HomeMy WebLinkAbout 2025 City of SLO Standard Specifications and Engineering Standards_Not Signed
STANDARD SPECIFICATIONS &
ENGINEERING STANDARDS
NOVEMBER 2025
PUBLIC WORKS DEPARTMENT
ENGINEERING DIVISION
919 Palm Street
San Luis Obispo, CA 93401
(805) 781-7200
DECEMBER 2025
1
STANDARD
SPECIFICATIONS
NOVEMBER 2025
APPROVED BY THE CITY ENGINEER:
Approved on: November 18, 2025
Effective: November 28, 2025
BRIAN NELSON
CITY ENGINEER
RCE C79870
ADOPTED BY THE CITY COUNCIL OF SAN LUIS OBISPO
BY RESOLUTION NO. XXXXX (2025 SERIES)
PUBLIC WORKS DEPARTMENT
ENGINEERING DIVISION
919 Palm Street
San Luis Obispo, CA 93401
(805) 781-7200
DECEMBER 2025
Approved on: December 2, 2025
Effective: December 12, 2025
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DIVISION I GENERAL PROVISIONS ..................................................................................... 8
1 GENERAL ........................................................................................................................ 8
1-1.01 GENERAL ....................................................................................................................................... 8
1-1.05 REFERENCES ................................................................................................................................ 8
1-1.07 DEFINITIONS ................................................................................................................................. 8
1-1.08 DISTRICTS ................................................................................................................................... 10
1-1.11 WEB SITES, ADDRESSES, AND TELEPHONE NUMBERS ....................................................... 10
1-1.12 MISCELLANY ............................................................................................................................... 10
2 BIDDING .......................................................................................................................... 11
2-1.06 BID DOCUMENTS ........................................................................................................................ 11
2-1.12 DISADVANTAGED BUSINESS ENTERPRISES .......................................................................... 11
2-1.15 DISABLED VETERAN BUSINESS ENTERPRISES .................................................................... 11
2-1.18 SMALL BUSINESS AND NON–SMALL BUSINESS SUBCONTRACTOR PREFERENCES ...... 11
2-1.27 CALIFORNIA COMPANIES .......................................................................................................... 11
2-1.31 OPT OUT OF PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS ..................... 11
2-1.33 BID DOCUMENT COMPLETION AND SUBMITTAL .................................................................... 11
3 CONTRACT AWARD AND EXECUTION ....................................................................... 14
3-1.04 CONTRACT AWARD .................................................................................................................... 14
3-1.05 CONTRACT BONDS (PUB CONT CODE §§ 10221 AND 10222) ............................................... 14
3-1.08 SMALL BUSINESS PARTICIPATION REPORT ........................................................................... 15
3-1.11 PAYEE DATA RECORD ................................................................................................................ 15
3-1.18 CONTRACT EXECUTION ............................................................................................................ 16
4 SCOPE OF WORK ......................................................................................................... 18
4-1.02 INTENT ........................................................................................................................... 18
4-1.05 CHANGES AND EXTRA WORK ................................................................................................... 18
4-1.07 VALUE ENGINEERING ................................................................................................................ 19
4-1.13 CLEANUP ..................................................................................................................................... 19
5 CONTROL OF WORK .................................................................................................... 21
5-1.01 GENERAL ..................................................................................................................................... 21
5-1.02 CONTRACT COMPONENTS ....................................................................................................... 21
5-1.09 PARTNERING ............................................................................................................................... 23
5-1.13 SUBCONTRACTING .................................................................................................................... 23
5-1.17 CHARACTER OF WORKERS ...................................................................................................... 23
5-1.20 COORDINATION WITH OTHER ENTITIES ................................................................................. 23
5-1.23 SUBMITTALS ................................................................................................................................ 25
5-1.24 CONSTRUCTION SURVEYS ....................................................................................................... 28
5-1.27 RECORDS .................................................................................................................................... 29
5-1.36 PROPERTY AND FACILITY PRESERVATION ............................................................................. 29
5-1.38 MAINTENANCE AND PROTECTION RELIEF ............................................................................. 31
5-1.39 DAMAGE REPAIR AND RESTORATION ..................................................................................... 31
5-1.42 REQUESTS FOR INFORMATION ................................................................................................ 31
5-1.43 POTENTIAL CLAIMS AND DISPUTE RESOLUTION .................................................................. 32
6 CONTROL OF MATERIALS ........................................................................................... 37
6-1 GENERAL .......................................................................................................................................... 37
6-1.04 BUY AMERICA .............................................................................................................................. 37
6-1.05 SPECIFIC BRAND OR TRADE NAME AND SUBSTITUTION ..................................................... 37
6-1.06 Buy Clean California Act .......................................................................................... 37
7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC ................................... 38
7-1.02 LAWS ............................................................................................................................................ 38
7-1.03 PUBLIC CONVENIENCE .............................................................................................................. 39
7-1.04 PUBLIC SAFETY .......................................................................................................................... 43
7-1.06 INSURANCE ................................................................................................................................. 44
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8 PROSECUTION AND PROGRESS ................................................................................ 47
8-1.02 SCHEDULE ................................................................................................................................... 47
8-1.03 PRECONSTRUCTION CONFERENCE ....................................................................................... 48
8-1.04 START OF JOB SITE ACTIVITIES ............................................................................................... 48
8-1.05 TIME .............................................................................................................................................. 49
8-1.10 LIQUIDATED DAMAGES .............................................................................................................. 49
9 PAYMENT ....................................................................................................................... 51
9-1.02 MEASUREMENT .......................................................................................................................... 51
9-1.03 PAYMENT SCOPE ........................................................................................................................ 51
9-1.04 FORCE ACCOUNT ....................................................................................................................... 51
9-1.07 PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS ............................................ 52
9-1.16 PROGRESS PAYMENTS ............................................................................................................. 52
9-1.17 PAYMENT AFTER CONTRACT ACCEPTANCE .......................................................................... 53
9-1.22 ARBITRATION .............................................................................................................................. 53
9-1.23 CITY BILLING ............................................................................................................................... 54
DIVISION II GENERAL CONSTRUCTION ............................................................................ 55
12 TEMPORARY TRAFFIC CONTROL ............................................................................ 55
12-1 GENERAL ........................................................................................................................................ 55
12-1.01 GENERAL ................................................................................................................................... 55
12-1.03 CONSTRUCTION ....................................................................................................................... 55
12-1.04 PAYMENT ................................................................................................................................... 56
12-4 MAINTAINING TRAFFIC .................................................................................................................. 56
12-4.01 GENERAL ................................................................................................................................... 56
12-6 TEMPORARY PAVEMENT DELINEATION ..................................................................................... 57
12-6.01 GENERAL ................................................................................................................................... 57
12-6.02 MATERIALS ................................................................................................................................ 57
12-6.03 CONSTRUCTION ....................................................................................................................... 58
13 WATER POLLUTION CONTROL ................................................................................. 59
13-1 GENERAL ........................................................................................................................................ 59
13-1.01 GENERAL ................................................................................................................................... 59
13-1.04 PAYMENT ................................................................................................................................... 60
13-3 STORM WATER POLLUTION PREVENTION PLAN ...................................................................... 60
13-3.01 GENERAL ................................................................................................................................... 60
14 ENVIRONMENTAL STEWARDSHIP ............................................................................ 61
14-1 GENERAL ........................................................................................................................................ 61
14-1.01 GENERAL ................................................................................................................................... 61
14-2 CULTURAL RESOURCES ............................................................................................................... 61
14-2.03 ARCHAEOLOGICAL RESOURCES ........................................................................................... 61
14-11 HAZARDOUS WASTE AND CONTAMINATION ............................................................................ 62
14-11.01 GENERAL ................................................................................................................................. 62
14-11.03 HAZARDOUS WASTE MANAGEMENT ................................................................................... 63
14-11.07 DEPARTMENT-GENERATED HAZARDOUS WASTE ............................................................. 63
15 EXISTING FACILITIES ................................................................................................. 64
15-1.03 CONSTRUCTION ....................................................................................................................... 64
15-1.04 PAYMENT ................................................................................................................................... 65
DIVISION III EARTHWORK AND LANDSCAPE .................................................................. 66
17 GENERAL .................................................................................................................... 66
17-1 GENERAL ........................................................................................................................................ 66
17-1.01 GENERAL ................................................................................................................................... 66
19 EARTHWORK .............................................................................................................. 67
19-1 GENERAL ........................................................................................................................................ 67
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19-1.01 GENERAL ................................................................................................................................... 67
19-1.03 CONSTRUCTION ....................................................................................................................... 67
19-1.04 PAYMENT ................................................................................................................................... 68
19-2 ROADWAY EXCAVATION ................................................................................................................ 68
19-2.04 PAYMENT ................................................................................................................................... 68
19-3 STRUCTURE EXCAVATION AND BACKFILL ................................................................................. 68
19-3.04 PAYMENT ................................................................................................................................... 68
19-10 SUBGRADE ENHANCEMENT GEOSYNTHETIC ........................................................................ 68
19-10.02 MATERIALS .............................................................................................................................. 68
20 LANDSCAPE ................................................................................................................ 70
20-1 GENERAL ........................................................................................................................................ 70
20-1.01 GENERAL ................................................................................................................................... 70
20-1.02 MATERIALS ................................................................................................................................ 70
20-1.03 CONSTRUCTION ....................................................................................................................... 72
20-2.06 IRRIGATION CONTROLLERS ................................................................................................... 82
20-2.08 IRRIGATION SUPPLY LINE ....................................................................................................... 84
20-3 PLANTING ....................................................................................................................................... 88
20-3.01 GENERAL ................................................................................................................................... 88
20-3.02 PLANTING WORK ...................................................................................................................... 90
20-4 PLANT ESTABLISHMENT WORK ................................................................................................... 93
20-4.01 GENERAL ................................................................................................................................... 93
20-4.03 CONSTRUCTION ....................................................................................................................... 93
20-4.04 PAYMENT ................................................................................................................................... 96
20-5 LANDSCAPE ELEMENTS ............................................................................................................... 97
20-5.02 EDGING ...................................................................................................................................... 97
20-5.03 INERT GROUND COVERS ........................................................................................................ 98
21 EROSION CONTROL ................................................................................................... 99
21-2 EROSION CONTROL WORK .......................................................................................................... 99
21-2.02 MATERIALS ................................................................................................................................ 99
DIVISION IV SUBBASES AND BASES .............................................................................. 100
26 AGGREGATE BASES ................................................................................................ 100
26-1 GENERAL ...................................................................................................................................... 100
26-1.02 MATERIALS .............................................................................................................................. 100
DIVISION V SURFACING AND PAVEMENTS .................................................................... 103
37 SEAL COATS / BITUMINOUS SEALS ....................................................................... 103
37-1 GENERAL ...................................................................................................................................... 103
37-1.01 GENERAL ................................................................................................................................. 103
37-2 SEAL COATSCHIP SEALS ............................................................................................................ 103
37-2.01 GENERAL ................................................................................................................................. 103
37-2.04 ASPHALTIC EMULSUON SEAL COAT .................................................................................... 103
37-3 SLURRY SEAL AND MICRO-SURFACING ................................................................................... 103
37-3.01 GENERAL ................................................................................................................................. 103
37-3.03 CONSTRUCTION ..................................................................................................................... 104
37-3.04 PAYMENT ................................................................................................................................. 106
39 ASPHALT CONCRETE (SUPERPAVE) ................................................................... 107
39-1.01 GENERAL ................................................................................................................... 107
39-1.02 MATERIALS ................................................................................................................ 107
39-1.04 PAYMENT ................................................................................................................................. 108
ADD SECTION 39B ASPHALT CONCRETE (HVEEM) .................................................. 121
39B ASPHALT CONCRETE (HVEEM) ............................................................................ 121
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39B-1 GENERAL ............................................................................................................. 121
39B-1.01 GENERAL ................................................................................................................ 121
39B-1.02 MATERIALS ............................................................................................................. 121
39B-1.03 HOT MIX ASPHALT MIX DESIGN REQUIREMENTS ........................................................... 128
39B-1.04 CONTRACTOR QUALITY CONTROL ................................................................................... 133
39B-1.05 ACCEPTANCE CRITERIA ...................................................................................................... 134
39B-1.06 DISPUTE RESOLUTION ........................................................................................................ 135
39B-1.07 PRODUCTION START-UP EVALUATION .............................................................................. 135
39B-1.08 PRODUCTION ....................................................................................................................... 136
39B-1.09 SUBGRADE, TACK COAT, AND GEOSYNTHETIC PAVEMENT INTERLAYER .................. 136
39B-1.10 SPREADING AND COMPACTING EQUIPMENT .................................................................. 139
39B-1.11 TRANSPORTING, SPREADING, AND COMPACTING ......................................................... 141
39B-1.12 SMOOTHNESS ...................................................................................................................... 144
39B-1.13 HOT MIX ASPHALT ON BRIDGE DECKS ............................................................................. 144
39B-1.14 MISCELLANEOUS AREAS AND DIKES ................................................................................ 145
39B-1.16 RUMBLE STRIPS ................................................................................................................... 146
39B-1.17 DATA CORES ......................................................................................................................... 146
39B-1.18 HOT MIX ASPHALT AGGREGATE LIME TREATMENT—DRY LIME METHOD .................. 146
39B-1.19 HOT MIX ASPHALT AGGREGATE LIME TREATMENT—SLURRY METHOD ..................... 146
39B-1.20 LIQUID ANTISTRIP TREATMENT ......................................................................................... 146
39B-1.21 REPLACE ASPHALT CONCRETE SURFACING................................................................... 146
39B-1.22 LIQUID ASPHALT PRIME COAT............................................................................................ 146
39B-1.23 HOT MIX ASPHALT TYPE C .................................................................................................. 147
39B-1.24 BONDED WEARING COURSE—GAP GRADED .................................................................. 147
39B-1.25 RUBBERIZED BONDED WEARING COURSE—GAP GRADED ......................................... 147
39B-1.26 RUBBERIZED BONDED WEARING COURSE—OPEN GRADED ....................................... 147
39B-1.27 BONDED WEARING COURSE—OPEN GRADED ............................................................... 147
39B-1.28 ROADSIDE PAVING ............................................................................................................... 147
39B-1.29 SOIL TREATMENT ................................................................................................................ 147
39B-1.30–39B-1.40 RESERVED ........................................................................................................... 147
39B-2 STANDARD CONSTRUCTION PROCESS ................................................................... 147
39B-2.01 GENERAL ............................................................................................................................... 147
39B-2.02 CONTRACTOR QUALITY CONTROL ................................................................................... 147
39B-2.03 ACCEPTANCE CRITERIA ...................................................................................................... 152
39B-2.04 TRANSPORTING, SPREADING, AND COMPACTING ......................................................... 156
39B-3 METHOD CONSTRUCTION PROCESS ....................................................................... 156
39B-3.01 GENERAL .............................................................................................................................. 156
39B-3.02 ACCEPTANCE CRITERIA ...................................................................................................... 156
39B-3.03 SPREADING AND COMPACTING EQUIPMENT .................................................................. 158
39B-3.04 TRANSPORTING, SPREADING, AND COMPACTING ......................................................... 159
39B-4 RESERVED ................................................................................................................... 160
39B-5 PAYMENT ..................................................................................................................... 160
42 GROOVE AND GRIND CONCRETE .......................................................................... 162
DIVISION VI STRUCTURES ............................................................................................... 164
51 CONCRETE STRUCTURES ............................................................................................... 164
51-1 GENERAL ....................................................................................................................... 164
51-1.02 MATERIALS .............................................................................................................................. 164
51-1.04 PAYMENT ................................................................................................................................. 164
52 REINFORCEMENT ..................................................................................................... 165
52-1 GENERAL ....................................................................................................................... 165
52-1.02 MATERIALS .............................................................................................................................. 165
56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES .............................. 166
56-2 OVERHEAD SIGN STRUCTURES .................................................................................. 166
56-2.01 GENERAL ................................................................................................................................. 166
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DIVISION VII DRAINAGE FACILITIES ............................................................................... 167
64 PLASTIC PIPE ........................................................................................................... 167
64-2 PLASTIC PIPE ................................................................................................................. 167
64-2.02 MATERIALS .............................................................................................................................. 167
64-2.03 CONSTRUCTION ..................................................................................................................... 167
64-2.04 PAYMENT ................................................................................................................................. 167
66 CORRUGATED METAL PIPE .................................................................................... 168
67 STRUCTURAL PLATE CULVERTS ........................................................................... 169
72 SLOPE PROTECTION ............................................................................................... 170
72-1 GENERAL ....................................................................................................................... 170
72-1.02 MATERIALS .............................................................................................................................. 170
DIVISION VIII MISCELLANEOUS CONSTRUCTION ......................................................... 171
73 CONCRETE CURBS AND SIDEWALKS ................................................................... 171
73-1 GENERAL ....................................................................................................................... 171
73-1.01 GENERAL ................................................................................................................................. 171
73.1.02 MATERIALS .............................................................................................................................. 171
73-1.03 CONSTRUCTION ..................................................................................................................... 171
73-1.04 PAYMENT ................................................................................................................................. 174
73-3.04 PAYMENT ................................................................................................................................. 175
73-4 TEXTURED CONCRETE AND COLORED CONCRETE SURFACES ............................. 175
73-4.01 GENERAL ................................................................................................................................. 175
73-4.02 MATERIALS .............................................................................................................................. 176
73-4.03 CONSTRUCTION ..................................................................................................................... 176
DELETE SECTION 73-10.04 ................................................................................................................. 177
75 MISCELLANEOUS METAL ........................................................................................ 178
75-1 GENERAL ....................................................................................................................... 178
75-1.02 MATERIALS .............................................................................................................................. 178
77 LOCAL INFRASTRUCTURE ...................................................................................... 179
77-1 EXCAVATION AND RESTORATION ................................................................................ 179
77-1.01 GENERAL ................................................................................................................................. 179
77-1.02 MATERIALS .............................................................................................................................. 179
77-1.03 CONSTRUCTION ..................................................................................................................... 181
77-1.04 PAYMENT ................................................................................................................................. 189
77-2 WATERLINES .................................................................................................................. 190
77-2.01 GENERAL ................................................................................................................................. 190
77-2.02 MATERIALS .............................................................................................................................. 190
77-2.03 CONSTRUCTION ..................................................................................................................... 193
77-2.04 PAYMENT ................................................................................................................................. 201
77-3 SEWERS ........................................................................................................................................ 203
77-3.03 CONSTRUCTION ..................................................................................................................... 207
77-4 STORM DRAINS ............................................................................................................. 217
77-4.01 GENERAL ................................................................................................................................. 217
77-4.02 MATERIALS .............................................................................................................................. 217
77-4.04 PAYMENT ................................................................................................................................. 219
78 INCIDENTAL CONSTRUCTION ................................................................................. 220
78-2 SURVEY MONUMENTS .................................................................................................. 220
78-2.01 GENERAL ................................................................................................................................. 220
78-2.02 MATERIALS .............................................................................................................................. 220
78-2.03 CONSTRUCTION ..................................................................................................................... 220
78-2.04 PAYMENT ................................................................................................................................. 220
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DIVISION IX TRAFFIC CONTROL DEVICES ..................................................................... 221
84 MARKINGS ................................................................................................................ 221
84-2 TRAFFIC STRIPES AND PAVEMENT MARKINGS .......................................................... 221
84-2.01 GENERAL ................................................................................................................................. 221
84-2.03 CONSTRUCTION ..................................................................................................................... 221
84-2.04 PAYMENT ................................................................................................................................. 221
84-9 EXISTING MARKINGS .................................................................................................... 222
84-9.03 CONSTRUCTION ..................................................................................................................... 222
DIVISION X ELECTRICAL WORK ..................................................................................... 223
86 GENERAL .................................................................................................................. 223
86-1.01 GENERAL ................................................................................................................................. 223
86-1.02 MATERIALS .............................................................................................................................. 224
86-1.03 CONSTRUCTION ...................................................................................................................... 226
86-1.03 SCHEDULING OF WORK ......................................................................................................... 226
87 ELECTRICAL SYSTEMS ........................................................................................... 228
87-1.03 CONSTRUCTION ..................................................................................................................... 228
87-2.02 MATERIALS .............................................................................................................................. 238
87-4 SIGNAL AND LIGHTING SYSTEMS ............................................................................................. 239
87-21 EXISTING ELECTRICAL SYSTEMS ............................................................................. 244
87-21.03 CONSTRUCTION ................................................................................................................... 244
DIVISION XI MATERIALS ................................................................................................... 245
90 CONCRETE ................................................................................................................ 245
90-1 GENERAL ....................................................................................................................... 245
91-1.01 GENERAL ................................................................................................................................. 245
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STANDARD SPECIFICATIONS
These Standard Specifications are to be used in conjunction with the State of California,
Department of Transportation Standard Specifications and Standard Plans dated 2024. In
absence of revision by these Standard Specifications, comply with the State of California
Department of Transportation Standard Specifications dated 2024.
DIVISION I GENERAL PROVISIONS
1 GENERAL
1-1.01 GENERAL
Add to 1st paragraph in Section 1-1.01
When counting paragraphs, individually numbered items and tables are part of the preceding
paragraph.
Replace the 8th paragraph of Section 1-1.01 with:
The Engineer will number bid items consecutively and uniquely for each contract.
1-1.05 REFERENCES
Replace the 4th paragraph of Section 1-1.05 with:
Where a section number is referenced without a reference to a document, the reference is to
a section of the 2024 State Standard Specifications as revised by the City Standard
Specifications and Special Provisions.
1-1.07 DEFINITIONS
1-1.07B Glossary
Add to Section 1-1.07B or
Replace if defined in Section 1-1.07B with:
Architect: The Engineer as defined in this Section.
Bid Item List: The Bid Item List is found in the bid forms.
Change Order: A written document duly approved and executed by City, which changes the
Scope, the Contract price, or the Contract time.
City: City of San Luis Obispo
Claim: Unless the context indicates otherwise, a “Claim,” as that term is used in the City
Standard Specifications, means a separate demand by Contractor for a change in the Contract
time or Contract price, that has previously been submitted to City in accordance with the
requirements of the Contract documents, including, but not limited to, the procedures in Section
4-1.05A, and which has been rejected by City, in whole or in part; a written demand by
Contractor disputing a unilateral Change Order or a portion thereof; or a written demand by
Contractor objecting to the amount of the final pay estimate. Any reference to a “potential claim”
or “potential claim record” in the State Standard Specifications means a “Claim” as defined
herein.
9
Contract price: The total compensation to be paid to Contractor for performance of the
Contract, as set forth in Article II of the Agreement and as may be amended by Change Order.
Department of Transportation: The City of San Luis Obispo Public Works Department.
Department: The City of San Luis Obispo Public Works Department.
Director: The City of San Luis Obispo Public Works Director or designee.
Downtown Core: The downtown core is that area bounded by and including Nipomo, Marsh,
Palm and Santa Rosa streets.
Engineering Standards: The current City of San Luis Obispo Engineering Standards
Engineer: The City Engineer, City of San Luis Obispo, acting either directly or through properly
authorized agents, the agents acting within the scope of the duties delegated to them.
Holiday: Holiday shown in the following table:
Holiday Date Observed
Sunday Every Sunday
New Year’s Day January 1st
Birthday of Martin Luther King, Jr. 3rd Monday in January
Presidents Day 3rd Monday in February
Memorial Day Last Monday in May
Independence Day July 4th
Labor Day 1st Monday in September
Veterans Day November 11th
Thanksgiving Day 4th Thursday in November
Day after Thanksgiving Day after Thanksgiving Day
Day before Christmas Day Last working day prior to Christmas Day
Christmas Day December 25th or first working day after
Day before New Year’s Day Last working day prior to New Year’s Day
If January 1st, July 4th, November 11th, or December 25th falls on a Sunday, the Monday
following is a holiday. If November 11th falls on a Saturday, the preceding Friday is a holiday.
Holiday Restriction Area: Defined by the Downtown Association boundary per City Council
Resolution 9487. Construction activities which affect City Streets in the Downtown Area shall
not occur between Thanksgiving and New Year’s Day. Refer to Appendix L for the Holiday
Restriction Area map.
Laboratory: The City or a designated laboratory authorized by the City to test materials and
work involved in the contract.
Landscape Architect: The Engineer as defined in this Section.
Mission Style Sidewalk District: That area of the downtown and gateways specified to have
Mission Style Sidewalk along frontages. Resolution 9114 (2000 Series)
10
MUTCD: The most current version of the California Manual on Uniform Traffic Control Devices.
Office of Structure Design: The Office of the Engineer at the address located in the Special
Provisions for the submission of bids.
Plans:
1. Project Plans: Drawings specific to the project, including authorized shop drawings.
2. Engineering Standards: Drawing standard to City of San Luis Obispo.
3. Standard Plans: Drawing standard to Caltrans.
Scheduled Completion Date: Planned work completion date shown on the current schedule.
Specifications: The directions, provisions and requirements contained in the City of San Luis
Obispo, Standard Specifications and Engineering Standards as supplemented by the Special
Provisions. Whenever the term “these specifications” or “these Standard Specifications” is used
in this book, it means the provisions set forth in this book, in conjunction with, by reference, the
edition of the State Standard Specifications as referenced in the beginning of this book. The
Department of Transportation publications entitled Labor Surcharge and Equipment Rental
Rates and General Prevailing Wage Rates are to be considered as a part of the Special
Provisions.
State: The City of San Luis Obispo Public Works Department.
State of California: The City of San Luis Obispo Public Works Department.
State Standard Specifications: Means the Standard Specifications of the California
Department of Transportation, Business and Transportation Agency, dated 2024
Work: Resources and activities required for Contract acceptance, including labor, equipment,
and the created product. Work does not include material costs.
1-1.08 DISTRICTS
Delete Section 1-1.08.
1-1.11 WEB SITES, ADDRESSES, AND TELEPHONE NUMBERS
Add to Section 1-1.11:
Reference Web Site Address Telephone Number
City of San Luis Obispo www.slocity.org 919 Palm Street
San Luis Obispo, CA 93401 (805) 781-7200
1-1.12 MISCELLANY
Replace 1st paragraph of Section 1-1.12 with:
Make checks and bonds payable to the City of San Luis Obispo.
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2 BIDDING
2-1.06 BID DOCUMENTS
2-1.06A General
Replace Section 2-1.06A with:
Standard Specifications and Standard Plans are available for review on the City’s website or at
the City Public Works Office. Obtain bid packages including plans and specifications at the City
Public Works Office.
2-1.06B Supplemental Project Information
Replace Section 2-1.06B with:
Your attention is directed to the Special Provisions for the specific project, regarding additional
information that may be available.
2-1.12 DISADVANTAGED BUSINESS ENTERPRISES
2-1.12A General
Add to Section 2-1.12A
This Section is applicable to federally funded projects and only as directed in the Special
Provisions.
2-1.15 DISABLED VETERAN BUSINESS ENTERPRISES
2-1.15A General
Add to Section 2-1.15A
This Section is applicable only as directed in the Special Provisions.
2-1.18 SMALL BUSINESS AND NON–SMALL BUSINESS SUBCONTRACTOR
PREFERENCES
2-1.18A General
Add to Section 2-1.18A
This Section is applicable only as directed in the Special Provisions.
2-1.27 CALIFORNIA COMPANIES
Delete Section 2-1.27.
2-1.31 OPT OUT OF PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS
Delete Section 2-1.31.
2-1.33 BID DOCUMENT COMPLETION AND SUBMITTAL
2-1.33A General
Delete Paragraphs 6, 7, and 8 of Section 2-1.33A
Add to Section 2-1.33A
12
Any items of work or material shown on the plans or called out in the specifications that do not
have a distinct pay item are included in other items of work paid and no additional
compensation will be allowed.
Bids must have all spaces for bid prices and totals filled in. In the case of arithmetic discrepancy
between item prices and total prices, item prices prevail over total prices.
Submit bid as directed in the Notice to Bidders.
On the Subcontractor List, you must submit:
1. Name under which subcontractor is licensed
2. License number
3. DIR Public Works Registration Number
4. Address
5. Phone number
6. Specific description of subcontracted work
7. Percentage of total base bid amount
with your bid. Failure to do so results in a nonresponsive bid.
Furnish bid using blank forms provided in the Special Provisions. Bid must include all forms
and must be signed by the bidder. Subcontractor List and percentage of each item
subcontracted must be provided with the bid, on the List of Subcontractors form provided
herein.
2-1.33B Electronic Bids
Delete Section 2-1.33B
2-1.33B Bid Form Submittal Schedules
Add Section 2-1.33B(1) General
Submit your bid:
4. Under sealed cover marked outside of the envelope containing the bid in compliance
with the instructions contained in the notice to bidders.
5. No bid will be considered unless accompanied by one of the following:
a. Certified check
b. Cashier’s check
c. Bidder’s bond must comply with Section 2-1.34
If the bid is made by an individual, the individual’s name and mailing address must be shown.
If made by a firm or a partnership, the name and mailing address of each member of the firm
or partnership must be shown. If made by a corporation, the bid must show the name of the
state under the laws of which the corporation was chartered, and the:
6. Names
7. Titles
8. Business addresses
Of the:
9. President
10. Secretary
11. Treasurer
13
Section 2-1.34 BIDDER’S SECURITY
Replace Section 2-1.34 with:
Submit one of the following forms of bidder's security equal to at least 10 percent of the bid:
1. Cash
2. Cashier's check
3. Certified check
4. Signed bidder's bond by an admitted surety insurer
5. Electronic bidder's bond by an admitted surety insurer submitted using an electronic registry
service approved by the Department
Submit cash, cashier's check, certified check, or bidder's bond to the Department's Office of
Construction Contract Awards before the bid opening time.
Submit an electronic bidder's bond with the electronic bid.
If using a bidder's bond, you may use the form in the Bid book. If you do not use the form in the
Bid book, use a form containing the same information.
2-1.40 BID WITHDRAWAL
Delete the 2nd paragraph in Section 2-1.40
14
3 CONTRACT AWARD AND EXECUTION
3-1.04 CONTRACT AWARD
Replace Section 3-1.04 with:
If the City awards the contract, the award will be made to the lowest responsive bid submitted
by a responsible bidder within 60 calendar days.
3-1.04A Bid Protest
Bid protest procedure is defined in the notice to bidders.
3-1.04B Additive/Deductive Contract Award
When the bid form includes additive or deductive alternates, the Engineer will determine the
lowest bid as defined in the Special Provisions. If no method is defined in the Special
Provisions, the lowest bid is determined on the base price without consideration for the prices
of the additive or deductive alternates in compliance with Section 20103.8 of the Public
Contract Code.
The City reserves the right to award or not award the contract including or omitting the
alternates. Determination as to whether the alternates are included in the contract will be made
by the City.
All requirements in the contract apply to the work required to complete the alternates.
3-1.05 CONTRACT BONDS (PUB CONT CODE §§ 10221 AND 10222)
Replace Section 3-1.05 with:
Furnish two good and sufficient bonds to the City of San Luis Obispo, California. Each bond
must be in the amount equal to one hundred percent of the total Contract price. One bond is
for payment of claims for labor and materials, and the other bond for faithful performance.
Only bonds from companies that are "Admitted" doing business in California will be acceptable
to the City. Bonding companies must be on the Department of Treasuries approved list in
Circular 570. Bonds must remain in full force during the guaranty period.
Bond forms, penal sums. Within the time period set forth in the Contract Documents and prior
to commencing the Work on the Project, the Contractor shall file with the City good and
sufficient labor and material payment bond (Payment Bond) and performance bond
(Performance Bond) in the amount of one hundred percent (100%) of the Contract price
covering performance of the Work other than the professional design services portion of the
Work. The Performance Bond and Payment Bond shall be in the form required by the Contract
Documents. The amounts of the Payment Bond and Performance Bond shall be increased as,
when and in the amount of any Change Orders that are executed increasing the Contract price,
the Contract shall, upon request by the City, provide evidence of such increases. Should the
Payment Bond or Performance Bond or any Surety on such bond become or be determined by
the City to be insufficient, it shall be replaced within ten Days by a bond that fully complies with
the requirements of this Paragraph. No further payments to the Contract for the Work
performed shall be made or due until the Contractor has fully complied with the requirements
of this Paragraph.
15
Duration. The Payment Bond shall remain in effect until Acceptance of the Work and payment
of all stop notices and Claims by the Contractor or the Subcontractors, of any Tier, have been
satisfied. The Performance Bond shall remain in effect and assure faithful performance of all
the Contractor’s obligations under the Contract Documents, including, without limitation, all
obligations that survive Final Completion or termination, such as, but not limited to, the
Contractor’s warranty, commissioning and indemnity obligations.
Surety. The Surety on the Payment Bond shall be an Admitted Surety and the Surety on the
Performance Bond shall be a licensed Surety in good standing with the California Department
of Insurance and having an A.M. Best's Insurance Rating of not less than A-: VI.
Premiums. The premiums for all bonds are included in the Contract price and shall be paid by
the Contractor.
Obligee. The Payment Bond and Performance Bond shall each name the City as obligee. All
bonds purchased by the Subcontractors shall name the Contractor and the City as dual
obligees.
No exoneration. Changes, Change Orders, unilateral Change Orders, Field Orders,
Modifications and adjustments to the Contract price or Contract time shall in no way release or
exonerate the Contractor or its Surety from their obligations, and notice thereof shall be waived
by the Surety. The foregoing provision shall be included in the terms of the Payment Bond,
Performance Bond and any bonds obtained by the Subcontractors.
Communications. The City shall have the right to communicate with the Contractor’s sureties
with respect to matters that are related to the Contractor’s performance of its obligations under
the Contract Documents. The Contractor shall be provided with a copy of all such written
communications. Such communications shall not create, or be interpreted as creating, any
contractual relationship between the City and the Surety.
No limitation. The requirements of this Paragraph pertaining to the Performance Bond and the
Payment Bond shall be without limitation to any other obligations the Contractor may have
under Applicable Law to provide bonding for the benefit of and to assure payment to the
Subcontractors or Subconsultants performing the Work for the Project.
3-1.05A Encroachment Permit Bond
Encroachment Permits issued by the City are not effective for any purpose until the permittee
files with the City a surety bond, when required by the Engineer, in the form and amount
required by the City's Municipal Code. A surety bond is not ordinarily required of any public
corporation or utility but will be required of any utility that fails to meet any obligation arising out
of the work permitted or done under an Encroachment Permit or fails to maintain its plant, work,
or facilities. The surety bond must remain in force for a period of one (1) year after acceptance
of the work by the City.
3-1.08 SMALL BUSINESS PARTICIPATION REPORT
Delete Section 3-1.08.
3-1.11 PAYEE DATA RECORD
Delete Section 3-1.11.
16
3-1.18 CONTRACT EXECUTION
Replace Section 3-1.18 with:
The successful bidder must sign the contract and deliver to the Engineer:
1. Signed contract
12. Contract bonds
13. Insurance policies
The Engineer must receive these documents before the 10th business day after the bidder
receives the notification of contract award.
The bidder’s security may be forfeited for failure to execute the contract and provide the
Engineer with all documents within the time specified.
3-1.18A Encroachment Permit
Any encroachment permit application can be denied and once issued can be:
1. Modified
2. Revised
3. Revoked
At any time, without prejudice, to prior rights including those evidenced by:
1. Joint use agreements
2. Franchise rights
3. Reserved rights
4. Any other agreements for operating purposes in the public right-of-way.
If, in the opinion of the Engineer, you have violated any of the conditions of the permit, including
but not limited to:
1. Work hours
2. Traffic control
3. Time of completion
4. Air pollution control
5. Water pollution control
6. Engineering Standards
7. Engineer’s directive
The permit will be revoked. You are responsible to obtain a new permit including repayment of
fees. You are responsible to reimburse the City for any costs incurred to maintain the work site
until a new permit can be obtained and the work completed. If you violate any condition of any
permit twice within any five-year period, you will be prohibited from working within the right-of-way
for a period of two years following the completion of the project during which the second violation
occurred.
No party other than the named permittee or their agents may work under any permit.
Excavations must be restored to the applicable Engineering Standard within 4 weeks of
removal of the existing surface improvement or after one week where no work is completed
within excavation, whichever is less.
If any:
1. Street
2. Sidewalk or
17
3. Driveway
Is not reconstructed within the time limit set forth in this section the City reserves the right to
complete the repair with its own or contract forces and obtain reimbursement from you in
compliance with Section 9-1.23. Temporary paving must comply with Section 77-1.03C.
Unless otherwise stated on the permit or other separate written agreement, all costs incurred
for work within the public right-of-way pursuant to this Encroachment Permit are borne by the
permittee, and permittee hereby waives all claims for indemnification or contribution from the
City for such work.
This permit is not in effect for any purpose until the permittee files with the City a surety bond
when required by the Engineer in the form and amount required by the City's Municipal Code.
The bond must remain in force for a period of one year after acceptance of the work by the
City.
This permit is issued with the understanding that any action is not to be considered as
establishing any precedent:
1. On the question of the expediency of permitting any certain kind of encroachment to be
erected within the public right-of-way; or
2. As to any utility of the acceptability of any such permits as to any other or future situation.
Permittee understands and agrees that whenever permitted facilities conflicts with future City:
1. Improvements
2. Projects
3. New construction
4. Reconstruction
5. Maintenance
In the public right-of-way, the facilities must be:
1. Relocated
2. Removed
3. Modified
4. Adjusted
5. As directed by the City
At permittee’s sole expense.
18
4 SCOPE OF WORK
4-1.02 INTENT
Add to Section 4-1.02
You are responsible to obtain a copy of the plans and current applicable standards and
specifications and keep them at the job site for reference.
You must maintain on the job site information on the manufacturer’s recommendation for
installation or application when that information exists.
4-1.05 CHANGES AND EXTRA WORK
4-1.05A General
Replace Section 4-1.05A with:
The Department may make changes within the scope of work and add extra work. The Engineer
describes the changes and extra work, the payment basis, and any time adjustment in a Change
Order.
A Change Order is approved when the Department signs the Change Order.
Until the Department approves a Change Order, continue to perform the work under the Contract
unless the Engineer orders you to start the work described in the Change Order before its
approval.
4-1.05A(1) Contractor Change Order Requests
Contractor must submit a request or proposal for a change in the work, compensation for extra
work, or a change in the Contract price or Contract time as a written Change Order request or
proposal. Any request for a change in the Contract price or the Contract time must be submitted
in writing to the Engineer within 14 calendar days of the date that Contractor first encounters the
circumstances, information, or conditions giving rise to the Change Order request, even if the total
amount of the requested change in the Contract price or impact on the Contract time is not yet
known at that time.
Any Change Order request or proposal submitted by Contractor must include a complete
breakdown of actual or estimated costs and credits, and must itemize labor, materials, equipment,
taxes, insurance, subcontract amounts, and, if applicable, the daily agreements pursuant to
Section 4-1.05A(3), below. Any estimated cost must be updated in writing as soon as the actual
amount is known. All claimed costs must be fully documented, and any related request for an
extension of time or delay-related costs must be included at that time and in compliance with the
requirements of the contract documents. Upon request, Contractor must permit City to inspect its
original and unaltered bidding records, subcontract agreements, subcontract change orders,
purchase orders, invoices, or receipts associated with the claimed costs.
All Change Order requests must be signed by Contractor and must include the following
certification: “The undersigned Contractor certifies under penalty of perjury that its statements and
representations in this Change Order request are true and correct. Contractor warrants that this
Change Order request is comprehensive and complete as to the work or changes referenced
herein, and agrees that any known or foreseeable costs, expenses, or time extension requests
not included herein, are deemed waived.”
Contractor must comply with the requirements in this Section notwithstanding any different or
supplemental provisions specified elsewhere in the Contract Documents. Contractor waives its
19
entitlement to any increase in the Contract price or Contract time if Contractor fails to fully comply
with the requirements in this Section 4-1.05A.
4-1.05A(2) Unit Price Adjustments
Submit detailed cost data for a unit price adjustment for a bid item in the following circumstances:
(1) the Engineer requests the data, (2) in connection with your Change Order request, pursuant
to Section 4-1.05A(1), above, or (3) you request a unit price adjustment resulting from a change
of more than 25 percent in the bid item's quantity.
4-1.05A(3) Daily Agreements
For each day that you perform extra work, or work that you contend is extra work or a change
in the character of work, you are responsible to obtain, from the Engineer, daily agreement on
the following for the work at issue:
1. Labor
2. Materials
3. Equipment
Both parties must sign the agreements daily. Maintain and submit these records in compliance
with this Section 4-1.05A and Section 5-1.27E. The daily agreement enables the parties to
document and track the extra work, or work that you contend is extra work or a change in the
character of work. The Engineer’s signature on the daily agreement does not constitute any
acknowledgment, acceptance, or approval of the work by City. Failure to notify the Engineer of
extra work or a change in character of work on the day the work is performed is a full and
complete waiver of any change in the Contract price or Contract time for that work. The Engineer
shall receive notice before the work is performed.
4-1.05A(4) Cost Request Bulletin (CRB)
The Engineer may, during the work, issue Cost Request Bulletin (CRB) describing work that may
increase or delete work from the contract. Respond to the CRB in a thorough and timely manner
identifying separately and fully all costs of the proposed addition or deleted work as described in
the CRB and how the work change impacts critical path and contract completion date. Failure to
respond within two weeks to CRB will not constitute justification for a time extension to the
project. Failure to adequately describe the full cost associated with the CRB will not be
justification for additional compensation later.
4-1.05B Work Character Changes
Delete the second paragraph in Section 4-1.05B
4-1.07 VALUE ENGINEERING
Add to Section 4-1.07
This Section is applicable only as directed in the Special Provisions.
4-1.13 CLEANUP
Add to Section 4-1.13
4-1.13A Work Site Maintenance
20
You agree, by acceptance of a contract or issuance of permit, to properly maintain the work
site in a:
1. Safe
2. Clean
3. Neat
Condition always.
Prior to the end of each work day you must remove all equipment and construction materials
from the public right-of-way. The public right-of-way must be clean of any construction
materials including but not limited to:
1. Concrete
2. Oils
3. Asphalt
4. Sand
5. Aggregate
6. Base
At the direction of the Engineer, use a self-loading motor street sweeper with spray nozzles to
clean the right-of-way. Do not use street sweepers or blowers that use high velocity air to
disperse or blow contaminants out of project area. Clean project area and surrounding
perimeter including any other area impacted by this work.
Any traffic stripes or pavement markings that are removed or obliterated during work must be
replaced with temporary tape, markers, or paint prior to opening the area to traffic. This
maintenance and repair responsibility will run for the life of the encroachment and guarantee
period. Replace with permanent striping and pavement markings in compliance with Section
84-1.03E.
4-1.13B Stockpiles
Keep stockpile materials in the street to a minimum and remove by the end of each work day.
Sweeping is required to remove stockpile residue either by hand, or at the direction of the
Engineer, by mechanical street sweeper.
Provisions must be made for controlling dust, arising for whatever reason, from stockpile
materials. You are responsible for maintaining all stockpile areas in a neat and dust-free
condition, with adequate stormwater controls.
21
5 CONTROL OF WORK
5-1.01 GENERAL
Replace the 9th paragraph in Section 5-1.01 with:
Whenever you change the normal agreed-to hours of work you must provide 24-hour notice to
the Engineer. The Engineer may or may not approve such a change. If the change is not
approved or work is allowed but no inspection will be available any work you perform outside
the normal hours of work and in the absence of the Engineer will be subject to rejection.
If night work is approved for a project, the contractor can only schedule work for 10 hours within
a 24-hour period unless otherwise approved by the Engineer.
Normal hours of work fall between 7:00 A.M. and 4:00 P.M. Monday through Friday excluding City
holidays. Obtain approval from the Engineer and Community Development Department for any
work not within normal work hours.
Adjustments to working hours may be imposed, in compliance with section 7-1.03B, because
of public traffic impacts.
5-1.02 CONTRACT COMPONENTS
Replace Section 5-1.02 with:
A component in one contract part applies as if appearing in each. The parts are complementary
and describe and provide for complete work. These Standard Specifications work in conjunction
with:
1. Project plans
2. Engineering Standards
3. Standard plans
4. Manufacturer’s recommendations
Where materials and methods are specified, details in plans and standards are to be consulted to
provide full information needed to complete installations.
If a discrepancy exists, the governing ranking of contract parts in descending order is:
1. Project Special Provisions
2. Project Plans
3. City Engineering Standards
4. City Standard Specifications
5. State Standard Specifications
6. State Standard Plans
7. Written numbers and notes on a drawing govern over graphics
8. A detail drawing governs over a general drawing
9. A detail specification governs over a general specification
10. A specification in a section governs over a pacificator referenced by that section
Where manufacturer's recommendations for installation are more stringent than those prescribed
in the Standard Specifications or the Special Provisions, the manufacturer's recommendations
will take precedence. This condition may be waived at the discretion of the Engineer.
22
Working drawings must be submitted in compliance with the provisions in Section 5-1.23.
5-1.02A Private Construction Projects Coordination and Interpretation of Plans
When private construction:
1. Project plans, or
2. Project Special Provisions
Conflict with:
1. City Engineering Standards, or
2. City Standard Specifications
In these cases:
1. City Engineering Standards
2. City Standard Specifications
Govern unless an approved exception is noted on the cover sheet of the approved plans or listed
on the encroachment permit.
5-1.02B Encroachment Permit Plans
For installation of all:
1. Underground facilities
2. All surface work
3. Other activity of consequence
The permittee must furnish three (3) sets of plans showing:
1. Location
2. Construction
3. Other activity
For underground mainline facilities work, the permittee must submit a complete set of “record
drawings”, prepared by a registered civil engineer, for review and approval prior to placing facility
into operation and signing of the final inspection Building or Encroachment Permit.
Any change to the approved plan must be reviewed and approved by the design engineer and
the Engineer and the change will not be authorized without the written concurrence of the owner
for which the facility is being constructed.
Place facility line markers or notification markers flush with the finished surface. Do not create
a pedestrian trip or slip hazard. Markers are the responsibility of the owner of the facility to
maintain.
New facilities must maintain a clearance of five feet to existing City facilities unless otherwise
authorized in writing by the Engineer. Failure to comply with this condition will result in a
revocation of the encroachment permit at the time it is discovered by the Engineer. You are
responsible to remove or relocate the facility at no cost to the City.
5-1.02C Inspection for Encroachment into Public Right-of-Way
Before starting work notify the Engineer two working days prior to initial start of work. When work
has been interrupted for more than five working days, provide the Engineer with one working day
notification before restarting work. Unless otherwise specified, all work requiring inspection must
be performed on weekdays, excluding holidays, during the normal working hours in compliance
with Section 5-1.01.
Work is subject to:
23
1. Monitoring
2. Inspection
3. Approval
By the Engineer. The Engineer must receive all inspection requests at least one working day
prior to the need for inspection. You must request a final inspection and acceptance of the work.
The Engineer reserves the right to require work completed without inspection to be removed and
reconstructed with inspection.
5-1.02D Sequencing
Work within any block must be finished and the right-of-way completely restored (including
finished pavement) prior to commencing work at any other permitted location or along any
other portion of a permitted route. The Engineer may grant exceptions for permitted activities
with low impacts to traffic (e.g. directional bore).
5-1.09 PARTNERING
Delete Section 5-1.09.
5-1.13 SUBCONTRACTING
5-1.13A General
Replace 5th paragraph in Section 5-1.13A with:
Perform work equaling at least 50 percent of the value of the original total bid with your:
1. Employees
2. Equipment
3. Rental equipment with operator
4. Rental equipment without operators
Excluding items designated with an “S” on the Bid Item List. “S” indicates specialty items of
work. The value of specialty items of work is not included in the calculation.
A representative of the prime contractor must be on site when any subcontractor is performing
contract work. Contract work will not be allowed to continue until prime contractor’s
representative is on site.
5-1.17 CHARACTER OF WORKERS
Add to Section 5-1.17
If in the opinion of the Engineer, you or an employee fail to comply with contract provisions after
receiving either written or oral direction, at the discretion of the Engineer, that person must not
again be employed on the work or project.
5-1.20 COORDINATION WITH OTHER ENTITIES
5-1.20B Permits. Licenses, Agreements, and Certifications
5-1.20B(4) Contractor–Property Owner Agreement
Add to Section 5-1.20B(4)
Review the City of San Luis Obispo's Construction Code and Municipal Code dealing with the
stockpiling of materials in the City. Dispose of all materials in a legal manner.
Prior to use, furnish the Engineer evidence that properties have required:
24
1. Permits
2. Licenses
3. Clearances
To be a construction yard and a temporary storage site for stockpiling.
Add Section 5-1.20B(5) Comply with Local, State and Federal Regulations
You are responsible to comply with:
1. Local
2. State
3. Federal
Regulations regarding:
1. Air pollution
2. Water pollution
3. Proper disposal of materials
In compliance with the Standard Specifications.
Should you fail to meet the requirements of a permit or regulation as it pertains to work for the City,
and the City has notice of an impending fine or mitigation measure against the City, the City will
withhold payment or portions of payment in compliance with Section 9-1.16E in an amount
sufficient to satisfy any fine or mitigation measure that may be imposed on the City in addition to
any other retention held.
Encroachment permittees are required to obtain all necessary permits, clearances and approvals
from all entities having jurisdiction of the work including:
1. Public Utilities Commission
2. Railroad company
3. OSHA
4. Other public agencies
5. Regulatory authority
Failure to comply is cause to revoke your encroachment permit.
5-1.20C Railroad Relations
Replace Section 5-1.20C with:
If the Contract includes an agreement with a railroad company, the City makes the provisions
of the agreement available in the Information Handout in the document titled "Railroad
Relations and Insurance Requirements." Comply with the requirements in the document.
Replace 5-1.20H Reserved with 5-1.20 H City Authorizations and Permits
Add to Section 5-1.20H with:
If you desire to discharge to the sanitary sewer, you must receive prior permission from the
Wastewater Collection Supervisor and the Environmental Programs Manager. Flushing
waterlines must comply with section 77-3.
If permission to discharge requires an Industrial User Discharge Permit, you must submit an
Industrial User Discharge Permit Application to the Environmental Programs Manager. You
must comply with all conditions of the issued permit and pay all applicable fees. Maintain proof
25
of authorization to discharge at the job site at all times and provide that information to Engineer
upon request. The application is available in the appendix to the Engineering Standards.
A City of San Luis Obispo Fire Department permit is required prior to crossing any liquid
petroleum or high-pressure gas main. If a prior encroachment conflicts with the proposed work,
you must arrange for any necessary removal or relocation with the prior permittee. Any such
removal or relocation will be at no expense to the City.
Before using explosives in work, you must receive authorization from the Engineer and obtain a
permit for use from the City of San Luis Obispo Fire Department. You may also be required to
increase the amount of insurance coverage if, in the opinion of the Engineer, your insurance does
not include sufficient coverage for use of explosives.
5-1.23 SUBMITTALS
Replace Section 5-1.23 with:
5-1.23A General
Submittals are required for:
1 Materials and equipment not specified by standards, or a trade name and number
2 For working drawings
Submittals are also required when specified in the contract documents. Where products are
clearly identified by standards or trade names and no substitution is proposed, no submittal is
required.
Submit adequate descriptive information, from which the Engineer can determine if the
proposed:
1. Materials
2. Equipment
3. Working drawings
Comply to the design concept and in compliance with the contract documents. Submittal must
consist of:
1. Drawings
2. Specifications
3. Calculations
4. Descriptive data
5. Certificates
6. Samples
7. MSDS sheets
8. Test results
9. Information required in the specifications.
Submittal will be reviewed for general compliance with the design concept and general
compliance with the information given in the contract documents. Submittals will not be review
for:
1. Quantities
2. Dimensions
3. Coordination with the work of other trades
4. Construction safety precautions
26
All of which are your sole responsibility. Review of a specific item does not indicate acceptance of
an assembly of which the item is a component. The Engineer and contract designer are not
required to review and will not be responsible for any deviations from the contract documents not
clearly noted. Partial submittals and partial grouped submittals will not be reviewed.
5-1.23B Coordination
You must furnish submittals to the Engineer. You must:
1. Coordinate
2. Compile
3. Submit
All required submittals from suppliers and subcontractors to the Engineer. All communications
between you and a contract designer must be written and submitted to the Engineer to furnish
to contract designer.
5-1.23C Organization
Submittals must be accompanied with a transmittal. Transmittal must include:
1. Submittal number
2. Brief description of the submittal
3. Submittal log
The submittal number is a unique number in the following format:
XXXXX-YY-ZZ
X is equal the project’s specification number. Project specification number can be found in the
project’s Special Provisions.
Y is equal to the submittal item number. The submittal item number is a unique number and
sequentially assigned for each specific:
1. Item
2. Class of material
3. Equipment
4. Items specified in separate Sections
Z is equal to the number of times the submittal item has been furnished to the Engineer for review.
Start at 01 for the initial review and increment 1 integer larger for each subsequent resubmittal.
A submittal log must accompany each submittal showing all known past and future submittals and
status.
5-1.23D Deviation from Contract
If you propose to provide any:
1. Material
2. Equipment
3. Working drawings
Which deviates from the contract requirements, indicate this on the transmittal form
accompanying the submittal. In the transmittal provide a brief description of submittal and why
the deviation is requested and compare the:
1. Material
2. Coatings
3. Mechanical functions
27
4. Energy efficiency
5. Warranty
6. Differences between the material specified and the material submitted.
5-1.23E Submittal Completeness
Submittals that do not contain all the information required to allow the Engineer to make a
determination as to the submittals acceptability and compliance with the project documents, will
be returned without a complete review. A resubmittal must be made.
5-1.23F Submittal Package
Group submittal to expedite the review process and to reduce the likelihood of conflicts among
submittals. Submittals for various items must be made as a single submittal when the items taken
together constitute a manufacturer's package or are so functionally related that expediency
indicates checking or review of the group or package as a whole. Conversely, various items that
are not functionally related must be submitted separately. Submittal packages that are not
appropriately grouped will be returned without review. Provide one complete portable document
format (PDF) file of each submittal to the Engineer. If you are unable to provide electronic
documents, provide two complete copies of each submittal to the Engineer. The Engineer will
retain two copies of the submittal and return one package to you within three weeks. Submittals
that require review by:
1. City Public Works Department
2. Utility
3. Consultant designer
Will require one additional copy of the submittal as well as three additional weeks of review time.
5-1.23G Returned Submittals
Returned submittals will indicate one of the following actions:
1. No Exceptions Taken – The review indicates that the material, equipment, or work
method is in compliance with the design concept and complies with the contract
documents. You may begin the work method or incorporate the material or equipment
covered by the submittal.
2. Make Corrections Noted – The review indicates limited corrections are required to the
submittal in order for the material, equipment, or work method to be in compliance with
the design concept and to comply with the contract documents. You may begin imple-
menting the work method or incorporating the material and equipment covered by the
submittal in compliance with the noted corrections. Where submittal information will be
incorporated in Operation and Maintenance data, a corrected copy must be provided.
3. Revise and Resubmit – The review indicates that the submittal is insufficient or contains
incorrect data. Except at your own risk, you may not undertake work covered by this
submittal until it has been revised, resubmitted and returned marked either "No
exceptions taken" or "Make corrections noted."
4. Rejected – The review indicates that the material, equipment, or work method is not in
compliance with the design concept and not in compliance with the contract documents.
Except at your own risk, you may not undertake the work covered by such submittals
until a new submittal is made and returned marked either "No exceptions taken" or
"Make corrections noted."
5. Information Only –The review indicates that the submittal contains contract required
information.
28
5-1.23H Responsibility
Review of working drawings or submittals does not relieve you of responsibility for errors and
does not indicate an assumption of risks or liability by the:
14. 1. City, or by any officer or employee or
15. 2. By any engineering firm conducting the review on behalf of the City
You have no claim under the contract on account of the failure, or partial failure, of the method
of:
1. Work
2. Material
3. Equipment
Reviewed. A mark of "No exceptions taken" or "Make corrections noted" means that the City
has no objection to you using the:
1. Plan
2. Method of work proposed
3. Providing the materials
4. Equipment proposed
5-1.23I Charges for Third Party Submittal Review
The Engineer will allow up to two reviews of each submittal. If you are required to make a third
submittal for any item, then the costs of the third review will be at your expense. The cost of
the review will be deducted from payments due. The cost of the review by contract professional
services will be on a time and materials basis at standard company billing rates. Billing for this
expense will be in compliance with Section 9-1.23.
5-1.24 CONSTRUCTION SURVEYS
Replace Section 5-1.24 with:
5-1.24A General
You must provide the necessary horizontal and vertical survey control for the completion of the
work. A Licensed Land Surveyor or a Licensed Civil Engineer legally authorized to practice land
surveying must perform survey work.
Control must be provided for site grading, significant layout, or as directed by the Engineer.
Control must be provided in the same system of units as shown. You must provide surface
grade control every 50 feet and at grade breaks and begin and end of curves. You must mark
the control points in the field and provide a printed sheet with the point information, site layout,
and control point layout to the Engineer.
If you are working within 24 inches of a survey monument horizontal or vertical control point,
you must employ a licensed land surveyor or licensed civil engineer legally authorized to
practice land surveying to reference the monument or control point with points outside of the
area of disturbance. A pre-construction Corner Record or Record of Survey shall be filed with
the County pursuant to Section 8771 of the Professional Land Surveyors’ Act. Should any
existing survey monument be disturbed or destroyed during construction, it must be reset by a
licensed land surveyor or licensed civil engineer legally authorized to practice land surveying.
Should any existing benchmark be disturbed or destroyed during construction, a new one must
be set at a nearby but different location than the existing one, as determined by the Engineer.
Monuments and benchmarks must be set by a licensed land surveyor or a registered civil
engineer properly licensed to complete survey work. The City reserves the right to review the
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land surveyor or engineer's license to determine its validity. For monuments and control points,
a post-construction Corner Record or Record of Survey shall be filed with the County pursuant
to Section 8771 of the Professional Land Surveyors’ Act. For benchmarks, documentation of
the benchmark and how it was reset must be delivered to the Engineer prior to the project
acceptance or sign-off of the Encroachment Permit. A Land Surveyor must replace damaged
or disturbed property corners at your expense.
Add Section 5-1.24B Payment
Full compensation for work specified in Section 5-1.24and applicable Engineering Standards
is included in the payment for other bid items unless a bid item of work is shown on the Bid
Item List.
5-1.27 RECORDS
5-1.27E Change Order Bills
Replace Section 5-1.27E with:
You must deliver all Change Order Bills and support documents in writing to the Engineer. The
Engineer will not accept a Change Order Bill unless prior approval for the work has been given.
5-1.36 PROPERTY AND FACILITY PRESERVATION
5-1.36A General
Add to Section 5-1.36A
12. Infrastructure
13. Street surfacing
14. Traffic stripes
15. Pavement markings and markers
16. Survey monuments
17. Benchmarks
18. Utilities
19. Trees
20. Traffic signal equipment
21. Other public fixtures
Repair to damage must comply with the associated sections of the specifications, standards,
and plans.
Monuments and benchmarks must comply with Section 5-1.36E.
Where trees or tree roots are present in the work area, tree protection must comply with Section
77-1.03A(2)(g).
The Engineer reserves the right to require you to video inspect any service line or mainline
suspected of damage by your operation. If the Engineer requires a video inspection on a sewer
lateral, you must install a sewer clean out on the lateral in compliance with Engineering
Standards. Provide written notification of any work on the lateral to the property owner, with a
copy to the Engineer, prior to any:
1. Modification
2. Repair
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3. Replacement
Damage to property and facilities must be reported immediately to the Engineer.
Prior to beginning work determine the location of any underground facilities. Contact
Underground Service Alert (USA) at 811 and request all utility lines to be marked.
If directed by the Engineer, USA markings on sidewalks in the Downtown Area (as defined by
Appendix L) must be removed by the contractor using a pressure washer or other City-approved
methods that do not cause damage to City sidewalks.
5-1.36A(1) Trenchless Operations
When any trenchless method is used to install or repair a utility, all pressurized utility lines and
sewer laterals that will be crossed must be pot-holed. Other State or Federal requirements may
apply. When completing work by a directional bore, you must field locate and verify the:
1. Condition
2. Type of material
3. Depth of all service lines and mainlines to be crossed
If the bore will provide at least 3 feet of clearance from sewer laterals, the Engineer may waive
field locating of sewer laterals.
5-1.36C Nonhighway Facilities
Add to Section 5-1.36C
Existing third party (non City-owned) utilities are shown on project plans for information
purposes only. It is your responsibility to contact “Underground Service Alert USA” and have
site marked prior to start of excavation or sawcutting. The City of San Luis Obispo is not
responsible for any:
1. damages
2. costs
3. delay
4. expenses
resulting from a third party underground facility operator’s failure to comply with stipulations as
set forth in 4216.7.(c) of California Government Code.
5-1.36D Survey Monuments
Replace Section 5-1.36D with:
Protect survey monuments on and off the highway.
All survey and construction, maintenance or other work must be performed consistent with
Section 8725 and 8771 of the California Business & Professions Code. Monuments and
benchmarks must be set by a Licensed Land Surveyor or a Registered Civil Engineer properly
licensed to complete survey work. The City reserves the right to review the Land Surveyor or
Engineer's license to determine its validity.
Sufficient controlling monuments shall be retained or replaced in their original positions to
enable property, right-of-way and easement lines, property corners, and subdivision and tract
31
boundaries to be reestablished. Anything that appears to be a monument or benchmark must
be reported to the Engineer prior to construction or disturbance. A Licensed Land Surveyor
must locate and reference known monuments or benchmarks that may be disturbed by
construction activities. A corner record shall be filed with the County prior to construction for
any monument or benchmark that may be disturbed by construction. The corner record must
detail the location of the monument and any tie-outs. Should the existing survey monument be
disturbed or destroyed during construction, it must be reset at the previous location. All tie-outs
must be removed after the original monument is re-established. Should any existing benchmark
be disturbed or destroyed during construction, a new one must be set at a nearby, but different,
location than the existing, as determined by the Engineer prior to construction. For monuments,
a corner record must be filed with the County and a copy delivered to the Engineer before and
after construction. For benchmarks, documentation of the transferred benchmark, including a
location map, field notes and surveyor certification, must be delivered to the Engineer prior the
project acceptance or sign off of the Encroachment Permit. Damaged or disturbed property
corners must be replaced by a Land Surveyor at the contractor’s or owner’s expense.
Upon discovery of a survey monument not identified and located immediately:
1. Stop work near the monument
2. Notify the Engineer
Do not resume work near the monument until authorized.
5-1.36E Landscape
Add to Section 5-1.36E
Repair minor damage to turf by topdressing to create an even grade with amended topsoil and
seeding with an approved seed mix. Damage to turf in excess of 100 square feet must be
replaced with sod.
5-1.38 MAINTENANCE AND PROTECTION RELIEF
Add to Section 5-1.38
However, nothing in this Section 5-1.38 providing for relief from maintenance and responsibility
will be construed as relieving you of full responsibility for correcting any defective work or
materials found at any time.
5-1.39 DAMAGE REPAIR AND RESTORATION
5-1.39A General
Add to Section 5-1.39A
You must immediately repair or install an approved alternate to any facility missing, damaged or
non-operational as a result of your work, prior to continuing with the other contract work. If the
repairs are not made as required, you agree to the cost of those repairs made by others at the
City’s direction in compliance with Section 9-1.23.
5-1.42 REQUESTS FOR INFORMATION
Replace Section 5-1.42 with:
32
If you become aware of a changed condition in the project, or of any ambiguity, conflict,
inconsistency, discrepancy, omission, or error in the contract documents, you must promptly
submit a Request for Information (“RFI”) to the Engineer and wait for a response from City before
proceeding further with the related Work. The RFI must notify City of the issue and request
clarification, interpretation or direction. The Engineer’s clarification, interpretation or direction will
be final and binding. If you proceed with the related Work before obtaining City’s response, you
will be responsible for any resulting costs, including the cost of correcting any incorrect or defective
work that results. Timely submission of a clear and complete RFI is essential to avoiding delay.
Delay resulting from your failure to submit a timely and complete RFI to the Engineer is your
responsibility. If you believe that City’s response to an RFI justifies a change to the Contract price
or Contract time, you must perform the Work as directed, but may submit a timely Change Order
request in accordance with the contract documents. (See Section 4-1.05A.)
5-1.43 POTENTIAL CLAIMS AND DISPUTE RESOLUTION
Replace Section 5-1.43 with:
DISPUTE RESOLUTION
5-1.43A General
This Section 5-1.43 applies to and provides the exclusive procedures for any Claim arising from
or related to the Contract or performance of the work.
A Claim may only include the portion of a previously rejected demand that remains in dispute
between you and City. With the exception of any dispute regarding the final pay estimate,
Contractor is not entitled to submit a Claim demanding a change in the Contract time or the
Contract price, which has not previously been submitted to City in full compliance with the
contract documents (including, but not limited to, the requirements set forth in Section 4-1.05A,
Section 4-1.06, Section 5-1.06, and Section 8-1.07, as applicable), and subsequently rejected
in whole or in part by City.
This Section 5-1.43 is intended to provide the exclusive procedures for submission and
resolution of Claims of any amount and applies in addition to the provisions of Public Contract
Code § 9204 and § 20104 et seq., which are incorporated herein by reference.
Notwithstanding the submission of a Claim or any other dispute between the parties related to
the project or the contract documents, Contractor must perform the work and may not delay or
cease work pending resolution of a Claim or other dispute, but must continue to diligently
prosecute the performance and timely completion of the work, including the work pertaining to
the Claim or other dispute. Contractor will minimize and mitigate the impacts of work or events
for which it submits a Claim.
Contractor will make a good faith effort to informally resolve a dispute before initiating a Claim,
preferably by face-to-face meeting between authorized representatives of Contractor and City.
5-1.43B Claim Submission
The following requirements apply to any Claim subject to this Section 5-1.43:
5-1.43B(1) Claim Substantiation
The Claim must be submitted to City in writing by registered or certified mail with return receipt
requested and clearly identified as a “Claim” submitted pursuant to this Section 5-1.43. The
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Claim must be addressed to the City Engineer at the following address: City of San Luis Obispo
– Public Works Department, 919 Palm Street, San Luis Obispo, CA 93401. The Claim must
include all of the documents necessary to substantiate the Claim including the Change Order
request that was rejected in whole or in part, and a copy of City’s written rejection that is in
dispute. The Claim must clearly identify and describe the dispute, including relevant references
to applicable portions of the contract documents, and a chronology of relevant events. Any
Claim for additional payment must include a complete, itemized breakdown of all known or
estimated labor (including individuals, classifications, regular and overtime hours worked, and
dates worked), materials (including invoices, purchase orders, location of materials either
stored or incorporated into the work, and dates materials were transported to the job site or
incorporated into the work), equipment (including make, model, and serial number of
equipment, hours of use, dates of use, and equipment rates at the rental rate in effect when
the affected work was performed), taxes, insurance, and subcontract, or other costs.
Substantiating documentation such as payroll records, receipts, invoices, or the like, must be
submitted in support of each component of claimed cost. Any Claim for an extension of time or
delay costs must be substantiated with a TIA and narrative depicting and explaining claimed
time impacts. If the Claim exceeds $500,000, include an independent CPA cost audit report.
5-1.43B(2) Claim Format and Content
A Claim must be submitted in the following format:
1. Provide a cover letter, specifically identifying the submission as a “Claim” submitted under
this Section 5-1.43 and specifying the requested remedy (e.g., amount of proposed change to
Contract price and/or change to Contract time).
2. Provide a summary of each Claim, including underlying facts and the basis for entitlement,
and identify each specific demand at issue, including the specific Change Order request (by
number and submittal date), and the date of City's rejection of that demand, in whole or in part.
3. Provide a detailed explanation of each issue in dispute. For multiple issues included within
a single Claim or for multiple Claims submitted concurrently, separately number and identify
each individual issue or Claim, and include the following for each separate issue or Claim:
a. A succinct statement of the matter in dispute, including Contractor’s position and the
basis for that position;
b. Identify and attach all documents that substantiate the Claim, including relevant
provisions of the contract documents, RFIs, calculations, schedule analysis, and daily
agreements;
c. A chronology of relevant events; and
d. Analysis and basis for claimed changes to Contract price, Contract time, or any other
remedy requested.
4. Provide a summary of issues and corresponding claimed damages. If, by the time of the
Claim submission deadline (see below), the precise amount of the requested change in the
Contract price or Contract time is not yet known, Contractor must provide a good faith estimate,
including the basis for that estimate, and must identify the date by which it is anticipated that
the Claim will be updated to provide final amounts.
5. Include the following certification, executed by Contractor’s authorized representative:
34
“The undersigned Contractor certifies under penalty of perjury that its statements and
representations in this Claim submittal are true and correct. Contractor warrants that this Claim
submittal is comprehensive and complete as to the matters in dispute, and agrees that any
costs, expenses, or delay not included herein are deemed waived.”
5-1.43B(3) Submission Deadlines
1. A Claim disputing rejection of a request for a change in the Contract time or Contract price
must be submitted within 21 days following the date that City notified Contractor in writing that
a request for a change in the Contract time or Contract price, duly submitted in compliance with
the contract documents, has been rejected in whole or in part. A Claim disputing the terms of a
unilateral Change Order must be submitted within 21 days following the date of issuance of the
unilateral Change Order. These Claim deadlines apply even if Contractor cannot yet quantify
the total amount of any requested change in the Contract time or Contract price. If the
Contractor cannot quantify those amounts, it must submit an estimate of the amounts claimed
pending final determination of the requested remedy by Contractor.
2. With the exception of any dispute regarding the amount of the final pay estimate, any Claim
must be filed on or before the date of City’s issuance of the final pay estimate or will be deemed
waived.
3. A Claim disputing the amount of the final pay estimate must be submitted within 21 days of
the City’s issuance of the final pay estimate.
4. Strict compliance with these Claim submission deadlines is necessary to ensure that any
dispute may be mitigated as soon as possible, and to facilitate cost-efficient administration of
the project. Any Claim that is not submitted within the specified deadlines will be deemed
waived by Contractor.
5-1.43C City’s Response
City will respond within 45 days of receipt of the Claim with a written statement identifying which
portion(s) of the Claim are disputed, unless the 45-day period is extended by mutual agreement
of City and Contractor or as otherwise allowed under Public Contract Code § 9204.
For a Claim subject to Public Contract Code section 20104 et seq., if City determines that the
Claim is not adequately substantiated pursuant to Section 5-1.43B, above, City may first
request in writing, within 30 days of receipt of the Claim, any additional documentation
supporting the Claim or relating to defenses to the Claim that City may have against the Claim.
If Contractor’s Claim is based on estimated amounts, Contractor has a continuing duty to
update its Claim as soon as possible with information on actual amounts in order to facilitate
prompt and fair resolution of the Claim.
Any failure by City to respond within the times specified above will not be construed as
acceptance of the Claim, in whole or in part, or as a waiver of any provision of these contract
documents.
5-1.43D Meet and Confer
If Contractor disputes City’s written response, or City fails to respond within the specified time,
within 15 days of receipt of City’s response or within 15 days of City’s failure to respond within
35
the applicable 45-day time period under Section 5-1.43C, respectively, Contractor may notify
City of the dispute in writing sent by registered or certified mail, return receipt requested, and
demand an informal conference to meet and confer for settlement of the issues in dispute. If
Contractor fails to notify City of the dispute and demand an informal conference to meet and
confer in writing within the specified time, Contractor’s Claim will be deemed waived.
Upon receipt of the demand to meet and confer, City will schedule the meet and confer
conference to be held within 30 days, or later if needed to ensure the mutual availability of each
of the individuals that each party requires to represent its interests at the meet and confer
conference. The meet and confer conference will be scheduled at a location at or near City’s
principal office.
Within ten working days after the meet and confer has concluded, City will issue a written
statement identifying which portion(s) of the Claim remain in dispute, if any. If the Claim or any
portion remains in dispute following the meet and confer conference, within ten working days
after the City issues the written statement identifying any portion(s) of the Claim remaining in
dispute, the Contractor may identify in writing disputed portion(s) of the Claim, which will be
submitted for mediation, as set forth below.
5-1.43E Mediation and Government Code Claims
5-1.43E(1) Mediation
Within ten working days after the City issues the written statement identifying any portion(s) of
the Claim remaining in dispute following the meet and confer, City and Contractor will mutually
agree to a mediator, as provided under Public Contract Code § 9204. Mediation will be
scheduled to ensure the mutual availability of the selected mediator and all of the individuals
that each party requires to represent its interests. If there are multiple Claims in dispute, the
parties may agree to schedule the mediation to address all outstanding Claims at the same
time. The parties will share the costs of the mediator and mediation fees equally, but each party
is otherwise solely and separately responsible for its own costs to prepare for and participate
in the mediation, including costs for its legal counsel or any other consultants.
5-1.43E(2) Government Code Claims
Timely presentation of a Government Code claim is a condition precedent to filing any legal
action based on or arising from the Contract. Compliance with the Claim submission
requirements in this Section 5-1.43 is a condition precedent to filing a Government Code claim.
The time for filing a Government Code claim will be tolled from the time Contractor submits its
written Claim pursuant to Section 5-1.43B, above, until the time that Claim is denied in whole
or in part at the conclusion of the meet and confer process, including any period of time used
by the meet and confer process. However, if the Claim is submitted to mediation, the time for
filing a Government Code Claim will be tolled until conclusion of the mediation, including any
continuations, if the Claim is not fully resolved by mutual agreement of the parties during the
mediation or any continuation of the mediation.
5-1.43F Miscellaneous
5-1.43F(1) Tort Claims
This Section 5-1.43 does not apply to tort claims and nothing in this Section is intended nor will
be construed to change the time periods for filing tort-based Government Code claims.
36
5-1.43F(2) Arbitration
It is expressly agreed, under Code of Civil Procedure § 1296, that in any arbitration to resolve
a dispute relating to this Contract, the arbitrator’s award must be supported by law and
substantial evidence.
5-1.43F(3) Burden of Proof and Limitations
Contractor bears the burden of proving entitlement to and the amount of any claimed damages.
Contractor is not entitled to damages calculated on a total cost basis, but must prove actual
damages. Contractor is not entitled to speculative, special, or consequential damages,
including home office overhead or any form of overhead not directly incurred at the project site
or any other worksite; lost profits; loss of productivity; lost opportunity to work on other projects;
diminished bonding capacity; increased cost of financing for the project; extended capital costs;
non-availability of labor, material or equipment due to delays; or any other indirect loss arising
from the Contract. The Eichleay Formula or similar formula will not be used for any recovery
under the Contract. The City will not be directly liable to any subcontractor or supplier.
The City's Public Works Department costs in reviewing or auditing a claim not supported by the
Contractor’s accounting or other records are damages incurred by the City's Public Works
Department within the meaning of the California False Claims Act.
5-1.43F(4) Legal Proceedings
In any legal proceeding that involves enforcement of any requirements of the contract
documents, the finder of fact will receive detailed instructions on the meaning and operation of
the contract documents, including conditions, limitations of liability, remedies, claim
procedures, and other provisions bearing on the defenses and theories of liability. Detailed
findings of fact will be requested to verify enforcement of the contract documents. All of the
City’s remedies under the contract documents will be construed as cumulative, and not
exclusive, and the City reserves all rights to all remedies available under law or equity as to
any dispute arising from or relating to the contract documents or performance of the work.
5-1.43F(5) Other Disputes
The procedures in this Section 5-1.43 will apply to any and all disputes or legal actions, in
addition to Claims, arising from or related to this Contract, including disputes regarding
suspension or early termination of the Contract, unless and only to the extent that compliance
with a procedural requirement is expressly and specifically waived by City. Nothing in this
Section 5-1.43 is intended to delay suspension or termination under the Contract.
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6 CONTROL OF MATERIALS
6-1 GENERAL
6-1.04 BUY AMERICA
6-1.04A General
Replace Section 6-1.04A with:
This Section is applicable only as directed in the Special Provisions.
6-1.05 SPECIFIC BRAND OR TRADE NAME AND SUBSTITUTION
Replace Section 6-1.05 with:
Whenever the specifications permit the substitution of a similar or equivalent material or article,
no tests or action relating to the approval of the substitute material will be made until your
request for substitution is made in writing accompanied by complete data as to the equality of
the material or article proposed. The request must be made a minimum of ten working days
prior to the bid opening date identified in the Notice to Bidders.
Substitutions requested after bid opening must be made in ample time to permit approval
without delaying the work. Requests for substitutions must comply with Section 5-1.23.
Any substitutions that are approved must be furnished without additional cost to the City. If any
changes are required for the proper installation and fit of alternative materials or equipment, or
because of deviations from the contract plans and specifications, such changes must not be
made without the consent of the Engineer and must be made without additional cost to the City.
6-1.06 Buy Clean California Act
Delete Section 6-1.06.
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7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC
7-1.02 LAWS
7-1.02A General
Add to Section 7-1.02A
Contractor must be registered with the California Air Resources Board or compliance. Contractor
will be required to provide TRUCRS ID number.
7-1.02K Labor Code
7-1.02K(1) General
Add to Section 7-1.02K(1)
The project is subject to compliance monitoring and enforcement by the California Department
of Industrial Relations.
7-1.02K(3) Certified Payroll Records (Labor Code § 1776)
Replace 5th paragraph in Section 7-1.02K(3) with:
You must submit certified payroll records to the Engineer. Engineer’s email address is provided
at the Project’s Pre-Construction Meeting for redacted submissions.
Add to Section 7-1.02K(3)
Weekly payrolls must include the base pay rate and the fringe benefits or you may submit a
statement of fringe benefits, clearly defining which benefits are paid directly to the employee
as part of the hourly rate, and which benefits are paid into an approved program. Fringe benefit
statements must be signed by the employer or the employer’s agent certifying the fringe benefit
statement is correct and the employer has been authorized to make any payments on behalf
of the employee to approved programs. Submit certified payrolls to the Engineer.
Furnish the Engineer a hard copy of all unredacted certified payroll records for the prior months’
work by either mail or hand delivery. Submit one redacted Portable Document Format (PDF) file
making the employee’s social security number illegible. Failure to submit monthly payroll records
as defined will be considered an incomplete payroll submission.
7-1.02K(6) Occupational Safety and Health Standards
7-1.02K(6)(b) Excavation Safety
Add to Section 7-1.02K(6)(b)
Comply with Labor Code §§ 6705 and 6707.
As required by Public Contract Code § 7104, if the work includes digging trenches or other
excavations that extend deeper than four feet below the surface, the following provisions apply
to the work and the project:
(A) Contractor must promptly, and before the following conditions are disturbed, provide written
notice to City if Contractor finds any of the following conditions: (1) Material that Contractor
believes may be a hazardous waste, as defined in § 25117 of the Health and Safety Code, that
is required to be removed to a Class I, Class II, or Class III disposal site in accordance with the
39
provisions of existing law; (2) Subsurface or latent physical conditions at the project site
differing from those indicated by information about the project site made available to bidders
prior to the deadline for submitting bids; or (3) Unknown physical conditions at the project site
of any unusual nature, materially different from those ordinarily encountered and generally
recognized as inherent in work of the character required by the contract documents.
(B) City will promptly investigate the conditions and if City finds that the conditions materially
differ from those indicated, apparent, or reasonably inferred from information about the project
site made available to bidders, or involve hazardous waste, and cause a decrease or increase
in Contractor’s cost of, or the time required for, performance of any part of the Work, City will
issue a Change Order.
(C) In the event that a dispute arises between City and Contractor regarding any of the
conditions specified in subsection (B) above, or the terms of a Change Order issued by City,
Contractor will not be excused from completing the work within the Contract time, but must
proceed with all work to be performed under the Contract. Contractor will retain any and all
rights provided either by the Contract or by laws which pertain to the resolution of disputes
between Contractor and City.
7-1.03 PUBLIC CONVENIENCE
Add to Section 7-1.03
Public traffic includes all:
1. Motorized vehicles
2. Bicycles
3. Pedestrian traffic
4. Personal mobility devices
Areas modified by you for use by pedestrians must provide adequate accessibility to meet
Americans with Disabilities Act (ADA) requirements. Where walkways are damaged, alternate
walkways must be placed around the work site or other materials may be used to allow use of the
area. Where plywood is used it must be a minimum of ¾ inch in thickness and beveled at the
ends to prevent tripping, fastened down to prevent shifting and supported underneath as needed
to prevent bowing. The Engineer may require cold mix to be placed to transition walkway to
plywood.
Sidewalks must not be blocked. Where excavations in pedestrian walkways are minor and do
not restrict pedestrian walking area or create a hazard to the pedestrian, structurally sound
walkways with safety railings must be provided over or around the excavated area. All walkway
areas must comply with the Americans with Disabilities Act. In the Downtown Core or other high
pedestrian traffic areas, temporary walkways must be a minimum of five feet in width.
Where sidewalk and bike path facilities exist, a minimum width of four feet must be maintained
at all times and must provide for a safe passage through the work area. At no time will pedestrians
be diverted into a portion of the street used concurrently for motorized traffic. At locations where
adjacent alternate walkways are not practical, the Engineer may approve sidewalk closures.
Appropriate signs and barricades must be installed at the limits of construction and in advance
of the closure at the nearest crosswalk or intersection to divert pedestrians across the street.
40
Refer to Section 7-1.04 Public Safety for all requirements when activities create a condition
hazardous to the public.
Provisions must be made to accommodate existing transit routes and stops. You must notify the
Engineer at least 72 hours in advance of any work that will require rerouting or delay of a transit
line or school bus. You must post any transit stop affected by the rerouting at least 48 hours in
advance at the affected transit stop identifying the affected routes, days, and times.
Furnish the Engineer and utility companies with the
1. Names
2. Addresses
3. Telephone numbers
of two individuals in San Luis Obispo, before starting work that can be reached in case of
emergency, 24 hours a day, throughout the duration of the job. These emergency contacts must
be able to provide on-site response within one hour.
Do not close streets to traffic without written permission from the Engineer. However, in the
absence of the Engineer, if the necessity for closing a street is absolute to prevent immediate
danger to the public, you must immediately notify the:
1. Engineer
2. Police Department
3. Fire Department
Provide access to and from all property adjacent to the work area where normal access existed
prior to your work. All:
1. Traffic lanes
2. Driveways
3. Sidewalks
4. Street crossings
Must be usable at the end of the work day.
Work shall not occur within the downtown area between Thanksgiving and New Year's day per
City Council Resolution 11464 (2023 Series) unless approved by the City's Public Works Director.
Any projects taking place in the downtown area for a duration of 10 cumulative business days or
more must also comply with City Council Resolution 11464 (2023 Series).
Work within the downtown area between 11:00 AM and 1:00 PM shall be noise restricted.
Restricted activities include, but are not limited to: saw cutting, demolition of asphalt or concrete,
and excavation. The Engineer may restrict work at their discretion. The limits of the downtown
area are defined by the "Downtown Core" map, Appendix L.
7-1.03A Public Notification
Supply and deliver notices of the work to all properties adjacent to and within 100 feet of the
work area. The notice must include:
1. A brief description of the work
2. Date the work will start
3. Date the work will end
4. Potential impacts on the adjacent property
5. Company representative’s name
41
6. Company representative’s phone number where they can be reached or a message can
be left
Company representative must respond to all phone calls received within 18 hours of receipt
with the requested information. Provide notices at least 48 hours in advance of the work. The
dates in the notice must represent only those dates when work is anticipated at the specific
address. The project duration must not be used as a substitute for actual site dates. Hangers
without proper dates must be reissued to adjacent property owners at your expense. The
Engineer must review and approve notice wording prior to distribution. Do not place notices
inside mailboxes. Notices must be hand delivered or made up as a door hanger. This notice is
in addition to notice required for water service interruptions.
7-1.03A(1) Street Maintenance
Street maintenance activities, including:
1. Overlays
2. Reconstruction
3. Slurry seal
4. Micro-surfacing
5. Other surfacing or seal coats
Require you notify all residents and businesses within 300 feet or one block (whichever is a
greater distance) of the work areas between three and five days in advance of the work. This
notification must be in the form of a door hanger that is to be hand-delivered or placed on the
front door of each business or residence. A sample door hanger is included in Appendix E of
the Engineering Standards.
7-1.03A(2) Street Closure
Where street closures are allowed either under the conditions of the Special Provisions or by
separate authority of the Engineer, comply with the following conditions.
By noon Monday, submit a written schedule of planned closures for the following week period,
defined as Friday noon through the following Friday noon.
The street closure schedule must show the:
1. Locations
2. Dates
3. Times
Of the proposed street closures. Street closure schedules submitted to the Engineer with any:
1. Incomplete
2. Unintelligible
3. Inaccurate information
Will be returned for correction and resubmittal. The Engineer will review and approve or return
for corrections the street closure schedule. You may be required to coordinate with other parties
as a condition of approval of the street closure schedule.
Provide notification of the street closure to:
1. Police dispatch
2. Bus services
3. Garbage company
4. Affected properties as described above
42
Immediately notify the Engineer if a scheduled street closure will not take place. Amendments
to the street closure schedule, including adding additional closures, must be submitted to the
Engineer for review and approval, and must be done in writing at least three working days in
advance of a planned street closure. Approval of amendments to the street closure schedule
will be at the discretion of the Engineer. Approved closures that are cancelled due to unsuitable
weather may be rescheduled at the discretion of the Engineer for the following working day.
Public traffic may only be restricted during those times when work is actually underway.
7-1.03A(3) No Parking
Place "No Parking" signs at least 24 hours before beginning of work. In areas where vehicles
may be in the way of construction, place and request Police Department verify “No Parking”
signs at least 30 hours prior to the beginning of work to allow for the legal time required for
notification prior to removing a vehicle.
Do not place “No Parking“ signs more than five days in advance of the anticipated work without
prior approval from the Engineer.
If no work is performed for five consecutive days, remove the “No Parking” signs and reposted
as stated above prior to the start of work.
“No Parking” signs must specify the following:
No Parking
Construction Zone
Tow Away
Per Municipal Code 10.16.055 and CVC 22651(m)
Towed Vehicles Contact SLPD 781-7312
Date: XXXXX to XXXXXX
Time: XXXXX to XXXXXX
Contractor:
Contractor Office Number:
7-1.03A (4) Downtown
Work within the Downtown Core must comply with City Council Resolution 11464 (2023
Series).
7-1.03B Traffic Control Plan
Submit to the Engineer a traffic control plan for review and approval by the Engineer prior to
any construction activities starting and prior to issuance of an encroachment permit. Traffic
control plan must comply with the MUTCD. Submit separate traffic control plans for each phase
of the work requiring a change in traffic control. Allow a minimum of five working days for review
of the submitted traffic control plan and five working days for review of any resubmitted plans.
Do not begin work until the Engineer approves the traffic control plan.
Limited work hours may be imposed at any time. Expect that the Engineer will impose work
hour restrictions if the work impacts traffic flow on any:
1. Major route
2. In the vicinity of schools
3. The Downtown
43
Do not restrict the public right-of-way roadway without an approved traffic control plan. The
Engineer must review the implemented traffic control for compliance with the approved traffic
control plan, prior to the start of any work.
Provide adequate width to allow a bike lane adjacent to the travel lane or provide clear posting
that the bicycle lane is closed.
Do not place traffic control devices or construction equipment in bike lanes or in sidewalk such
that they are blocked, as determined by the Engineer, when these facilities are open for use.
A Traffic Control Plan must be submitted and shall be detailed to show how traffic will be routed
through and around the construction operations. The plan shall show:
1. all required equipment
2. barricading
3. flagmen
4. use of pilot vehicles
5. signing
6. tapers
7. other Traffic Control System components
as may be required to maintain traffic circulation. The plan shall show in detail how traffic will
be routed through and around the construction site, including traffic from cross streets, alleys,
and private driveways. The plan shall also show the location of placement for signs that will
provide advance warning to through traffic of street closure.
The proposed scheduling for posting of Parking Restriction shall be included as part of the
Traffic Control Plan submitted.
The Engineer may require field alterations of the traffic control plan as necessary to provide for
the convenience of public traffic. You must place, relocate or remove components of the traffic
control system when directed by the Engineer, at no additional cost. Failure to comply with the
approved traffic control plan and any direction of the Engineer will be grounds for suspension
of the construction operation until you make the necessary changes.
As an integral part of the Traffic Control Plan, you must designate one person as lead for traffic
control, and that person shall be on the job site and available to the Engineer at all times during
construction. The traffic lead shall be responsible for the proper placement and operation of
all traffic control components and have available a sufficient supply of additional traffic control
equipment in order to quickly execute any field changes as directed by the Engineer for the
convenience of public traffic.
Furnish the City of San Luis Obispo with the written names and phone numbers of the
personnel to be contacted after hours for hazardous conditions to traffic that may require
additional protective measures.
7-1.04 PUBLIC SAFETY
Replace 15th paragraph of Section 7-1.04 with:
44
Notify the Engineer not less than five days and not more than 40 days before the anticipated
start of an activity that will change the vertical or horizontal clearance available to traffic,
including shoulders.
7-1.06 INSURANCE
Replace Section 7-1.06 with:
7-1.06A GENERAL
Procure and maintain for the duration of the contract, insurance against claims for:
1. injuries to persons
2. damages to property
which may arise from or in connection with the performance of the work by your:
1. agents
2. representatives
3. employees
4. subcontractor
Provide:
1. Commercial General Liability Insurance
2. Commercial General Liability Insurance Endorsement
3. Automotive Liability Insurance
4. Automotive Liability Insurance Endorsement
5. Workers’ Compensation Insurance
The Contractor agrees to defend, indemnify and hold harmless the City from and against any
and all fines or mitigation measures imposed on the City arising out of the Contractor's actual
or alleged violation of any local, state or federal regulation, as well as all attorney fees, costs
and expenses of any kind which directly or indirectly arise out of or are in any way associated
with enforcing this indemnity provision against the Contractor.
The Contractor is required to notify the Engineer of any accident that has occurred within the
construction zone or in the vicinity of the construction zone at the time of the incident. The
Contractor must call the City of San Luis Obispo dispatcher and request that an Officer come
to the site to document the incident.
7-1.06B Minimum Scope of Insurance
Coverage must be at least as broad as:
1. Insurance Services Office Commercial General Liability coverage:
a. CG 20 10 Prior to 1993
b. CG 20 10 07 04 with CG 20 37 10 01
2. Insurance Services Office form number CA 0001 (January 1987 Edition) covering
Automobile Liability, code 1 (any auto).
3. Workers' Compensation insurance as required by the State of California and Employer's
Liability Insurance.
7-1.06C Minimum Limits of Insurance
The limits of liability must be at least the values shown in the following table:
Liability Limits
45
Total Bid General Liability a Automobile Liability b Employer’s Liability c
≤$2,000,000 $1,000,000 $1,000,000 $1,000,000
>$2,000,000 $2,000,000 $1,000,000 $1,000,000
a Amount listed is per occurrence for bodily injury, personal injury and property damage. If
Commercial General Liability or other form with a general aggregate limit is used, either the
general aggregate limit must apply separately to this project/location or the general aggregate
limit must be twice the required amount per occurrence.
b Amount listed is per accident for bodily injury and property damage
c Amount listed is per accident for bodily injury or disease.
7-1.06D Deductibles and Self-Insured Retentions
Any deductibles or self-insured retentions must be declared to and approved by the City. At the
option of the City, either:
1. the insurer must reduce or eliminate the deductibles
2. procure a bond guaranteeing payment of:
a. losses and related investigations
b. claim administration and defense expenses.
7-1.06E Other Insurance Provisions
The general liability and automobile liability policies are to contain, or be endorsed to contain,
the following provisions:
1. The City, its officers, officials, employees, agents and volunteers are to be covered as
insureds as respects:
2. liability arising out of activities performed by or on behalf of you
3. your products and completed operations
4. premises owned, occupied or used by you
5. automobiles owned, leased, hired or borrowed by you
6. The coverage must not contain special limitations on the scope of protection afforded to
the City and its:
a. officers
b. officials
c. employees
d. agents
e. volunteers
7. For any claims related to this project, your insurance coverage will be the primary
insurance for the City and its:
a. officers
b. officials
c. employees
d. agents
e. volunteers
8. Any insurance or self-insurance maintained by the City is in excess to your insurance
and will not contribute to it
9. Any failure to comply with reporting or other provisions of the policies including breaches
of warranties must not affect coverage provided to the City and its:
46
a. officers
b. officials
c. employees
d. agents
e. volunteers
10. Your insurance must apply separately to each insured against whom claim is made or
suit is brought, except with respect to the limits of the insurer's liability
11. Each insurance policy required must be endorsed to state that coverage will not be:
a. suspended
b. voided
c. canceled by either party
d. reduced in coverage or in limits
except after thirty days prior written notice provided by certified mail with return receipt
requested has been given to the City
12. Coverage may not extend to any indemnity coverage for the active negligence of the
additional insured in any case where an agreement to indemnify the additional insured
would be invalid under Subdivision (b) of section 2782 of the Civil Code
7-1.06F Acceptability of Insurers
Insurance is to be placed with insurers with a current A.M. Best's rating of no less than A:VII.
7-1.06G Verification of Coverage
Furnish the City with a certificate of insurance showing required insurance coverage. Original
endorsements effecting general liability and automobile liability coverage must be provided.
The endorsements are to be signed by a person authorized by that insurer to bind coverage
on its behalf. All endorsements are to be received and approved by the City before work
commences.
7-1.06H Subcontractors
Include all subcontractors as insured under its policies or provide separate certificates and
endorsements for each subcontractor. All insurance coverage for subcontractors are subject to
same requirements as the prime contractor.
7-1.06I Private Contract
A certificate of liability insurance with at least $1 million in general liability coverage and a CG
2012 additional insured endorsement attached to it.
ENCAMPMENT
7-1.09 UNSHELTERED INDIVIDUALS ENCAMPMENTS
47
8 PROSECUTION AND PROGRESS
8-1.02 SCHEDULE
8-1.02A General
Add to Section 8-1.02A:
Before or at the preconstruction conference, submit a critical path Level 1 Schedule.
You agree by submission of a bid, that the work can be completed within contract duration and
working hour restrictions.
The Engineer will not accept a schedule that shows a project completion date in excess of the
Contract time duration. No progress payments will be paid until the Engineer has approved the
project schedule.
Float time shown on the approved project schedule is not for exclusive use or benefit of either
you or the Engineer. Float time is available for use by either you or the Engineer whoever
needs it first to:
1. Minimize the impact of project problems
2. Delays
3. Changes in the work
You agree that float time may be used by the Engineer to resolve project problems. You agree
that there will be no basis for any modification of the:
1. Project milestone dates
2. An extension of the Contract time
3. A claim for additional compensation
Because of any:
1. Project problem
2. Change orders
3. Delay
That only results in the loss of available float on the project schedule.
Monthly prior to application for payment, you must arrange a meeting with the Engineer to
review your updated project schedule. Updates must include accurate progress data and be
based upon your best judgment. Updates must be made to the project schedule in consultation
with all subcontractors and suppliers.
8-1.02A(1) Privately Funded Encroachment Permits, Projects, Tracts and Subdivisions
For privately funded projects, submit a copy of the project schedule prior to the start of work.
The schedule must be a Level 1 schedule and at a minimum show:
1. The start of work
2. All major phases of the project
3. The project completion date
Schedule updates must be submitted when prepared or as requested by the Engineer.
8-1.02B Level 1 Critical Path Method Schedule
48
Add to Section 8-1.02B
8-1.02B(4) Payment
Full compensation for work specified in Section 8-1.02A and 8-1.02B is included in the payment
for other bid items unless a bid item of work is shown on the Bid Item List.
8-1.03 PRECONSTRUCTION CONFERENCE
Add to Section 8-1.03
The Engineer will execute the contract with the successful bidder upon receipt and approval
of:
1. Bonds
2. Insurance
3. Signed agreement
The Engineer will set a date for the pre-construction conference. The pre-construction
conference will take place within 15 working days of the execution of the contract by the
Engineer. Attendance by your representative is required.
The pre-construction conference will generally be held on a Thursday or Friday.
All listed subcontractors performing contract work must attend the preconstruction meeting.
At a minimum, provide the following submittals at the preconstruction meeting:
1. emergency contact list
2. representative at the site of work authorized to sign extra work tickets
3. representative authorized to sign change orders
4. Caltrans equipment rental rates for equipment used to complete work
5. work schedule
6. traffic control application
7. traffic control plans
8. water pollution control plan
9. location of construction yard
10. location of disposal site
11. evidence construction yard is correctly permitted if construction yard is not your business
address
12. evidence disposal yard is correctly permitted.
13. door hanger for notification of adjacent properties
8-1.04 START OF JOB SITE ACTIVITIES
8-1.04B Standard Start
Replace Section 8-1.04B with:
The Contract time, as stated in the Special Provisions, will begin on the date specified in the
notice to proceed, generally the second Monday following the pre-construction conference.
Work must commence within ten working days from the start of Contract time. Failure to start
work within the allotted time period, without written approval of the Engineer, is considered
abandonment of the work and the Engineer may terminate your control over the work in
compliance with Section 8-1.13.
49
Work must be diligently prosecuted to completion before the expiration of the Contract time
provided in the Special Provisions, beginning on, and including, the start date given in the
notice to proceed.
Private projects may begin following receipt of required approvals and noticing for inspection
staff.
8-1.05 TIME
Replace Section 8-1.05 with:
You must complete all of the work called for under the contract within the time set forth in the
Special Provisions.
You must complete any designated portion of the project within the time as shown or specified.
Determination that a day is a nonworking day by reason of inclement weather or other
conditions will be made by the Engineer.
The Engineer will provide the status of working days on the monthly progress payment,
including:
1. Total days
2. Days used
3. Days remaining
You are responsible to verify the days are correctly shown on the pay estimate. If you believe
an error has been made, notify the Engineer in writing within 15 days of receipt of the pay
estimate, or the status of days is deemed accepted as correct.
Complete all work including punch list items before the expiration of the Contract time.
Monthly status of working days will only be provided when working days are being charged and
monthly payment is due to you.
8-1.07C Payment Adjustments
Replace Note 3 in Section 8-1.07C with:
3. Delay days exclude non-working days.
8-1.10 LIQUIDATED DAMAGES
8-1.10A General
Replace 3rd and 4th paragraphs in Section 8-1.10A with:
Liquidated damages per day amount are as directed in the Special Provisions.
8-1.10B Failure to Complete Work Parts within Specified Times
Add to Section 8-1.10B
8-1.10B(1) Failure To Coordinate Signal Turn-Ons, Striping And Signing
50
If signal turn-on, road striping, and signing are not coordinated as required by the project
specifications, the City and its residents will sustain damage. Since it is and will be
impractical to determine the actual damage which the City and its residents will sustain by
reason of your failure to comply with the project specifications, it is agreed that you will pay to
the City the sum of $500 per day for each:
1. Day that you fail to stripe the road
2. Day that you fail to install required signs after the third day after a signal is turned on
3. Day that you fail to turn on a signal after the second day after striping the road
4. Day that you fail to remove signs which conflict with new striping
5. Day that you fail to install signs as shown or specified
51
9 PAYMENT
9-1.02 MEASUREMENT
9-1-02A General
Add to Section 9-1.02A
Final pay item quantities are designated with an “(F)” in the bid item list.
9-1.03 PAYMENT SCOPE
Delete the 11th through 14th paragraphs and the 16th paragraph in Section 9-1.03.
Add to Section 9-1.03
Your bid prices includes all items of work and materials as shown and called out in the project
Special Provisions necessary to complete all the work. The contract prices for doing the work
include full compensation for furnishing all:
1. Labor
2. Materials
3. Tools
4. Equipment
5. Incidentals
To complete the work.
Any item of work that does not have a separate pay item is considered included in other items
cost of work and no additional compensation will be paid.
Promptly pay your subcontractors in accordance with laws applicable to such payments,
including Business and Professions Code section 7108.5.
9-1.04 FORCE ACCOUNT
Add to Section 9-1.04A
For extra work, or work that you contend is extra work, you must still review your daily
agreements for the work at issue with the Engineer every day. The daily agreement must be
signed by the Engineer daily to verify that it has been reviewed. See Section 4-1.05A for
requirements relating to Change Order requests.
9-1.04B Labor
Add to Section 9-1.04B
For the purposes of calculating the cost of extra work or force account payment:
1. Owner operator
2. Superintendents
3. Other salaried employees
Used in the direct performance of the work on the project must be billed at the prevailing wage
corresponding to the type of work performed as shown in the current labor rate publication.
9-1.04D Equipment Rental
52
9-1.04D(1) General
Add to Section 9-1.04D(1)
You must submit a list of equipment anticipated to be used on the project and the associated
Caltrans equipment rental rate. If there is no established rate for equipment planned to be used,
furnish that information to the Engineer. Provide equipment submittal with Caltrans rates at the
pre-construction conference. The most current Caltrans equipment rental rate publication at
the date of contract award will be used for the entire project.
9-1.07 PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS
Delete Section 9-1.07.
9-1.16 PROGRESS PAYMENTS
9-1.16A General
Add to Section 9-1.16A
Progress payments will provide you compensation for work and eligible materials through the
last day of the month. Payment of undisputed amounts will be made within 30 days after
Contractor has submitted a complete and accurate payment application, subject to Public
Contract Code section 20104.50.
9-1.16C Materials on Hand
Replace Section 9-1.16C with:
Materials on hand but not incorporated into the work are eligible for progress payment of fifty
percent (50%) of the value of the materials furnished and delivered and unused. For materials
to be eligible for progress payment:
1. The cost of the materials must be greater than $20,000
2. An invoice is provided for the material clearly showing the material is for this current
work and cost
3. The material is stored in a secure yard and made available to the Engineer for inspection
4. Protected from weather and contamination
5. A request for partial payment is made
9-1.16E Withholds
9-1.16E(2) Progress Withholds
Add to Section 9-1.16E(2)
The City may withhold or deduct a portion of your payment for fines and mitigation imposed by
outside regulatory authorities, because of your failure to comply with regulations and permits.
9-1.16E(4) Stop Notice Withholds
Replace the 2nd paragraph in Section 9-1.16E(4) with:
The City will withhold 125 percent of the value of all Stop Notices, pursuant to Section 9358 et
seq. of the Civil Code.
9-1.16F Retentions
53
Replace Section 9-1.16F with:
Unless defined differently in the Special Provisions, the Engineer will withhold and retain five
percent of the estimated value of the work done from each progress payment.
9-1.17 PAYMENT AFTER CONTRACT ACCEPTANCE
9-1.17C Proposed Final Estimate
Replace Section 9-1.17C with:
The Engineer estimates the amount of work completed and shows the amount payable in a
final pay estimate based on:
1. Contract items
2. Payment adjustments
3. Work paid by force account or agreed price
4. Extra work
5. Deductions
A Claim disputing the amount of the final pay estimate must be submitted within 21 days
following City’s issuance of the final pay estimate to Contractor, as set forth in Section 5-1.43.
Any Claim relating to final payment that is not submitted within this deadline will be deemed
waived by Contractor.
9-1.17D Final Payment and Claims
9-1.17D(1) General
Replace Section 9-1.17D(1) with:
City reserves the right to unilaterally process and issue final payment in order to close out the
project. Final payment and release of undisputed retention, less any sums withheld pursuant
to the contract documents, will not be made sooner than 35 days following City’s recordation
of the notice of completion, subject to the terms of Public Contract Code section 7107. The
Notice of Completion will be recorded with the County following formal acceptance of the work
by the City Council or its designated representative, upon the recommendation of the Engineer.
City may require that final payment be contingent upon Contractor furnishing City with a written
waiver and release of all claims against City arising from or related to the work performed on
the project subject to the limitations of Public Contract Code section 7100. Any Claims in stated
amounts may be specifically excluded from the release. The final pay estimate and final
payment are conclusive, except for, and only to the extent of, any unresolved or outstanding
Claims properly submitted in full compliance with Section 5-1.43.
9-1.17D(2) Claim Statement
Delete Section 9-1.17D(2)
9-1.17D(3) Final Determination of Claims
Delete section 9-1.17D(3)
9-1.22 ARBITRATION
Delete Section 9-1.22
54
Add to Section 9-1
9-1.23 CITY BILLING
After given the opportunity, you fail to complete any of the following:
1. maintain the project site
2. complete project work
3. any other cause which requires City staff to complete work at the project site;
you must reimburse the City
Where City staff and equipment are used for work, billing will be done at the hourly billing rate
for City staff. City materials and equipment will be billed in compliance with Section 9-1.04.
Work performed by a third party will be billed at the amount charged to the City for the work
plus an additional five percent markup. The total cost-plus markup may be retained from
contract or for private work billed to permittee.
55
DIVISION II GENERAL CONSTRUCTION
12 TEMPORARY TRAFFIC CONTROL
12-1 GENERAL
12-1.01 GENERAL
Replace 1st paragraph in Section 12-1.01 with:
Section 12-1 includes general specifications for:
1. Flagging
2. Placing and installing temporary traffic-handling equipment and devices
3. Maintaining traffic
4. Placing and installing temporary traffic control systems
5. Placing temporary pavement delineation
In compliance with approved traffic control plan and Engineer authorized field adjustments.
You must provide all:
1. Signs
2. Lights
3. Barricades
4. Programmable message boards
5. Any other facilities to control vehicle traffic
To provide protection and warning for the public. Traffic cones which comply with these and the
standard specifications must be used to delineate closed and detoured lanes.
A traffic control system shall consist of signing, flagging, using of pilot vehicles and/or closing
traffic lanes or streets in compliance with:
1. the details shown on the Standard Plans,
2. the provisions of Section 7-1.03, Public Convenience of the Standard Specifications
3. the provisions of Section 7-1.04, Public Safety of the Standard Specifications
4. the Manual on Uniform Traffic Control Devices and the California supplement
5. these Special Provisions
The traffic control system shall provide for the convenience and safety of both vehicles and
pedestrians.
Personal vehicles of the Contractor's employees shall not be parked on the traveled way or
shoulders of the construction zone, including any section closed to public traffic. Employees’
personal vehicles may be parked on adjacent streets within the legal parking areas.
At no time without prior permission of the City of San Luis Obispo shall any roadway be closed
to vehicular traffic. Alternative path/walkways shall be provided by the contractor to maintain
pedestrian traffic at all times.
All traffic coordination will require the City Engineer's approval seventy-two (72) hours prior to
placing of any traffic restrictions.
12-1.03 CONSTRUCTION
Add to Section 12-1.03
56
Traffic control devices not placed in accordance with approved plans shall be cause to stop
construction by the Engineer.
If any component in the traffic control system is damaged, displaced, or ceases to operate or
function as specified, from any cause, during the progress of the work, the Contractor shall
immediately repair said component to its original condition or replace said component and shall
restore the component to its original location. Failure by the Contractor to continuously maintain
the approved traffic control devices shall be sufficient cause for the Engineer to stop all work
protected by or associated with such approved traffic control devices.
All warning devices used during hours of darkness shall be reflectorized and shall be
supplemented with flashing beacons.
The Contractor shall furnish and post signs where necessary to inform the public about closures
or restrictions at parking area entrances.
The Contractor shall have a sufficient supply of extra signs available at or near the project site
to erect additional signs requested by the Engineer during the course of the work.
Each vehicle used to place, maintain and remove components of a traffic control system on
multi-lane roadways shall be equipped with a Type II flashing arrow sign which shall be in
operation when the vehicle is used for placing, maintaining or removing said components. The
sign shall be controllable by the operator of the vehicle while the vehicle is in motion. The
flashing arrow sign shown on the Standard Plans shall not be used on the vehicles which are
doing the placing, maintaining, and removing, and shall be in place before a lane closure
requiring its use is completed.
When traffic cones or delineators are used to delineate a temporary edge of traveled way, the
line of cones or delineators shall be considered to be the edge of the traveled way. However,
the Contractor shall not reduce the width of an existing lane to less than ten (10) feet without
written approval from the Engineer. The provisions of this paragraph shall not apply to a work
area protected by a permanent or temporary railing or barrier.
All traffic control equipment shall be of standard size unless reduced sizes are specifically
approved by the Engineer and shall conform to the provision of the Manual on Uniform Traffic
Control Devices and the California supplement.
12-1.04 PAYMENT
Replace Section 12-1.04 with:
Full compensation for work specified in Section 12 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List.
12-4 MAINTAINING TRAFFIC
12-4.01 GENERAL
12-4.01A General
Add to Section 12-4.01A
57
Except as otherwise provided, the full width of the traveled way shall be open for use by public
traffic on Saturdays, Sundays, and designated legal holidays and when construction operations
are not actively in progress.
Minor deviations from the requirements of this section concerning hours of work which do not
significantly change the cost of work may be permitted upon the written request of the
Contractor if, in the opinion of the Engineer, public traffic will be better served and the work
expedited. Such deviations shall not be adopted until the Engineer has indicated approval.
Replace Section 12-4.02C(9)(d) Payment
Flaggers may be required for the adequate control of public traffic; the full cost of such flagging
is paid for as “Traffic Control”.
12-6 TEMPORARY PAVEMENT DELINEATION
12-6.01 GENERAL
Add to Section 12-6.01
Furnish and install:
1. Raised reflective pavement markers
2. Paint for lane lines
3. Legends
Install temporary lane lines and legends using paint. Install temporary striping, prior to opening
the travel lanes to traffic and prior to installation of permanent delineation, under the following
conditions:
1. After removal of existing striping
2. After new surface applications
3. If your operation has either removed or obliterated the existing striping or markings
4. At the direction of the Engineer
Maintain temporary delineation and striping in good condition at all times. Install temporary
delineation before the end of the work day in which the existing delineation is removed.
Reflective tape and raised reflective pavement markers may be used instead of temporary paint
when allowed by the Engineer.
12-6.02 MATERIALS
12-6.02B Temporary Pavement Markers
Add to Section 12-6.02B
Temporary raised reflective pavement markers must be one of the temporary pavement
markers listed below:
1. Apex Universal, Model 932
2. Pexco LLC, Models TOM, TRPM and "HH" (High Heat)
3. Hi-Way Safety, Inc., Model 1280/1281
4. Glowlite, Inc., Model 932
Or as listed in the Caltrans Authorized Material List for Signing and Delineation Materials, Rev.
2025, if approved by the Engineer.
58
12-6.03 CONSTRUCTION
12-6.03A General
Add to Section 12-6.03A
Paint must comply with Section 84-3.03.
Place temporary raised reflective pavement markers per the manufacturer's instructions at an
interval of 15-feet or less. Place, a minimum of six, temporary raised reflective pavement markers
at all stop bars that are removed, or as directed by the Engineer. Completely remove all temporary
road marker tabs prior to the application of thermoplastic stripping and pavement markings.
59
13 WATER POLLUTION CONTROL
13-1 GENERAL
13-1.01 GENERAL
13-1.01A Summary
Add before 1st paragraph in Section 13-1.01A
All work must comply with the following requirements:
1. You must comply with City Storm Water Ordinance, Chapter 12.08 of the Municipal
Code.
2. As part of the Water Pollution Control Plan (WPCP) or Storm Water Pollution Prevention
Plan (SWPPP), you are required to keep enough gravel bags, sand bags, filter bags,
and filtering material at the job site at all times to protect all drainage inlets within the
work area.
3. All drainage inlets are considered as flowing to a waterway protected under this section.
You must not allow anything but clean rainwater into the drainage inlet. Cover all
drainage inlets within and adjacent to work area.
4. Approval of the WPCP or SWPPP by the Engineer does not release you from the
responsibility to only allow clean rainwater to leave the site. You must make immediate
changes in the control system as needed to ensure that only clean rainwater leaves the
site.
5. If your work interferes with established drainage patterns, ample provisions must be
made to provide for drainage. The Engineer may direct additional provisions if needed.
For projects less than one acre in size and not regulated by the Regional Water Quality Control
Board’s General Construction Permit you must complete and comply with a simplified City
Water Pollution Control Plan (WPCP). A simplified WPCP plan form may be obtained on the
City’s website:
www.slocity.org/government/department-directory/public-works/documents-
online/construction-documents
For private projects one acre and larger in size, you must additionally comply with all
requirements in the Regional Water Quality Control Board’s General Construction Permit.
Information on:
1. Form
2. Reports
3. Manuals
4. Other documents
Referenced in the 2nd and 3rd paragraph of this Section refer to Caltrans maintained documents
and web sites. A simplified City Water Pollution Control Plan (WPCP) form is available for use
in the Special Provisions or may be furnished by the Engineer.
WPCP may be either City’s WPCP or Caltrans forms.
60
13-1.01D Quality Assurance
13-1.01D(4) Water Pollution Control Manager
13-1.01D(4)(a) General
Add to Section 13-1.01D(4)(a).
Water Pollution Control Manager is not required to be QSP for WPCP implementation unless:
1. WPCP is not being implemented as required
2. Work area discharge is unacceptable
3. Required by the engineer
Provide QSP for Water Pollution Control Manager at no additional cost to City.
13-1.04 PAYMENT
Replace Section 13-1.04 with:
Full compensation for work specified in Section 13 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List.
13-3 STORM WATER POLLUTION PREVENTION PLAN
13-3.01 GENERAL
Add to Section 13-3.01
Section 13-3 is applicable only if specified in the Special Provisions or when required due to
the extent of the work’s area of disturbance.
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14 ENVIRONMENTAL STEWARDSHIP
14-1 GENERAL
14-1.01 GENERAL
Add to Section 14-1.01
When an environmental stewardship monitor is required for construction operations that are being
conducted under City contract, the monitor will be retained by the City and work together with you.
Environmental stewardship monitors do not eliminate your responsibility for compliance. The
monitor has no authority to direct your work unless this authority is granted by the project’s Special
Provisions. Any costs incurred by you resulting from work done at the direction of the monitor
without proper authorization must be borne entirely by you.
You must give the Engineer written notice 14 calendar days in advance of the need for an
environmental stewardship monitor. The Engineer will coordinate an environmental stewardship
monitor to be at the work-site in compliance with your notification. Once the environmental
stewardship monitor is at the work-site, you must work consistently to complete tasks requiring
environmental stewardship monitoring. If you fail to provide the proper notification or fail to work
consistently to complete tasks requiring environmental stewardship monitoring, you will be
responsible for any additional cost for the monitor’s work.
14-2 CULTURAL RESOURCES
14-2.03 ARCHAEOLOGICAL RESOURCES
14-2.03A General
Add to Section 14-2.03A
When archaeological monitoring is required by the Engineer the following apply:
1. Your attention is directed to Section 15064.5 of the Guidelines for the California
Environmental Quality Act (Public Resources Code Section 21000 et seq.) that provide
for the protection and preservation of historical and archaeological resources
(hereinafter called “cultural resources”). You must conform to the applicable
requirements of these statutes and guidelines as they relate to the protection and
preservation of cultural resources.
2. You must exercise care to protect significant cultural resources from being damaged. In
addition to other notifications in this Section, you are required to notify the Engineer
forty-eight (48) hours prior to entering areas that require cultural resource monitoring to
allow time for monitors to be mobilized. You must not start activities that require cultural
resource monitoring until the cultural resource monitor arrives to the work-site and the
Engineer authorizes the start of work.
3. You must work with the cultural resource monitor to ensure systematic removal of
excavation sediments, allow examination of trench spoils and sidewalls as they are
removed and exposed, and permit documentation and evaluation of cultural resources
remains according to the terms of the Cultural Resources Monitoring Plan. If potentially
significant remains are encountered, you may be requested to alter excavation methods
to accommodate cultural resource requirements or use a smooth-bladed backhoe
bucket to avoid cutting into intact cultural deposits.
4. You are strictly prohibited from collecting prehistoric or historical artifacts from the project
site.
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5. If potentially significant cultural resources are discovered during construction, you must
follow the procedures for the treatment of such discoveries as established in the Cultural
Resource Monitoring Plan. In addition, the following procedures must be instituted:
a. You must immediately cease all construction operations at the location of the
discovery. The work may be redirected to a location beyond the cultural resource
discovery site.
b. You must immediately notify the Engineer.
c. You may not resume work in the area until given clearance by the Engineer.
6. If human remains are uncovered, work within the vicinity of the find must be halted
immediately. You may not resume work in the area until given clearance by the
Engineer.
14-11 HAZARDOUS WASTE AND CONTAMINATION
14-11.01 GENERAL
Add to Section 14-11.01
14-11.01A Health And Safety Plan
If contamination exists in the work area, prepare and submit a site-specific Health and Safety
Plan (HSP) for the review of the Engineer.
HSP must include requirements to protect workers while working in the presence of
contaminate. Provide HSP that has been:
1. Prepared
2. Signed
3. Stamped
By a Certified Industrial Hygienist. The HSP must comply with all:
1. Local
2. State
3. Federal
4. Ordinances
5. Rules
6. Regulations
7. Guidelines
For occupational health and safety.
Provide a copy of the HSP to all personnel working in the contaminated area. All personnel
working in or overseeing work in the contaminated areas must read the HSP and sign an
acknowledgment that stating that they have:
1. Been furnished a copy of the HSP
2. Read the HSP
Maintain acknowledgements on file and furnish to the Engineer upon request.
Submit two copies of the HSP to the Engineer prior to the start of work. Revise the HSP as
required by the progress of work. Submit two copies of the revised HSP to the Engineer prior
to proceeding with the work.
HSP must require the implementation of ongoing monitoring of the work by you for
contaminated materials. All personnel must have appropriate equipment and training.
63
If you are not prepared to work in the area of contamination, you must stop work in that area
until preparation is complete. No additional working days will be granted for failure to be
prepared for contaminate working conditions.
14-11.03 HAZARDOUS WASTE MANAGEMENT
Add to Section 14-11.03
14-11.03A Groundwater
Ground water containing hazardous or contaminated materials may be encountered. If
encountered and if you choose to remove the water from the excavation, you may dispose of
the ground water in the sanitary sewer system once a no fee discharge permit is obtained.
Provide the type of contaminate and levels of contamination with permit application.
Under no conditions may contaminated groundwater be discharged to the:
1. Street
2. Storm drains
3. Waterways
14-11.07 DEPARTMENT-GENERATED HAZARDOUS WASTE
Add to Section 14-11.07
14-11.07D Payment
Measurement for removal of contaminated material will be taken daily. The Engineer will
measure the quantity of contamination. You must verify the measurement. If you fail to verify
and measure to confirm the findings of the Engineer, it is interpreted as an agreement with the
Engineer’s measurements.
Full compensation for work specified in Section 14-11 and applicable Engineering Standards
is included in the payment for other bid items unless a bid item of work is shown on the bid list
item. Contaminated material work performed under Section 14-11 is designated in the contract
by:
1. Size
2. Type
3. Quantity, or
4. Whatever information is necessary for identifying the work.
HSP preparation is paid by lump sum.
HSP implementation and work area monitoring is paid by the day.
The excavation of contaminated soils is paid by the cubic foot.
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15 EXISTING FACILITIES
15-1.03 CONSTRUCTION
15-1.03A General
Add to Section 15-1.03A
Locate and protect existing irrigation facilities that are not identified to be removed. Contact
Underground Service Alert (1-800-642-2444) for location and identification work. Contact
property owner to obtain record information. If existing facilities are damaged by your work,
you must repair them immediately at your expense and to the satisfaction of the owner.
Traffic Signal Detection Loops may exist as far as 300 feet from a signalized intersection. If
working within such an area you must meet with the Engineer at the project site to physically
locate all detection loops. Loops are typically within 2 inches of the top of the pavement surface
and are not repairable. Any loops damaged by your operation must be replaced in compliance
with section 86 within two working days and as directed by the Engineer.
15-1.03B Removing Concrete
Replace 7th paragraph of Section 15-3.03B with:
Dispose of concrete outside the right-of-way.
15-1.03C Salvaging Facilities
Add to Section 15-1.03C
Deliver material to be salvaged to the City Corporation Yard at 25 Prado Road or location
specified by Engineer.
15-1.03D Adjust Frames, Covers, Grates and Manholes
Replace Section 15-1.03D with:
Lower existing utility surface facilities within the paving area prior to grinding and paving. Furnish
the Engineer with a copy of the utility surface facility reference point documentation in the event
of a utility emergency. Do not start lowering utilities sooner than ten working days before paving.
Within two working days after final paving, mark locations of all:
1. Water valves
2. Sewer manholes
3. Storm drain manholes
4. Survey monuments
Within project area. All utilities must be raised within ten working days of final paving. The Engineer
may direct the order in which utilities must be raised. Replace all:
1. Frames
2. Covers
3. Wells
As needed to meet current Engineering Standards.
Set metal lids over lowered wells and manholes to keep them clean and to assist with future
locating work. Coat utility covers with sand or fabric that will be paved over to prevent the
65
adhesion of new asphalt to the metal lid. Cut fabric neatly around the utility covers prior to
placement.
Prior to the application of a slurry seal or other bituminous seal coat, locate and protect all existing
utility covers and concrete collars. Cover all utility covers and surrounding collars prior to the
application of the seal. Place a vertical tab on each cover for future locating after the seal
application is complete. The vertical tab must extend at least 3 inches above the existing
pavement surface.
Upon completion of any reconstruction work within two feet of a survey monument, verify the
monument has not been disturbed.
15-1.04 PAYMENT
Replace Section 15-1.04 with:
Full compensation for work specified in Section 15 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List.
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DIVISION III EARTHWORK AND LANDSCAPE
17 GENERAL
17-1 GENERAL
17-1.01 GENERAL
Add to Section 17-1.01
Protect trees not marked for removal in compliance with 77-1.03A(2)(j).
Use of potable water from City water mains and fire hydrants is not allowed. Recycled water is
available by permit for use at the recycled-water hydrants located within the City limits at various
locations. Use of the recycled water is subject to the conditions of the Recycled-Water program,
completion of required training, and payment of the permit fee.
Final landscape irrigation and planting record drawings must be provided by the contractor
along with the Certificate of Compliance (form RD100) to meet State Legislation under the
Water Efficient Landscape Ordinance (WELO) and the CalGreen Building Code (Title 24, Part
11, Chapters 4 and 5); refer to Section 20-2.01 A (3) for additional details.
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19 EARTHWORK
19-1 GENERAL
19-1.01 GENERAL
19-1.01B Definitions
Add to Section 19-1.01B
hard bedrock: Firm, hard bedrock which when tested under ASTM D1586, yields a blow count
of 50 blows or greater per 3 inches of penetration.
19-1.03 CONSTRUCTION
19-1.03A General
Replace Section 19-1.03A with:
Unless otherwise specified in section 14-11, and subject to the approval of the Engineer, native
and base material resulting from any excavation may be used to construct:
1. embankments
2. dikes
3. landscape mounds
4. backfill structures
Where details specify the use of native backfill. In all other cases, remove and dispose of excess
material.
Use suitable fill for plant growth for landscape mounds in compliance with section 20. Prior to
filling, clear and till all areas to a depth of 4 inches. Compact all fills to 90 percent relative
compaction in compliance with section 19-5.03C. Fill beyond the indicated areas then cut back
to the required finish grade.
19-1.03B Unsuitable Material
Replace Section 19-1.03B with:
Notify the Engineer prior to removal of unsuitable material. Excavate unsuitable material.
Ensure that unsuitable material is separated from other suitable construction materials or
removed from the work area.
Removal of unsuitable material including rock, within contract work area and limits and for which
there is no separate pay item, is paid for in other items on the Bid Item List. Removal of
unsuitable material outside contract work area and limits, as directed by the Engineer, will be
paid by force account.
Add to Section 19-1.03
19-1.03E Rock Excavation
Notify the Engineer if hard bedrock is encountered during excavation. To receive payment for
rock excavation, coordinate the testing by a Cal-trans certified materials testing company
equipment with a drill rig capable of testing per ASTM D1586 to perform testing of the
encountered bedrock. If ASTM D1586 testing yields a blow count of 50 blows or greater per
three inches of penetration, you will be paid the contract unit price for Rock Excavation for the
removal of the hard bedrock and will be reimbursed for the cost for the testing. If the tests show
68
fewer than 50 blows per three inches, then the testing will be at Contractor’s expense and no
additional payment will be provided. A separate test must be performed for each increment of
50 cubic yards of hard bedrock removed, or as determined by the Engineer to be eligible for
payment under the rock excavation pay item.
Where no contract item exists for Rock Excavation, hard bedrock excavation will be paid for as
extra work.
19-1.04 PAYMENT
Replace Section 19-1.04 with:
Full compensation for applying water is included in the payment for other bid items unless a bid
item of work is shown on the bid item list.
Full compensation for work specified in section 19-1 and applicable engineering standards is
included in the payment for other bid items unless a bid item of work is shown on the bid item
list.
The City does not pay for the volume of excavation occupied by the new improvements or
backfill.
19-2 Roadway Excavation
19-2.04 PAYMENT
Add to Section 19-2.04
Full compensation for applying water is included in the payment for other bid items unless a bid
item of work is shown on the bid item list.
Full compensation for work specified in section 19-2 and applicable engineering standards is
included in the payment for other bid items unless a bid item of work is shown on the bid item
list.
19-3 Structure Excavation and Backfill
19-3.04 PAYMENT
Add to Section 19-3.04
Full compensation for removing water or dewatering excavations is included in the payment
for other bid items unless a bid item of work is shown on the bid item list.
Full compensation for work specified in section 19-3 and applicable engineering standards is
included in the payment for other bid items unless a bid item of work is shown on the bid item
list.
19-4 ROCK EXCAVATION
Delete Section 19-4
19-10 Subgrade enhancement geosynthetic
19-10.02 MATERIALS
69
Add to Section 19-10.02
Subgrade enhancement geogrid must be Tensar Biaxial Geogrid BX1200, or approved equal,
complying with the requirements specified in Section 96-1.02P
70
20 LANDSCAPE
20-1 General
20-1.01 GENERAL
20-1.01A Summary
Add to Section 20-1.01A
Whenever section 20 refers to required informational forms, ask the Engineer to provide the
form. The Engineer may direct you to produce your own form providing all the required data.
20-1.01A(1) Plans And Site Conditions
Plans are schematic. Provide all offsets and other fittings required. Equipment is not drawn to
scale, but is shown in its proper location, unless otherwise stated.
All dimensions or spacing’s are approximate, before proceeding with the work, check and verify
all dimensions and report any variations to the Engineer. Do not install the irrigation system
when discrepancies exist between the plans and the site conditions. Bring discrepancies to the
attention of the Engineer before work starts.
Since the plans are schematic, with approval of the Engineer, make minor adjustments to the
system layout to compensate for variations in the site. Verify that adjustments in irrigation do
not result in conflicts with plant materials.
20-1.01C Submittals
Add to Section 20-1.01C
13. Provide written approval from property owner prior to taking cuttings from private
property.
20-1.01D(2) Progress Inspections
Add to Section 20-1.01D(2), between Items 4 and 5:
“The Engineer and representative from the Public Works Parks Maintenance program
performs the following progress inspections:”
20-1.02 MATERIALS
Add to Section 20-1.02
20-1.02D Organic Soil Amendments
Use organic soil amendment made from ground or processed wood product derived from:
1. Pine sawdust
2. Cedar sawdust
3. Pine bark
that complies with the following requirements:
71
Gradation: Sieve Size Percent Passing
1/4” 95% min.
#8 80% min.
#30 30% min.
Nitrogen content (percent, dry weight)
Redwood sawdust 0.40% - 0.60%
Pine & Cedar sawdust 0.56% - 0.84%
Pine bark 0.80% - 1.20%
Treated with a non-toxic agent to absorb water quickly
Apply organic soil amendments in a uniform thickness of 1 inch.
Small sample of soil amendment will be provided to Engineer and Public Works Parks
Maintenance representative prior to installation.
20-1.02E Fertilizer
Application Type Fertilizer Type(1) Application Rate
Mulched Ground Cover,
initial planting Grow-Power Plus (5-3-1) 200 pounds per 1000 square
feet
Mulched Ground Cover,
establishment period Grow-Power Plus (5-3-1) 20 pounds per 1000 square
feet - Every 30 days
Turf / Lawn Area – Sod Agriform Turf Mix (34-0-7)
8 month formula
10 pounds per 1000 square
feet
Turf / Lawn Area –
Hydroseed Grow-Power (5-3-1) 12.5 pounds per 1000 square
feet
Turf / Lawn Area –
Stolonized Plantings Grow-Power (5-3-1) 25 pounds per 1000 square
feet
Trees and Plants
Agriform (20-10-5)
21 gram tablet
Quantity Size
1 tablet #1 or #2
2 tablets #5
4 tablets #7 or #10
5 tablets #15
7 tablets 24” box
8 tablets 36” box
9 tablets 48” box
(1) Or equal as determined by the Engineer
72
20-1.03 CONSTRUCTION
20-1.03A General
Add to Section 20-1.03A
20-1.03A(1) Progress Inspections
The following inspections and testing is required as the work progresses. Provide the Engineer
with two working day notice of the need for inspection. Correct all work that does not pass
inspection or testing and request re-inspection or re-testing. Do not proceed with the next order
of work until the inspection or testing passed and the Engineer gives direction to proceed with
the next order of work. The Engineer may reject any work done without necessary pre-
approvals.
1. Existing irrigation - preexisting damage check
2. Tree protection
3. Erosion control
4. Site clearance
5. Finish Grading
6. Mow strip and header boards - chalk layout
7. Mow strip formwork
8. Header board layout
9. Soil conditioning materials
10. Soil conditioning
11. Irrigation mainline, valve, controller and heads - flag layout
12. Backflow device inspection by the County Health Department
13. Irrigation audit / Coverage test
14. Full irrigation system test
15. Re-test of existing irrigation
16. Drip Irrigation distribution tubing run - chalk layout
17. Plant delivery
18. Plant layout (excluding ground cover) - actual or flagged
19. Planting completion
20. Drip Irrigation spray heads - flag layout
21. Drip installation micro tubing, emitter placement and flow test
22. Controller operation test, manual and automatic
23. Existing irrigation - damage check
24. Final Submittals and Record Drawings, including as-builts
25. Completion of establishment maintenance period
20-1.03D Cultivation
Replace Section 20-1.03D with:
Repeat cultivation until the soil is loose to a minimum depth of 6 inches and soil clods are less
than 1 inch maximum dimension.
The use of rubber-tired equipment will be permitted for cultivating operations provided the
equipment used cultivates any compaction caused by the tires. Do not use rubber-tired
equipment on areas once cultivated.
Extend one foot beyond the outer row of plants requiring cultivation for cultivation area.
73
Cultivate areas before adding soil amendment and fertilizer. Add soil amendment and fertilizer
at the rates shown. Re-cultivate to thoroughly mix soil amendment and fertilizer with the soil.
Re-cultivate planting areas that have been compacted.
Bring to the surface encountered rocks or debris during soil preparation work in planting areas.
Remove rocks or debris larger than 1 inch in maximum dimension.
Remove existing pavement prior to cultivation.
Add to Section 20-1.03
20-1.03F Site Clearance and Grading
You must kill-off, clear, and remove from the work area all undesired:
1. surface growth
2. grass
3. roots
4. shrubs
5. tree stumps
6. weeds
Remove from the project site all:
1. existing construction
2. paving materials
3. asphalt-stabilized earth
4. rubbish
5. other debris
Prior to finish grading and planting, remove site growth. Spray the entire area with a systemic
non-selective herbicide. Repeat spraying as necessary until growth is eradicated to the
satisfaction of the Engineer. Completely remove, including root system, all:
1. weeds
2. existing turf
3. other undesired growth
Apply herbicide in absolute compliance with the manufacturer’s recommendations of use.
20-1.03G General Installation Requirements
After rough grading and before landscaping, construct:
1. walls
2. curbs
3. planter boxes
4. walkways
5. irrigation system
6. similar improvements
20-1.03H Grade Tolerance
Finished grades must meet the following requirements:
74
1. You must adjust the soil surface as required to achieve even, continuous contours
capable of facilitating surface run-off
2. Finish grades must be one inch below adjacent elevations. In areas that will receive
mulch, the finish grade must be two inches below adjacent elevations, which include, but
are not limited to, the following:
a. asphalt/concrete pathways
b. header boards
c. concrete mow strips
d. curbs
e. utility boxes
3. When grades are not shown on the plans, slopes must be uniform and constant between
given or set elevations
4. Grades must slope away from buildings with drainage to an approved outlet.
5. Earth to wood separation must comply with building code
6. Finished grading in areas of hardscaping must be done to allow for base course and
paving material thickness
7. Finished grading in areas of landscape must not deviate more than ¼” in ten feet in grade
or straightness
8. Finished grade must be maintained through the entire establishment, maintenance and
warranty periods. Any subsidence must be repaired by you and returned to the finished
grade at no cost to the City
20-2 IRRIGATION
20-2.01 GENERAL
20-2.01A General
20-2.01A(3) Submittals
Add to Section 20-2.01A(3)(b) Manufacturer’s Instructions
20-2.01A(3)(b) Manufacturer’s Instructions
9. Irrigation controllers
Add to Section 20-2.01A(3)
20-2.01A(3)(c) Record Drawings
Obtain a set of the project plans of the irrigation system before the start of work. Use this set of
plans for the sole purpose of generating and preparing record drawings. Draw the actual locations
and installation depths of irrigation system onto project plans as work proceeds, including:
1. pipes
2. valves
3. heads
4. wiring
5. controllers
6. electrical service
7. miscellaneous irrigation components
Show the location by dimensioning from two permanent references points all:
1. Point of connection (POC)
75
2. Mainline pipe and electrical conduit routing at all changes in direction and at 150-foot
intervals on long straight runs
3. Low voltage wiring that does not parallel the mainline
4. Any direct burial equipment that does not have a utility box access from grade
5. All moisture sensor locations and their exact depth from grade
6. Other related items as may be directed by the Engineer
Trees are not considered permanent reference points. Transfer all information about the location
of the appliances and equipment onto the record drawings in a neat and clear manner. Sign and
date record drawings and provide a statement on record drawings indicating:
“Record Drawings are complete and accurate”
Submit record drawings and the Landscaping Certificate of Compliance (form RD100 available on
the Utilities Department website) to the Engineer for review and approval within 40 days from final
acceptance of the project.
20-2.01A(4) Quality Assurance
20-2.01A(4)(b) Pressure Testing
20-2.01A(4)(b)(i) General
Add to Section 20-2.01A(4)(b)(i)
Add to item 1, “and the presence of a Public Works Parks Maintenance representative.
Use only potable water with all pressure testing work. Only pressure test newly installed irrigation
system components. Provide all necessary:
1. capping
2. temporary connections
3. air release devices
to isolate existing irrigation system components
Pressure testing sequence:
1. Install all pressure irrigation components
2. Flush the irrigation system
3. Isolate newly installed irrigation system from existing system
4. Cap all sprinklers heads (before swing joints) and other non-pressure connections
5. Bleed all air from the irrigation system
6. Ensure that the manufacture’s recommended cure time has elapsed for solvent welded
joints
7. Pressurize the irrigation system to 110 psi with water for a period of four (4) hours
8. If any leaks are found, repair leak and repeat pressure test.
Once pressure test has passed, install sprinkler heads and backfill.
20-2.01A(4)(b)(ii) Method A
Replace Section 20-2.01A(4)(b)(ii) with:
20-2.01A(4)(b)(ii) Cross-Connection Test (Recycled Water Irrigation System Only)
76
The irrigation system must pass a required cross-connection test performed by a certified
AWWA cross-connection specialist. Use potable water for the cross-connection test. If potable
water is not present on the site, this testing may be waived at the discretion of the Engineer.
Notify the Engineer five working days prior to testing. The Engineer will provide the certified
AWWA cross-connection specialist. You must provide all personal required to pressurize and
depressurize irrigation system.
20-2.01A(4)(b)(iii) Method B
Delete Section 20-2.01A(4)(b)(iii)
20-2.01A(4)(c) Sprinkler Coverage Check
Add to Section 20-2.01A(4)(c)
Complete sprinkler operation and coverage testing using the permanent water supply system,
recycled water or potable water.
Irrigation Audit / Coverage test sequence:
1. Verify that the entire system has been flushed and cleaned
2. Verify that all main line shut-off valves are fully open
3. If plans show a mainline pressure regulator, set the pressure to the required pressure as
called out on the plans, then proceed downstream to zone adjustments
4. Using pressure gauges and pilot tubes, adjust remote control valve flow controls and/or
pressure regulators to the zone setting as called out on the plans. The set pressure is
the operating pressure of the sprinkler head furthest or highest from the valve. All other
heads will have slightly higher pressures
5. After zone pressures have been set, adjust arc patterns to achieve full and uniform
coverage with minimum overthrow to avoid overspray onto non-planted areas
6. Arrange for an irrigation audit by a certified irrigation auditor or other qualified person
acceptable to the Engineer to determine the distribution uniformity
7. Adjust the system to maximize uniform coverage and minimize overthrow as determined
by the Engineer, at no additional cost
20-2.01A(4)(d) Irrigation System Functional Tests
Add to Section 20-2.01A(4)(d)
Remove all construction:
1. barricades
2. equipment
3. tools
prior to testing.
Evaluate the performance of all components of the system, in the presence of the Engineer and
Public Works Parks Maintenance representative, for proper:
1. working order
2. function
3. coverage
77
Run the irrigation system in both manual and automatic mode, testing each station operation
through the entire cycle.
20-2.01A(4)(d)(1) Drip Irrigation Operational Test
Complete drip irrigation operational testing using the permanent water supply system (recycled
water or potable water.)
At the completion of the drip irrigation installation, the Engineer and Public Works Parks
Maintenance representative will inspect the system installation and at the same time have an
operational test run.
Testing will allow the evaluation of the system for proper:
1. working order
2. function
3. coverage
4. emitter flow
Each plant will be inspected for:
1. proper number of emitters
2. correct location
3. required bug caps
The Engineer will spot check the emitters for correct flow rate by discharging water into a
container for a calculated time period.
Check for desired minimum pressure at points located at the system lowest hydraulic condition
with pressure testing equipment supplied by you (Schrader pressure testing valve).
The system must be run in its manual mode and its automatic mode, testing each valve station
operation through its entire cycle.
20-2.01B Materials
20-2.01B(1) General
Add to Section 20-2.01B(1)
Furnish equipment from the same manufacturer for all drip irrigation elements and for all sprinkler
irrigation elements. The manufacturer may be different for the two irrigation types.
Concrete must comply with Section 90 requirements. Hand mixing of concrete is not allowed.
20-2.01B(5) Pull Boxes
Add to Section 20-2.01B(5)
Install pull boxes at the following locations:
1. At all conductors splices except splices made in valve boxes
2. Within 5 feet of irrigation controllers
3. At ends of electrical conduits, complete with pull ropes
4. At other locations shown
78
5. At 500 foot intervals of runs
20-2.01B(6) Unions
Add to Section 20-2.01B(6)
Use brass unions. Unions must withstand working pressure range for adjacent pipes.
20-2.01B(7) Valve Boxes and Covers
Replace Section 20-2.01B(7) with;
Valve boxes must be polypropylene. Covers must be:
1. Polypropylene
2. Marked IRRIGATION CONTROL VALVE
Valve box covers must be labeled. Labels must:
1. Be embossed
3. Minimum of 2” in height
Covers for valve boxes that contain remote control valves must be labeled with the controller and
station.
Covers for valve boxes that contain irrigation equipment must be labeled with the standard
abbreviation for that equipment.
Add to Section 20-2.01B
Section 20-2.01B(10) Sprinklers
Furnish sprinkler heads of the type and sizes as shown. Mount sprinkler heads on triple swing joint
assemblies.
20-2.01C Construction
20-2.01C(1) General
Add to Section 20-2.01C(1)
Work must comply with section 77-1.
The entire sprinkler layout is diagrammatic. Place sprinklers as required to provide proper
coverage. Do not place mainlines within 20 feet of trees.
Prevent foreign material from entering the irrigation system during installation. Prior to assembly
clean all:
1. pipes
2. valves
3. fittings
Plug or cap all ends of:
1. pipe
2. valves
3. fittings
until connection of next pipe or fittings.
79
Upon completion of installation of all distribution tubing, remove all end caps and flush the
system until water runs clear through all ends of tubing, then cap. Flush out all lines before
attachment of:
1. sprinklers
2. emitters
3. other terminal fittings
Install sprinkler heads elevated above grade in seeded areas when shown or as directed by the
Engineer. Lower sprinkler heads to their proper position upon the establishment of seeded
areas.
Adjust all sprinkler heads to their proper height after completion of finished grading.
Place controllers and enclosures at locations approved by the Engineer.
Attach identification number tag at each valve as shown or as directed by the Engineer.
20-2.01C(2) Trenching and Backfilling
Add to section 20-2.01C(2)
20-2.01C(2)a General
After approval of layout, trench for:
1. pipe
2. tubing
3. control wire
4. conduit
5. sleeve runs
Provide trenches that have uniform vertical sides and uniform flat bottoms.
Remove or cut to the width and depth of the trench all:
1. boulders
2. rocks
3. other debris
Fill any voids resulting from the removal of such material with compacted native soil or sand.
Dig trenches six inches deeper and fill with six inches of compacted sand all trenches in:
1. soft
2. spongy
3. solid rock areas
Provide a trench with an appropriate width and depth for the number of:
1. pipes
2. fittings
3. valve boxes
4. swing joint assemblies
5. final surface improvements
80
After all test and inspections are passed, as determined by the Engineer and Public Works
Parks Maintenance representative, you may backfill:
1. piping
2. heads
3. valves
4. wiring
5. thrust blocking
6. valve boxes
7. pull or splice boxes
8. sleeves
9. other equipment installed
20-2.01C(2)b Irrigation
Install water supply lines and irrigation control wire in PVC schedule 40 sleeve when placed
under:
1. class 2 aggregate base / gravel access paths and roads
2. driveways
3. parking lots
4. walkways
5. hardscape
6. other paved areas
Use sleeves that are two times larger in diameter than water supply line.
Use control wire sleeves that allow for ease of pulling wires without damage that have a minimum
diameter of 2 inches.
Use separate sleeves for control wire and irrigation piping.
Minimum sleeve depth is 18 inches below finished grade.
Extend sleeves 12 inches beyond hardscape edge.
Cap end of sleeves until used. Place a galvanized nail or other suitable marker at the edge of
pavement on each side to indicate the location of sleeves.
Install conductors in the same trench as the supply line whenever possible.
20-2.01C(4) Valve Boxes and Covers
Add to Section 20-2.01C(4) Valve Boxes and Covers
Gravel or crushed rock must be 1”.
20-2.01D Payment
Replace Section 20-2.01D with:
Full compensation for work specified in section 20-2 and applicable engineering standards is
included in the payment for other bid items unless a bid item of work is shown on the bid item
list.
81
20-2.04 CONTROL AND NEUTRAL CONDUCTORS
20-2.04C Construction
20-2.04C(1) General
Replace Section 20-2.04C(1) with:
Use dedicated common conductor for master valves.
Share common conductor for control valves that are served by a common trench.
Use separate dedicated control conductor for each control valve and master valve. Use different
color insulation or color pattern insulation from that of the other conductors for each control
conductor. Do not use any of the following colors:
1. white
2. black
3. green
For control conductor insulation. Connect control conductor to controller in sequential order
according the valve station numbers as shown.
Use dedicated conductors for flow sensors.
Install two spare black insulation conductors for all wiring runs.
20-2.04C(2) Conductors in Open Trenches
Add to Section 20-2.04C(2)
If multiple conductors are installed in a trench and not in a conduit, wrap conductors together
with electrical tape at 10-foot intervals. If piping is present in trench with conductors, tape
conductors to the pipe at the 4 or 8 o’clock position at 20-foot intervals. Install conductors not
run in common trenches with pipes, along:
1. walks
2. curbs
3. building edges
wherever possible.
20-2.04C(3) Conductors in Conduits
Replace Section 20-2.04C(3) with:
Install conductors in non-metallic electrical conduit when:
1. surfaced mounted
2. installed in or on structures
3. installed under hardscape areas
4. installed in irrigation crossovers
5. placed in concrete
6. gopher protection is required
7. if conductor is computer control cable
8. if conductors is high voltage wire
82
20-2.04C(4) Splicing
Replace 2nd paragraph in Section 20-2.04C(4) with:
Provide two feet of slack at each valve box for each conductor that is:
1. connected to other facilities within the box
2. spliced within the box
3. at changes in direction
4. splice boxes
5. at 500 foot intervals of straight runs
6. at each controller
Add to Section 20-2.04C(4)
Where splices are permitted, splices must be water-proofed as follows:
1. 18-16 gauge: Spears brand Dri-splice connectors.
2. 16-14 gauge: as above or with 3M's DBY #054007-09053.
3. 12-10 gauge: 3M's DBR #054007-09964.
For 22-10 gauge: Use 3M Resin Compound Splice Kit: Splice Termination, Butted Seam,
Scotchcast
20-2.06 IRRIGATION CONTROLLERS
20-2.06A General
20-2.06A(3) Submittals
Replace Section 20-2.06A(3) with:
Provide the Engineer one bound plastic covered 3-ring notebook detailing the operation and
maintenance requirements of the system prior to project acceptance. All pages within the
notebook must be in clear plastic sleeves, of a type to withstand field conditions without warping
and yellowing and protect pages during field use. Include the following information in the manual
on letter size sheets:
1. Title sheet
2. Table of contents
3. Irrigation zone map, one for each controller
a. The map must be a small scaled drawing showing the area covered by each
remote control valve and laminated
b. Each zone must be numbered to correspond to the controller number and color
code
c. The map cannot be a reproduction of the irrigation plan. No equipment is to be
shown, only the irrigated areas. If soil sensors are specified, show these locations
with "S"
4. Maintenance checklist by week, month and year
5. Copy of material list
6. Parts breakdown sheets for all equipment
7. Equipment list with replacement cycles, including all irrigation.
8. Copy of your guarantee statement
9. Copy of the manufacturer's equipment warranties
10. One folded copy of the Record Drawings/As-Builts included in the back of the manual
Provide two copies, in plastic bound three ring binders, of manufactures:
83
1. operations
2. maintenance
3. parts manuals
for:
1. controllers
2. valves
3. quick couplers
4. rotary heads
5. pumps and related pump station equipment
6. other equipment as specified in the special provisions
Provide two controller charts showing the operational areas and zones of each valve and how the
controller schedules these stations. Provide black line drawing for controller chart using color to
denote the valve station areas and be of a size that can be attached to the door of the controller
cabinet. Laminate controller charters between sheets of 20-mil plastic. Furnish one chart to the
Engineer and attach one to the door of the controller cabinet.
Supply the Engineer with the following tools and equipment:
1. Two wrenches for each type of sprinkler head installed
2. One quick coupler key/quill for each four or less valves installed
3. Three loose key for each hose bib installed
4. Two keys for each controller cabinet door
5. One key for each four units of:
a. valve boxes
b. quick coupler lock covers
c. other items as required
6. One remote controller for each irrigation controller
20-2.06B Materials
20-2.06B(2) Irrigation Controllers
20-2.06B(2)(a) General
Replace Section 20-2.06B(2)(a) with:
Supply controller unit as shown that is compatible with the City’s existing central irrigation control
system.
Irrigation controllers shall be a Calsense Conventially Wired Controller CS3000 in a stainless steel
pedestal enclosure with cellular communications, a cellular stubby antenna, flow meter, and 5
years of communication service with Calsense (CS3 – XX [number of stations] – S – GR – GR
STUBBY – FM – [size] – COMM – 5YR). Number of stations and flow meter size shall be designed
specific to each project.
You are also responsible to provide:
1. 120 volt power supply connection
2. electrical grounding
3. power surge protection
4. communication equipment
5. communication connection (telephone or radio)
84
You must follow all applicable codes and provide a licensed electrician for the work.
Use stainless steel outdoor enclosures.
20-2.06B(2)(d) Two-wire Irrigation Controllers
Add to Section 20-2.06B(2)(d) Two-wire Irrigation Controllers
2-wire irrigation systems are not permitted.
20-2.08 IRRIGATION SUPPLY LINE
20-2.08B Materials
20-2.08B(2) Copper Pipe Supply Line
Add to Section 20-2.08B(2)
Join copper pipe with the appropriate solder type wrought copper fittings for 2½ -inch and smaller
pipe diameter. Use cast brass fittings for copper pipe sizes greater than 2½ inches in diameter.
20-2.08B(3) Galvanized Steel Pipe Supply Lines
Add to Section 20-2.08B(3)
Galvanized steel pipe is not allowed.
20-2.08B(4) Drip Irrigation Tubing
Replace Section 20-2.08B(4) with:
Use polyethylene tubing made of:
1. extruded
2. linear
3. low density polyethylene resin
4. ½ inch diameter (0.61” I.D. x 0.70” O.D.)
5. suitable for compression fittings
6. ultraviolet light resistant
7. must be solid purple for recycled water systems
20-2.08B(5) Plastic Pipe Supply Line
Add to Section 20-2.08B(5) Plastic Pipe Supply
All fittings on mainline systems must be schedule 80.
20-2.08C Construction
20-2.08C(1) General
Add to Section 20-2.08C(1)
Provide training, or evidence of training, by manufacture that installers for solvent and rubber
gasket joints are knowledgeable in the techniques for making the correct joints.
Pipe must be continuously supported during installation and placement into trench.
85
Separate pipes placed into common trench a minimum of six inches horizontal distance.
Wrap with a protective covering all metal pipe and fittings placed below grade or set in concrete
with three layers of polyvinyl chloride tape, overlapping until the total thickness is a minimum of
40 mils.
20-2.08C(3) Drip Irrigation Tubing
Add to Section 20-2.08C(3)
After the supply system is determined to be water tight, install drip irrigation system.
Use fittings to prevent kinking for any tight turns in the drip irrigation tubing.
Square cut all tubing ends with a sharp tool. Install tubing-to-compression fittings using full depth
of fitting for seating.
Remove any:
1. Sharp stones
2. Aggregate
3. Debris
for distribution tubing runs on soil surface.
Temporarily cap all free ends of tubing with tape to prevent dirt contamination. Use removable
or flushable end caps at all ends of distribution tubing.
Use hose stakes that have:
1. 9-gauge wire or greater for distribution tubing
2. 12-gauge wire or greater for the micro tubing
3. six-inch leg length, minimum
Size and gauge may vary with soil conditions and as directed by the Engineer.
Secure all surface runs of distribution tubing and micro tubing to the finish grade with stakes.
Stake distribution tubing at six foot intervals and at terminus.
Stake micro tubing at three foot intervals and at terminus.
After installation of all:
1. underground components
2. backfilling
3. surface run distribution tubing
4. plant materials
install:
1. drip emitters
2. micro tubing
3. micro spray heads or bug caps
Allow low pressure (5 psi) water to flow during emitter installation.
86
Use an appropriate hole punch for the installation of the emitters and micro spray heads.
Use the appropriate size micro tubing for the drip emitter. The ends of this tubing must be:
1. above grade
2. outside the planting pit
3. fitted with a micro spray heads or bug caps
Adjust spray heads:
1. spacing
2. pattern
3. riser height
to achieve full and uniform coverage with minimum overthrow.
Place all underground drip emitters and end caps in access sleeves.
Place a one-inch layer of pea gravel in the bottom of access sleeves.
20-2.08C(4) Plastic Pipe Supply Line
Add to Section 20-2.08C(4)
Install PVC tubing following manufacturer’s instructions. Use solvent welded fittings for PVC
tubing. Use a solvent weld that consists of an application of primer and then an application of
cement. Keep PVC tubing temperature below 110°F during installation of fittings by means of:
1. shading,
2. damp rags, or
3. working when temperatures are cooler
14.
Add to Section 20-2.08C
20-2.08C(5) Recycled Water Supply Line
Lay pipe with wording facing up.
20-2.10 Valves
20-2.10A General
Add to Section 20-2.10A
Use precast concrete or plastic valve boxes that are lockable.
20-2.10B Materials
20-2.10B(3) Check Valves
Add to Section 20-2.10B(3)
Use line size check valves for "low head drainage".
20-2.10B(4) Drip Valve Assemblies
Add to Section 20-2.10B(4)
Install a drip filter and pressure regulator at each control valve in drip irrigation system.
87
Use a drip filter that is a wye-strainer type with 140 to 155 mesh filtering screen.
Use an inline pressure regulator that is designed for use in low flow irrigation systems and allow
drip emitters to run at a pressure range of 10 to 50 psi.
Install:
1. control valve
2. drip filter
3. pressure regulator
as close to the first emitter as possible. Place drip filter between the control valve and pressure
regulator with the pressure regulator placed on the outflow side of the valve.
Place the:
1. control valve
2. drip filter
3. pressure regulator
in one valve box of sufficient size to allow 6 inches of clear space in all direction.
20-2.10B(5) Garden Valve Assemblies
Replace Section 20-2.10B(5) with:
Hose bib valves must be:
1. bronze or brass
2. ¾ inch straight-nosed
3. loose key operated
4. pressure rated at 150 psi
Provide permanent sign marked with:
"NON-POTABLE, DO NOT DRINK".
For hose bibs connected to non-potable irrigation systems.
20-2.10B(7) Pressure Regulating Valves
Add to Section 20-2.10B(7) Pressure Regulating Valves
For recycled systems, install the pressure regulating valve above ground, complete with wye-
strainer and shut-off valve, inside of a lockable cage, on a concrete pad. A recycled water tag
must be attached to the valve.
20-2.10B(9) Quick Coupling Valves
Add to Section 20-2.10B(9)
Use quick coupling valves made of:
1. heavy duty brass
2. two-piece construction
3. with locking rubber cover
Provide rubber cover marked with:
88
“NON-POTABLE, DO NOT DRINK"
for quick coupling valves connected to non-potable irrigation systems.
20-2.10B(10) Remote Control Valves
20-2.10B(10)(a) General
Replace Section 20-2.10B(10)a with:
Use remote control valves that are normally closed.
Use master remote control mainline valves that are normally open.
Use remote control valves in recycled water irrigation systems that are designed for such use.
Install a PVC shut-off ball valve and schedule 80 union on the inlet side of the remote control valve,
and a schedule 80 union on the outlet side of the valve.
20-3 PLANTING
20-3.01 GENERAL
20-3.01A General
20-3.01A(1) Summary
Add to Section 20-3.01A(1)
Numerical quantities and totals are provided on the plans for convenience only. You are
responsible to verify all quantities prior to bid and to supply all plants called out by symbols or
spacing.
20-3.01A(4) Quality Assurance
Add to Section 20-3.01A(4)
Plant names shown on the plans refer to botanical names (genus, species and variety) of each
plant. Common names, when shown, are for convenience only and must not be used when
ordering plants.
All plants must be No. 1 grade and conforming to the State of California Grading Code of
Nursery Stock.
Plants furnished must be:
1. healthy
2. shapely
3. well rooted
4. well grown
5. free from pest and disease
6. show no evidence of having been restricted or deformed at any time
7. grown in nurseries that have been inspected by the State of California’s Department of
Food and Health
Where height or spread are shown, they are measured with branches in their normal position.
Where caliper is noted, they are measured 4 feet above finish grade. Where only container size
is noted, it is understood that these plants be of accepted industry size.
89
All plants furnished must be true to the type as shown and must be tagged identifying the plants
by:
1. genus
2. species
3. variety
However verification of the plant species or variety will be made by the Engineer. Tag plants
individually or be group. The Engineer reserves the right to reject any plants.
20-3.01B Materials
20-3.01B(2) Plants
20-3.01B(2)(c) Sod
Add to Section 20-3.01B(2)(c)
Furnish drought tolerant, fine bladed tall fescue sod.
Add to Section 20-3.01B(2)
20-3.01B(2)(d) Hand Seeded Turf
Seed must be:
1. fresh
2. clean
3. mechanically pre-mixed to the specified proportions
Deliver the seed to the site in the original unopened containers bearing the dealers:
1. guarantee
2. analysis
3. germination (90 percent pure with 85 percent germination)
20-3.01B(2)(e) Hydroseeded Lawn Planting
Use Weyerhaeuser's Silva-Fiber or equal fiber that is 100 percent virgin wood fiber mulch (dyed
green). Add organic tackifier, M-Binder by Ecology Controls or equal, when slopes exceed five
percent.
20-3.01B(4) Fertilizers
Add to Section 20-3.01B(4)
20-3.01B(4)(e) Iron Sulfate
Use iron sulfate that is ferrous sulfate in pelleted or granular form containing not less than 18.5
percent iron expressed as metallic iron. Use Iron sulfate that complies with the Food & Agri Code.
Add sulfur at 1 pound per 1000 square feet and gypsum at 2 pounds per 1000 square feet, both
finely broken up.
20-3.01C Construction
20-3.01C(2) Pruning
Replace Section 20-3.01C(2) with:
Do not prune limbs of trees except as approved by the Engineer/City Arborist. If the Engineer
90
allows pruning of trees, provide a certified arborist to prune trees in compliance with American
National Standard Institute:
1. ANSI A300 - Pruning Standards and
2. ANSI Z133.1 - Safety Requirements
Provide tree care compliant with the International Society of Arboriculture Best Management
Practices.
20-3.02 Planting Work
20-3.02C Construction
20-3.02C(2) Preparing Planting Areas
Add to Section 20-3.02C(2)
The backfill mixture must be composed of:
1. Native, rock free soil - 75% by volume
2. Soil amendments - 25% by volume
3. "Grow-power" - 15 pounds per cubic yard of mix
4. Sulfur - 6 ounces per cubic yard of mix
Install plants in boxed containers, which are 24 inches or larger, prior to installation of the
irrigation system. Reroute irrigation lines which conflict with these plant locations to clear the
root ball.
Cut back wrapping of balled and burlapped plants at the root crown after the plant is positioned
in the plant pit.
Fill with backfill mixture up to the finish grade and water thoroughly. Add additional backfill
mixture to fill voids or settlement below finish grade. Construct a mound of backfill mixture
around each plant forming a watering basin the same diameter of the drip line of the plant,
except for:
1. ground covers planted from flats
2. trees and shrubs in grass areas
Attach vines to supports as follows:
1. Trellis - After planting, carefully cut vine from nursery stake and spread branches. Spread
and attach branches to trellis with green, plastic tie ribbon
2. Walls - Same procedure as trellis, but secure branches with adhesive masonry vine ties
The Engineer will have final approval of placement of vine on supports.
Add a 2-inch layer of mulch in a neat even layer:
1. around
2. under
3. between
all plants in newly planted areas. Clear the mulch away from the root crowns.
Do not place mulch in newly planted ground cover areas that are expected to fill in the first year.
20-3.02C(3) Planting Plants
20-3.02C(3)(a) General
Add to Section 20-3.02C(3)(a)
91
Mulch all disturbed areas using approved mulch except for:
1. turf
2. any other areas that have been specifically addressed in compliance with Section 21 for
erosion control
20-3.02C(3)(c) Groundcover Plants
Add to Section 20-3.02C(3)(c)
Plant trees and shrubs prior to planting ground cover. Plant ground cover:
1. under
2. around
3. between shrubs and trees
Plant ground cover in moist soil with a proportionate amount of soil from the flat. Soil most not
crumble and fall away from the plant when removed from the flat.
Apply a pre-emergent herbicide to the ground cover planting area for weed control.
20-3.02C(3)(d) Cuttings, Liners, Pots, Plugs, and Seedling Plants
20-3.02C(3)(d)(iv) Plug Planting
Add to Section 20-3.02C(3)(d)(iv)
After finish grading, thoroughly water area to a depth of at least 6 inches into soil. As soon as
the soil can be worked, add fertilizer into the top 1 inch of soil.
When the top two inches of soil is friable but contains enough moisture to prevent the stolons
from drying out, plant stolons.
Work stolons into the soil to depth of ½ inch to 1½ inches and cover with mulch.
Plant stolons by:
Turf Area Stolon Planting Means
Less than 2,000 square feet Hand Planting Only
2,000 to 10,000 square feet Hand or Mechanical Planting
Greater than 10,000 square
feet
Mechanical Planting Only
Hydroseeding of stolon grass area is allowed, if approved by the Engineer.
Do not allow stolons to dry out. Water stolons immediately after planting and keep stolons moist
at all times until plants are well established.
20-3.02C(3)(e) Sod
Add to Section 20-3.02C(3)(e)
Establish sod subgrade taking into account thickness of sod that will be installed. Sod subgrade is
equivalent to finished grade minus sod thickness. Sod subgrade must be:
1. firm
92
2. raked smooth
3. no depressions or undulations
4. moist but not wet when sod is laid
Lay sod parallel with staggered ends and offsetting adjacent rows. Butt sod tightly against each
other and all construction.
Within two hours after installing sod and before rolling, lightly water sod. Roll all seams and joints
with a half-filled roller.
After rolling, thoroughly water area to a depth of at least 6 inches into soil. Repeat watering as
necessary to keep the sod moist until rooted.
Add to Section 20-3.02C(3)
20-3.02C(3)(f) Hand Seeded Lawn
Mow and remove vegetation from area to be seeded. Loosen the top 2 inches of the soil with
verticutting blades or by light cultivation.
After finish grading, rake the soil surface and apply seed. Apply seed in uniform amounts in in
two opposite directions.
Apply seed with a cyclone seeder and use sand as a proportioner (2:1 sand to seed) to help
ensure even distribution.
After seed application, lightly rake area to achieve a seed cover using hand rake or a drag mat
behind a tractor. Cover the area with mulch evenly to a depth of ¼ inch. Roll area with an empty
roller, then thoroughly water.
Planting must occur in late summer or early fall, before the first rain of the season.
Keep seeded area continuously moist throughout the germination period, as specified by the
seed company.
Any seed that germinates outside of the designated grass area must be immediately removed,
including roots.
20-3.02C(3)(g) Wildflower Seeding
Apply wildflower seed to natural areas. Seed must be:
1. fresh
2. clean
3. new crop seed
4. delivered to the site in labeled, un-opened containers
Seed containers must be labeled with:
1. germination rate
2. germination test date
3. quantity of seed supplied
93
For seed mixtures, supply an itemized list citing percent composition and minimum germination
standard for each component in the mixture.
20-4 PLANT ESTABLISHMENT WORK
20-4.01 GENERAL
20-4.01A Summary
Replace Section 20-4.01A with:
Section 20-4 includes specifications for performing plant establishment, work, and caring for
the planting including:
1. watering plants
2. pruning plants
3. replacing damaged plants
4. weeding
5. rodent and pest control
6. operation and repair of irrigation facilities
Establish and continually maintain all newly planted areas for one year starting the day after the
date of project acceptance. The remainder of the contract, excluding the work involved in the
maintenance period, will be finalized in compliance with section 9-1.17C.
Before the maintenance period begins the Contractor must submit a maintenance schedule
indicating the days that maintenance are planned to be performed must be reviewed and approved
by the Engineer.
20-4.01D Quality Assurance
Replace Section 20-4.01D Quality Assurance with;
Provide training by a qualified person on the use and adjustment of the installed irrigation
controllers no more than 30 days before completion of the plant establishment period.
Perform an inspection of the plant establishment work in the presence of the Engineer and
Public Works Parks Maintenance representative every 30 to 45 days, and 20 to 30 days before
Contract acceptance.
20-4.03 CONSTRUCTION
20-4.03G Watering
Add to Section 20-4.03G
Apply water lightly and frequently until roots begin to grow.
Once plants are established, water as required to maximize plant growth. Schedule lawn
watering one day prior to wilting and then water until surface run off begins.
Complete watering during rising temperature. Start automated systems to begin watering at
5:00 A.M. or as directed by the Engineer.
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Add to Section 20-4.03
20-4.03H Turf Protection
Protect planted turf areas, at a minimum, with fencing until established. Provide stake that are
three feet long. Embed stakes one foot into soil at eight foot on center around the perimeter of turf
area. Connect stake with two strands of twine. Place one strand at the top of the stake and one
strand six inches above turf. Tie high-visibility marking tape every 25 feet along the twine. Provide
signs stating:
“KEEP OFF GRASS”
placed at every change in direction. Protect and maintain area until the grass is well rooted and
has 2½ inches of top growth.
20-4.03I Mowing and Edging
Once the seeded lawn grass has ninety percent coverage, mow the lawn for the first time. Cut
the lawn to one half (1/2) its height the first mowing, then to its normal height thereafter. Catch,
collect and remove all lawn clippings.
Mow the lawn, at a minimum, every seven calendar days to the following heights:
Grass Type Mow Height
Bluegrass & Rye grass 2 inches
Bermuda grass 1 inch
Dichondra 1 inch
Tall fescue 2½ inches
Trim edges of lawn, at a minimum, every 14 calendar days.
20-4.03J Pruning
Prune lateral branches and buds flush with trunk.
Do not prune young trees until they are able to support themselves without stakes or other
supports. Pruning will be allowed to remove:
1. dead
2. diseased
3. damaged portions
of young trees.
Do not shear shrubs unless directed by the Engineer.
Complete pruning to maintain growth within space limitations or to maintain a proper leaf-to-
root relationship.
20-4.03K Staking and Guying
Replace all broken support materials.
Remove support materials prior to disfiguring of plant. Remove support system or replace
support system if still required as directed by the Engineer.
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Review supported plants monthly and remove support system as soon as they are no longer
needed.
20-4.03L Pest and Disease Control
Identify pest and immediately control by mechanical or chemical means. Complete control work
in strict compliance with the manufacturer’s recommendations without harming any other plant
or animal life. Do not use chlorinated hydrocarbons or organic phosphate-based pesticides.
20-4.03M Weeding
Remove all weeds by mechanical or chemical means once a week. Complete control work in
strict compliance with manufacturer’s recommendations without harming any other plant or
animal life.
20-4.03N Fertilization
Fertilize:
1. ground cover
2. planted areas
3. planted mulch beds
every 30 calendar days.
Fertilize turf area 30 calendar days after maintenance period has begun and at intervals
recommended by the fertilizer manufacture. Send a letter to the Engineer stating that fertilization
has taken place documenting dates and enclose copies of invoices showing amount of fertilizer
applied.
20-4.03O Plant Replacement
Replace all dead plant materials with the originally planted type and size within two weeks of
the plant dying or when notified by the Engineer.
Should a potted plant die, the pot must be immediately relocated out of view until the plant can
be replaced. Complete replacement within five working days.
Obtain written consent from the Engineer for any substitute plant type.
20-4.03P Irrigation System
Maintain the irrigation system in proper operating condition at all times; repairing:
1. broken heads
2. valves
3. pipes
4. controllers
5. etc.
within two days of failure. Isolate, cap, or turn off zones that will cause a loss of water or damage
due to excess flows.
Set, monitor, and adjust station run times to supply adequate watering for plant growth without
causing:
1. overwatering
2. standing water
3. wet muddy conditions
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4. run off of water
Should failure occur, hand water to ensure healthy plant growth.
Seasonally adjust automatic irrigation systems to appropriate watering. Inspect irrigation heads
weekly for proper coverage and to eliminate overthrow.
On a monthly basis:
1. flush and clean filters for drip irrigation system
2. test pressure at the worst hydraulic points for correct pressure and adjust as needed
On a weekly basis check for proper flow for all micro tube emitters. Clean and replace as needed
or as directed by the Engineer.
20-4.03Q Damage
Immediately repair all damage to planting areas. Keep all planting areas and adjacent paved
areas neat and clean.
Fill depressions caused by:
1. vehicles
2. equipment
3. foot traffic
with lightly compacted and leveled soil.
Rebuild, replant, and re-compact eroded or washed out sections of slopes.
Remove deposits of silt on:
1. walkways
2. planting
3. lawn areas
20-4.04 PAYMENT
Replace Section 20-4.04 with:
Establish and continually maintain all newly planted areas until final project acceptance by City
Council or designated representative. Costs for continued maintenance until project acceptance
is included in other bid items of work.
Continually maintain planted areas during the one-year maintenance period which begins the day
after final project acceptance. Maintenance period compensation will be withheld from the final
payment and paid in even monthly payments over the maintenance period. The remainder of the
contract, excluding the work involved in the maintenance period, will be finalized in compliance
with section 9-1.17C.
Submit a maintenance schedule indicating the day you will perform maintenance work to the
Engineer for review and approval. If you fail to perform the maintenance within one week of the
pre-determined schedule, payment will be forfeited for that month. If you fail to perform
maintenance per the pre-determined schedule three times, the Engineer will put you on notice for
violation of the contract and notify your bonding company. The Engineer reserves the right to
97
continue maintenance in compliance with section 9-1.23 and to start legal proceedings to
recapture costs required to maintain planted areas during the maintenance period.
Full compensation for work specified in section 20-4 and applicable engineering standards is
included in the payment shown on the bid item list. No plant establishment and maintenance
period is required unless specified and included in the bid item list.
If no plant establishment and maintenance period is required, plant material and irrigation
repairs are covered for the duration of the guaranty period.
20-5 LANDSCAPE ELEMENTS
20-5.02 EDGING
20-5.02B Materials
20-5.02B(2) Header Board Edging
Replace Section 20-5.02B(2) with:
Boards, laminate boards (bender-board), and stakes must be one of the following types:
1. construction grade cedar
2. pressure treated Douglas fir
3. construction heart grade redwood complying with 57-2.01B(2)
4. an approved composite of equal strength and durability
Boards must be:
1. rough cut from sound timber
2. straight. Sweep must not exceed 1 inch in 6 feet
3. free from loose or unsound knots. Knots must be sound, tight, well-spaced, and not to
exceed 2 inches in size on any face
4. free of shakes in excess of 1/3 the thickness of the lumber
5. free of splits longer than the thickness of the lumber
6. free of other defects that would render the lumber unfit structurally for the purpose
intended
7. a nominal size of 2 inches x 4 inches
Bender-board must be:
1. of an appropriate thickness, that when bent, does not kink or crack
2. a nominal size of 4 inches
Anchor edging with stakes. Stakes must be:
1. a nominal size of 1 inch x 2 inches with a length of 18 inches
2. secured to headers with six penny (6d) galvanized common nails or screws two per stake
3. driven ¼ inch lower than top of header and back cut at a forty-five (45) degree angle,
with the acute part facing stake
4. placed at no more than 5 foot on center and within 1 foot of the ends when placed in a
straight line
5. placed at no more than 3 foot on center and alternating on either side of header board
when placed on curve. Staking interval may be reduced in order to maintain smooth
radius
6. placed on the planter side of header’s or as directed by the Engineer
98
Trench and set the header boards after location is approved by the Engineer. Set the boards
on firmly compacted subgrade. Stake the headers, backfill and compact. Finish grade the soil
on each side of the headers to the required elevation.
20-5.02B(3) Metal Edging
Add to Section 20-5.02B(3)
Use metal edging that is a minimum of 1/8-inch thick.
20-5.03 INERT GROUND COVERS
20-5.03A General
20-5.03A(3) Construction
20-5.03A(3)(c) Treatment of Soil
Add to Section 20-5.03A(3)(c)
Apply pre-emergent herbicide for weed control prior to the application of mulch. Determine which
herbicide is safe for adjacent plants. Notify the Engineer if detrimental compatibility exists between
the herbicide and the plants prior to application.
Apply only granular forms of pre-emergent herbicide, and do not apply it if the foliage is wet or the
wind is more than five miles per hour. Wash all foliage of pre-emergent herbicide residue after
application. Apply the pre-emergent herbicide in strict compliance with manufacture’s
recommendations.
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21 EROSION CONTROL
21-2 EROSION CONTROL WORK
21-2.02 MATERIALS
21-2.02F Seed
Add to Section 21-2.02F
Seed (% minimum purity, % minimum germination) pounds per acre
Bromus carinatus - California Brome (95%, 85%) 22
Festuca megalura - Zorro Fescue (85%, 80%) 10
Trifolium hirtum "Hykon" - Rose Clover (95%, 90%) 30
inoculated with appropriate bacteria 5
Eschscholzia californica - California Poppy (95%, 75%) 5
Lupinus nanus - Sky Lupine (95%, 75%) 5
Note that work within riparian areas requires a separate seed mix:
Seed Type Pounds per acre
Bromus carinatus – California Brome 20
Festuca microstachys – Small Fescue 8
Trifolium willdenovii – Tomcat Clover 4
100
DIVISION IV SUBBASES AND BASES
26 AGGREGATE BASES
26-1 GENERAL
26-1.01D(2) Quality Control
Delete Section 26-1.01D(2)
26-1.02 MATERIALS
26-1.02A General
Replace the 2nd paragraph of Section 26-1.02A with:
Recycled or reclaimed asphalt concrete may only be used in class 2R aggregate base.
Use ¾ inch maximum grading aggregate for class 2 and 2R aggregate base.
All aggregate base must be free from organic matter and other deleterious substances.
Replace Section 26-1.02C Class 3 Aggregate Base with:
26-1.02C Class 3 Aggregate Base (Sand)
Class 3 aggregate base must be of a nature that can be compacted readily under watering and
rolling to form a firm, stable base. Aggregate must conform to the grading and quality requirements
shown in the following tables:
Grading Requirements (Percent Passing)
Sieve Size Operating Range Contract Compliance
1 inch 100 100
#4 80-100 75-100
#30 35-70 30-75
#200 15 Max. 10 Max.
Quality Requirements
Test Operating Range Compliance Range
Sand Equivalent --- 30 Min.
Add to Section 26-1.02.
26-1.02D Class 2R Aggregate Base (Recycled)
Class 2R aggregate base material use is limited to the City right-of-way unless authorized by the
Engineer. Do not use class 2R aggregate base material within the creek areas or creek setback
areas as described in the Municipal Code.
Class 2R aggregate base must conform to the following grading and quality requirements:
Aggregate Grading Requirements
Percentage Passing ¾” Maximum
Sieve Sizes Operating Range Compliance Range
1 inch 100 100
¾ inch 90-100 87-100
No. 4 35-62 30-65
101
No. 30 10-30 5-35
No. 200 2-9 0-12
Quality Requirements
Test Operating Range Compliance Range
Resistance (R-Value) ---- 70 Min.
Sand Equivalent 25 Min. 22 Min.
Durability Index ---- 30 Min.
Furnish a laboratory report, not more than 3 months old, verifying the material’s compliance with
this Section’s requirements prior to material being delivered to site. Material is still subject to
testing and acceptance after it is delivered and placed.
Class 2R aggregate base must be encapsulated by placing it below another material such as
asphalt concrete or Portland cement concrete, where it will not be exposed to wearing and cause
it to enter the air or drainage system. Use of class 2R aggregate base with an R value below that
of Class 2 aggregate base will only be allowed when the structural Section has been designed
for that value.
26-1.02E Crushed Rock
Crushed rock must be of a nature that can compacted readily to form a firm, stable base.
Crushed rock must conform to the grading and quality requirements shown in the following
table.
Grading Requirements
Sieve Size Percent Passing
1 inch 100
¾ inch 90-100
3/8 inch 20-55
#4 0-10
#8 0-5
Quality Requirements
Sand Equivalent 30 Min.
26-1.02F Select Backfill Material (Trench Backfill Sand)
Select Backfill Material must be of a nature that it can be compacted readily to 90 percent
relative compaction. The following materials are not acceptable for use as select backfill material:
1. Material with corrosive properties
2. Marine or beach sand
3. Recycled / reclaimed material
Select Backfill Material must conform to the grading and quality requirements shown in the
following table:
Grading Requirements
Sieve Size Percent Passing
1 inch 100
#4 80-95
102
#30 35-70
#200 15 Max.
Quality Requirements
Sand Equivalent 30 Min.
26-1.02G Float Rock (Trench Backfill)
Float rock must be of a nature that it can be compacted readily to 90 percent relative
compaction. The following materials are not acceptable for use as Float Rock:
1. Material with corrosive properties
2. Local "Red Rock"
Float rock must conform to the grading requirements shown in the following table:
Grading Requirements
Sieve Size Percent Passing
¾ inch 100
½ inch 95-100
3/8 inch 70-80
#4 15-25
#8 0-5
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DIVISION V SURFACING AND PAVEMENTS
37 SEAL COATS / BITUMINOUS SEALS
Delete Section 37 of the State of California, Department of Transportation Standard
Specifications dated 2024.
Add Section 37 of the State of California, Department of Transportation Standard
Specifications dated 2015.
37-1 GENERAL
37-1.01 GENERAL
Add to Section 37-1.01.
Notification and operational requirements must comply with Sections 7-1.03 and 7-1.04.
37-2 SEAL COATSCHIP SEALS
37-2.01 GENERAL
37-2.01B Materials
Add to Section 37-2.01B
Asphalt Emulsion must comply with Section 94.
37-2.04 ASPHALTIC EMULSUON SEAL COAT
37-2.04B Nonpolymer Asphaltic Emulsion Seal Coat
37-2.04B(2) Materials
Add to Section 37-2.04B(2)
Use Fine ¼” max seal coat gradation.
37-2.04C Polymer Asphaltic Emulsion Seal Coat
37-2.04C(2) Materials
Add to Section 37-2.04C(2)
Use Fine ¼” max seal coat gradation.
37-3 SLURRY SEAL AND MICRO-SURFACING
37-3.01 GENERAL
37-3.01A General
37-3.01A(4)D Quality Assurance
37-3.01A(4)(a)D(1) General
Add to Section 37-3.01A(4)(a)D(1)
No single:
1. Aggregate grading, or
2. Sand equivalent test
May represent more than:
1. 360,000 square yards or
2. One day’s production
Whichever is smaller.
104
37-3.03 CONSTRUCTION
37-3.03D Placement
37-3.03D(1) General
Add to Section 37-3.03D(1)
Seal coat placed adjacent to concrete gutter must be placed up to, but not on, concrete gutter.
Seal coat material extending more than 1 inch into adjacent concrete gutter must be removed
within 24 hours of seal coat application. Seal coat placement may not continue until previous
days gutters have been cleaned.
37-3.03D(2) Surface Preparation
37-3.03D(2)(a) General
Add to Section 37-3.03D(2)(a)
Protecting existing utility collars and concrete collars must comply with Section 15.
Provide to the Engineer, a written herbicide recommendation by a Licensed Pest Control
Adviser with material safety data sheets of recommended products. Spray the approved
herbicide, which leaves behind a visible blue marker dye, on vegetation. The herbicide must be
applied under dry condition and 48 hours prior to vegetation removal. Before placing the seal
coat, vegetation in pavement cracks and between pavement and curb/gutter must be removed.
You must assume full responsibility for the proper application of the herbicide governed by
Federal, State and Local laws.
Remove surface contaminates such as grease or oil spots to allow for proper adhesion of seal
coat. Remove all thermoplastic striping and pavement markings, temporary striping tabs, and
traffic control devices prior to placing slurry or micro-surfacing.
If seal coat placement includes locations where a bike lane is located immediately adjacent to
a concrete gutter, grind pavement surface flush prior to application of seal coat. The width of
the grind must be a minimum of one foot and up to five feet, as necessary to leave the cross
slope of the pavement surface less than 5%. The finish surface adjacent to the seal coat must
not be more than ¼ inch above the surface of the gutter where a bike lane abuts the gutter.
In areas where concrete pavement is exposed, apply a tack coat consisting of one part
emulsified asphalt and three parts water at a rate of 0.10 gallons to 0.15 gallons per square
yard, or as directed by the Engineer. Use CSS1H emulsion grade emulsified asphalt.
37-3.03D(3)C(4) Test Strip
37-3.03D(3)(b) Slurry Seal
Replace Section 37-3.03D(3)(b) with 37-3.03D(3)(c).
37-3.03C(5)D(3)(c) Micro-Surfacing Pavement Surfaces
Replace Section 37-3.03D(3)(c) with:
Calibration of each truck that will be used on the project within 20 miles of the City of San Luis
Obispo and must be calibrated specifically for the City’s project. Calibrate per California Test
109, Monday through Friday between the hours of 7:00 AM and 4:00 PM.
105
You must construct a test strip for evaluation by and at a location provided by the Engineer. A
test strip must:
1. Be placed under similar conditions of the contract work
2. Be placed at the same time of day or night that contract application will occur
3. Use the approved project mix design
4. Use the same laydown procedures and equipment that will be used for contract work
5. Have a minimum length of one hundred feet
6. Be completed and accepted as satisfactory by the Engineer two working days prior to
the first contract application day
7. Curing properly to allow normal traffic on the surfaced roadway within three hours
8. Have edge lines that are straight and remain straight
9. Have no lumping, balling or unmixed aggregate
10. Have a uniform surface texture that is free of streaks, slick spots or excessive drag marks
You must propose adjustments in the mixture to compensate for sudden changes in weather
conditions or night application. All adjustments to the mixture must be lab approved prior to
placement of the mix.
If the mix design or the placement procedure is determined by the Engineer to be unacceptable,
the test strip will be rejected and not measured as part of the completed work. You must remove
and replace the test strip at no additional cost or overlay the test strip with material that conforms
to the project specifications, at the Engineer's discretion. The edges and ends of overlaid
material must be feathered to conform to the longitudinal and transverse joint requirements in
these specifications.
Accepted test strips, when placed within project contract area, will remain in place and be
measured as part of the completed work.
A new test strip will be performed when there is field evidence that the system is not performing
as specified.
37-3.03D(4) Placement
37-3.03D(4)(a) General
37-3.03D(4)(a)(i) General
Add to Section 37-3.03D(4)(a)(i)
Roll all seal material with a rubber-tired roller, a minimum of three passes, prior to allowing traffic
on the surfaced roads. After placement of seal material surfaced roads must be opened to traffic
no later than 3 hours after the seal material has been placed and no later than 4:00 p.m. in the
evening. Quantities of seal placed daily must be adjusted to accommodate road-opening
schedule.
37-3.03D(4)(c) Micro-Surfacing
37-3.03D(4)(c)(iii) Finished Surface
Add to Section 37-3.03D(4)(c)(iii)
Micro-surfacing must cure to allow turning truck traffic within 3 hours. Adequate cure must be
verified through actual traffic conditions. Micro-surfacing that exhibits large aggregate
106
displacement after 3 hours from actual traffic must be removed and replaced at no cost to the
City. At the expiration of the time allowed for closure of lanes, the micro-surfacing mixture must
be sufficiently cured to support unrestricted traffic.
37-3.04 PAYMENT
Replace Section 37-3.04A and 37-3.04B with:
Full compensation for work specified in Section 37 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List.
If test results for slurry seal or micro-surfacing indicate that the material does not comply with
the requirements, you may remove the installed material represented by the failing test results
or request it remain in place with a payment deduction in the amount of $0.50 per square yard.
107
39 ASPHALT CONCRETE (SUPERPAVE)
39-1.01 GENERAL
Add to Section 39-1.01 GENERAL:
This work includes producing and placing hot mix asphalt (HMA).
Comply with Section 39, “Hot Mix Asphalt,” of the 2023 Standard Specifications except as
modified in these special provisions.
Unless otherwise indicated on the plans or in these specifications, all HMA shall be Type A.
39-1.02 MATERIALS
Add to Section 39-1.02 MATERIALS:
39-1.02A Asphalt Binder
The grade of asphalt binder for all HMA Type A shall be PG 64-10 unless otherwise specified
on the plans or specifications.
The grade of asphalt binder for all RHMA Type G shall be PG 64-16 unless otherwise specified
on the plans or specifications.
Warm mix technology shall not be used.
39-1.02B Aggregate
The hot mix asphalt to be used will be as follows unless modified by the plans or these special
provisions:
Digouts: 1/2-inch Type A, 3/4-inch Type A may be used if the lift thickness is greater
than 0.20-foot.
Base Courses: 1/2-inch Type A, 3/4-inch Type A may be used if the lift thickness is greater
than 0.20 foot.
Leveling Courses: 3/8-inch Type A or No. 4 Type A
Surface Courses: 1/2-inch Type A or 3/8-inch Type G if RHMA is specified
Skin Patches: 3/8-inch Type A or No. 4 Type A.
39-1.02C Mix Design
The hot mix asphalt mix design shall follow the 2023 Caltrans Standard Specifications except
as modified below, the number of gyrations to be used for the mix design shall be as designated
on the plans or in these specifications. If not specified, the mix design for the surface course
shall be selected according to the following table:
Mix Design Traffic Index
HMA-SP50 (50 Gyrations) <6
HMA-SP65 (65 Gyrations) 6-10
HMA-SP85 (85 Gyrations) >10
RHMA Only when specified
108
Leveling courses and skin patches shall be HMA-SP50 (50 Gyrations).
Digouts and base courses shall be HMA-SP85 (85 Gyrations).
39-1.04 PAYMENT
Add to Section 39-1.04:
Full compensation for work specified in Section 39 and applicable engineering standards is
included in the payment for other bid items unless a bid item of work is shown on the bid item
list.
39-2.01A(4)(i)(i) Department Acceptance, General
Add to Section 39-2.01A(4)(i)(i):
The Engineer may withhold acceptance in the event of any failing test result until the Contractor
has addressed the failing material to the Engineer’s satisfaction.
39-2.01A(4)(i)(ii) In-Place Density
Replace Section 39-2.01A(4)(i)(ii) with:
Lots to determine compaction testing shall be based on the following:
Each 750 tons, or part thereof, placed on an individual street in a paving day. If
over 750 tons are placed in a single paving day on an individual street, up to 150
tons over 750 tons can be moved into the previous 750 ton lot.
If multiple streets are paved in a day, each street will be considered its own lot
with multiple lot on streets where greater than 750 tons are placed.
Density testing shall be required on all layers that are at least 1.75 inches in thickness unless
the engineer determines area is not suitable for traditional compaction methods.
The in-place density shall be between 92.0 percent and 97.0 percent of maximum theoretical
specific (Rice) gravity using a nuclear gauge. At the Engineer’s discretion, compaction testing
may be performed using a nuclear gauge. Final compaction is based on the average nuclear
gauge results for the lot. The nuclear gauge will be core correlated the first day of paving using
as many cores as the Engineer deems appropriate.
If nuclear gauge compaction testing results are failing, the contractor can request coring to
verify the results. Three cores will be sampled for each lot and the average of the three cores
for each lot will determine the in-place density. The core locations will be determined using
random sampling charts in CTM 375. The engineer will mark the core locations.
Cores may be taken up to 5 calendar days after placement and may be 4 or 6 inches in
diameter. The engineer will provide results within 3 working days of receiving the cores.
Passing cores shall be paid for by the owner. Failing cores will be paid for by the contractor. If
the core testing produces both passing and failing cores, the cost will be prorated between the
contractor and the owner.
109
For the percent of maximum theoretical density, the following table shall apply to deductions for
average compaction of a lot:
Reduced Payment Factors for Percent of Maximum Theoretical
Density
HMA Type A
Percent of
Maximum
Theoretical Density
Reduced Payment
Factor
HMA Type A
Percent of
Maximum
Theoretical Density
Reduced Payment
Factor
92.0 0.0000 97.0 0.0000
91.9 0.0125 97.1 0.0125
91.8 0.0250 97.2 0.0250
91.7 0.0375 97.3 0.0375
91.6 0.0500 97.4 0.0500
91.5 0.0625 97.5 0.0625
91.4 0.0750 97.6 0.0750
91.3 0.0875 97.7 0.0875
91.2 0.1000 97.8 0.1000
91.1 0.1125 97.9 0.1125
91.0 0.1250 98.0 0.1250
90.9 0.1375 98.1 0.1375
90.8 0.1500 98.2 0.1500
90.7 0.1625 98.3 0.1625
90.6 0.1750 98.4 0.1750
90.5 0.1875 98.5 0.1875
90.4 0.2000 98.6 0.2000
90.3 0.2125 98.7 0.2125
90.2 0.2250 98.8 0.2250
90.1 0.2375 98.9 0.2375
90.0 0.2500 99.0 0.2500
< 90.0 Remove and
Replace
> 99.0 Remove and
Replace
For acceptance of a completed tapered notched wedge joint, the Engineer determines density
from cores you take every 3,000 feet.
39-2.01A(4)(i)(iii) Pavement Smoothness
Add to Section 39-2.01A(4)(i)(iii):
The top layer of HMA pavement must not vary from the lower edge of a 12-foot straightedge:
1. More than 0.01 foot when the straightedge is laid parallel with the centerline
2. More than 0.02 foot when the straightedge is laid perpendicular to the centerline and extends
from edge to edge of a traffic lane
3. More than 0.02 foot when the straightedge is laid within 24 feet of a pavement conform
39-2.01C(17) Data Cores
Remove Section 39-2.01C(17) Data Cores.
39-2.01C Construction
Add to Section 39-2.01C:
39-2.01C(18) Surface Preparation
110
The work shall consist of preparing the existing street surfaces prior to the commencement of
paving. Such work shall include removing raised pavement markers, removing thermoplastic
traffic markings and legends, controlling nuisance water, sweeping, watering, and removing
loose and broken pavement and foreign material as specified in the Standard Specifications
and these Technical Provisions, and as directed by the Engineer.
All vertical edges to be paved shall be tack coated. These include, but are not limited to, curb
faces, gutter lips, swale edges, cross gutter edges, and pavement edges.
Tack coat shall be utilized and shall be either emulsified asphalt Grade RS-1, RS-1h, SS-1, or
SS-1h conforming to Section 94, “Asphaltic Emulsions,” or paving grade asphalt conforming to
Section 92, “Asphalts.”
Seal all cracks prior to placing HMA. All cold joints, both longitudinal and transverse, shall be
heated with a torch immediately prior to paving. Cold joints include previous passes placed
more than three hours prior. All cold joints shall be tack coated. Rolling shall be performed as
indicated in the referenced Caltrans specifications. The roller water shall contain a soap type
compound to prevent sticking of the HMA material to the rollers.
Prior to placing asphalt paving over an existing surface, the surface must be cleaned by vacuum
sweeping, or other means necessary to remove all surface contaminates, to the satisfaction of
the Engineer, including:
1. loose particles of paving
2. dirt
3. grease
4. oil spots
5. other extraneous material
Prior to vegetation removal spray an approved herbicide, which leaves behind a visible blue
marker dye, a minimum of 48 hours in advance of vegetation removal. Submit to the Engineer
a written recommendation, for herbicide intended to be used, by a Licensed Pest Control
Adviser along with material safety data sheets of recommended products. Apply Herbicide in
strict compliance with all:
1. Federal Law
2. State Law
3. Local Law
4. Manufacture’s recommendations
Remove vegetation in pavement prior to cleaning and placing asphalt concrete:
1. from cracks
2. between pavement and gutter
3. between pavement and curb
39-2.01C(19) Leveling, Transitions, and Hot Mix Asphalt Fills
A leveling course of variable thickness shall be placed and compacted prior to placing the
surface course at locations where directed by the Engineer. The leveling course will be used
to correct pavement irregularities such as rutting, variable cross slope, or variable longitudinal
slope. Where two overlays of different thickness abut at a longitudinal joint, the Contractor shall
add to the thinner section to match the thicker lift and provide a smooth transition and uniform
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cross-fall. Cold-planing ridges or other rises in the pavement surface may be required by the
Engineer. The Engineer will determine the exact limits and thickness of the leveling courses,
hot mix asphalt fills, and transitions.
The Contractor shall construct temporary pavement transitions at all transverse paving joints
greater than 1 inch prior to allowing traffic onto the paved surface. Temporary pavement
transitions shall have a maximum slope of 20:1 or as approved by the engineer and be
constructed on Kraft paper or other suitable bond breaker such that upon removal of the
temporary pavement transition, a clean notch remains. The temporary transitions may be
constructed of either cold mix or hot mix.
The Contractor shall continuously maintain the temporary pavement until final paving. Each
temporary transition shall be inspected by the Contractor and repaired as necessary to comply
with these provisions at the end of each day including weekends and holidays.
Failure to comply with these provisions will result in a liquidated damage of $250 per day per
transition and/or the cost of City crews making the repairs if necessary to correct for public
safety.
39-2.01C(20) Layout
The Contractor shall layout and mark the location of the edges of the paving passes of the
surface course to match the new layout of the lane lines. The layout shall be made at least 24
hours prior to paving. The layout shall be approved by the Engineer prior to paving.
If the striping is to remain unchanged, the edges of the paving passes shall conform to existing
lane edges.
In all cases where practical, each lane shall be paved in a single pass. In tapered transition
areas, the shoulder areas shall be paved first, then the through lane shall be paved immediately
after the shoulder paving.
For paving which incorporates new quarterpoints or gradebreaks due to keycuts or other
conditions, the Contractor shall provide equipment capable of adjusting to the new surface
profile at the appropriate locations. The profile adjustments shall be within twelve inches of the
actual gradebreak or quarterpoint.
The Contractor shall take sufficient measurements during laydown to ensure that the full design
hot mix asphalt layer depth is provided at each quarterpoint, gradebreak, or transition. Failure
to provide the design depth at these areas will result in rejection of the work. Correction of this
rejected work will include milling out the new hot mix asphalt from the road edge to the centerline
or nearest inside lane line and repaving. The minimum length of the milled and corrected area
shall be fifty feet.
39-2.01C(21) Tolerances
The finished hot mix asphalt surface shall be flush with, to 1/4 inch (0.20 feet or 6 mm) above,
the gutter lips. The finished pavement surface shall not be lower than the gutter lips.
The average pavement thickness shall be equal to the specified thickness for the project.
For total pavement thicknesses of less than four inches, the minimum allowable thickness will
be 1/4 inch less than that specified.
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For total pavement thicknesses of four inches or more, the minimum allowable thickness will be
1/2 inch less than that specified.
39-2.01C(22) Automatic Screed Controls
For all main line street or roadway paving with single lane length exceeding 300 feet, automatic
screed controls shall be required. Automatic screed controls shall not be required for the paving
of parking lots, intersections, cul-de-sacs, alleyways or other irregular areas.
In addition to the requirements in Section 39-1.10 and 39-1.11 of the Standard Specifications,
hot mix asphalt shall be placed with spreading equipment equipped with fully automatic screed
and grade sensing controls which shall control the longitudinal grade of the screed. Automatic
controls shall conform to and be operated in accordance with the provisions herein.
Unless approved otherwise, ski-type devices with a minimum length of 30 feet shall be used to
provide a reference for the grade sensor. Skis shall be constructed and installed in such a
manner that a reference to the average elevation of the existing pavement, along the length of
the ski, is maintained at the sensor point. When placing surfacing adjacent to surfacing
previously placed in conformance with these provisions, a joint matching shoe of adequate size
and type to properly sense the grade of the previously placed mat may be used in lieu of the
30-foot ski.
The ski shall be mounted at a location which will provide an accurate reference for the surfacing
being placed. This may require the ski to be mounted ahead of and inside the outer limits of
the screed. Automatic cross slope control may be accomplished by use of a ski and grade
sensor on each side of the paving machine.
Automatic screed controls shall be installed in such a manner that the occasional manual
adjustments necessary to maintain the attitude of the screed parallel to the underlying pavement
are readily accomplished. Automatic screed controls shall be installed so that with little or no
delay, use of the automatic controls can be discontinued and the screed controlled by manual
methods.
If it is determined by the Engineer that the existing grade and cross slope are too irregular for
the automatic controls to provide the quality of work required, the use of the automatic controls
shall be discontinued and the spreading equipment adjusted by manual methods. Use of
automatic controls shall resume when the Engineer has determined that it is again practical and
so orders.
39-2.01C(23) Compacting
The number of rollers required for each paving operation shall be such that all rolling for density
can be completed before the temperature of the hot mix asphalt mixture drops below 140
degrees Fahrenheit.
Breakdown rolling shall commence when the hot mix asphalt is placed. Rolling shall be
accomplished with the drive wheel forward and with the advance and return passes in the same
line.
The Contractor shall have hand-compaction equipment immediately available for compacting
all areas inaccessible to rollers. Hand-compaction shall be performed concurrently with
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breakdown rolling. If for any reason hand-compaction falls behind breakdown rolling, further
placement of hot mix asphalt shall be suspended until hand-compaction is completed. Hand-
compaction includes vibraplates and hand tampers. Hand torches shall be available for rework
of areas which have cooled.
After compaction, the surface texture of all hand work areas shall match the surface texture of
the machine placed mat. Any coarse or segregated areas shall be corrected immediately upon
discovery. Failure to immediately address these areas shall cause suspension of hot mix
asphalt placement until the areas are satisfactorily addressed, unless otherwise allowed by the
Engineer.
NO PAVEMENT SHALL BE PLACED AFTER 3:00 PM.
39-2.01D Payment
Add to Section 39-2.01D:
The “Payment” sections of the Standard Specifications shall not apply. Measurement and
Payment for HMA shall be at the unit cost indicated in the Bid Schedule. The contract prices
paid per ton for HMA include full compensation for furnishing all labor, materials, tools,
equipment, and incidentals for doing all the work involved in constructing HMA, complete in
place, as shown on the plans, as specified in these specifications and the special provisions,
and as directed by the Engineer.
Contract shall include in the unit price all costs relating to submitting the JMF including all testing
and production costs for JMF verification and quality control testing. The unit price includes the
cost of providing the Contractor’s Quality Control Plan. The Contractor shall pay all the cost of
coring if requested to verify density by cores. Engineer will pay cost of testing cores.
39-2.02A(4)(b)(i) Quality Control, General
Add to Section 39-2.02A(4)(b)(i):
The HMA shall be verified by the engineer prior to placement on the jobsite. If agreed to by the
Contractor and the Engineer, the production start-up may be used for verification. If the
production start-up is used for verification the Engineer may require removal and replacement
of the HMA, at his discretion, in the event of verification failure.
The contractor shall have a quality control inspector present with a nuclear gauge actively
monitoring compaction throughout the shift for all paving operations where compaction is an
acceptance criterion; the quality control inspector shall be devoted to that purpose and shall not
have another role on the paving crew. Failure to have a quality control inspector present with a
nuclear gauge will result in liquidated damages of $2000 per day.
Contractor quality control materials testing is optional. However, if the contractor fails to submit
quality control results to the engineer within 72 hours of HMA placement, the contractor waves
all rights to dispute the Engineer’s results. In the event of asphalt binder performance grading,
TSR, or Hamburg wheel track testing by the Engineer, the contractor has 7 days to submit their
test results from the time the Engineer informs the contractor that he is performing testing or
the contractor waves the right to dispute the Engineer’s results.
114
The Engineer shall test for conformance with aggregate quality characteristics at the beginning
of the project.
The Engineer shall test air void content a minimum of once per day.
The Engineer may sample the hot mix asphalt from truck beds at the plant, from the hopper of
the paving machine, or from the mat behind the paver at the discretion of the Engineer. The
Contractor shall facilitate the sampling process.
39-2.02A(4)(e) Department Acceptance
Replace paragraph 3 of Section 39-2.02A(4)(e) with:
a. In-place material shall meet all design criteria except the allowable range for Voids in Mineral
Aggregate (VMA) shall be reduced by 1.0% on the high and low end. And the upper limit for Dust
proportion on mixes with lime shall be increased by 0.2.
b. Asphalt binder content shall be no less than 0.30% below the OBC on the JMF and no greater
than 0.50% above the OBC on the JMF.
c. Air void content at Ndesign shall be 4.0% ± 1.5%.
d. Density of core (% of maximum theoretical specific gravity) shall be 92.0% - 97.0%.
115
39-2.02B(2) Type A Hot Mix Asphalt Mix Design
Replace Section 39-2.02B(2) with:
39-2.02B(2)(a) HMA-SP50 -- 50 Gyration Mix Design
Type A HMA-SP50 Mix Design Requirements
Quality characteristic Test method Requirement
Air voids content (%)
AASHTO T 269a
Ninitial > 8.0
Ndesign = 4.0
Nmax > 2.0
Gyration compaction (no. of gyrations)
AASHTO T 312
Ninitial = 6
Ndesign = 50
Nmax = 75
Gyration compaction (compactor ram pressure) AASHTO T 312 600kPa
Voids in mineral aggregate (min, %)b
Gradation:
No. 4
3/8-inch
1/2-inch
3/4-inch
MS-2
Asphalt Mixture
Volumetrics
16.5–19.5
15.5–18.5
14.5–17.5
13.5–16.5
Dust proportion MS-2
Asphalt Mixture
Volumetrics
0.5–1.4
Hamburg wheel track (min number of passes at 0.5-inch rut
depth)
Specified Binder grade:
PG 58
PG 64
PG 70
PG 76 or higher
CALIFORNIA
TEST 389c
8,000
12,000
15,000
20,000
Moisture susceptibility, tensile strength ratio (min) AASHTO T 283c,
d 70
aCalculate the air voids content of each specimen using AASHTO T 275, Method A, to determine bulk specific gravity. Use AASHTO
T 209, Method A, to determine theoretical maximum specific gravity. Mix design specimen at OBC must be Ndesign ± 0.3%, production
air voids must be Ndesign ± 1.5%.
bMeasure bulk specific gravity using AASHTO T 275, Method A.
cTest plant-produced Type A HMA.
dFreeze thaw required.
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39-2.02B(2)(b) HMA-SP65 -- 65 Gyration Mix Design
Type A HMA-SP65 Mix Design Requirements
Quality characteristic Test method Requirement
Air voids content (%)
AASHTO T 269a
Ninitial > 8.0
Ndesign = 4.0
Nmax > 2.0
Gyration compaction (no. of gyrations)
AASHTO T 312
Ninitial = 7
Ndesign = 65
Nmax = 95
Gyration compaction (compactor ram pressure) AASHTO T 312 600kPa
Voids in mineral aggregate (min, %)b
Gradation:
No. 4
3/8-inch
1/2-inch
3/4-inch
MS-2
Asphalt Mixture
Volumetrics
16.5–19.5
15.5–18.5
14.5–17.5
13.5–16.5
Dust proportion MS-2
Asphalt Mixture
Volumetrics
0.5–1.4
Hamburg wheel track (min number of passes at 0.5-inch rut
depth)
Specified Binder grade:
PG 58
PG 64
PG 70
PG 76 or higher
CALIFORNIA
TEST 389c
10,000
15,000
20,000
25,000
Moisture susceptibility, tensile strength ratio (min) AASHTO T 283c,
d 70
aCalculate the air voids content of each specimen using AASHTO T 275, Method A, to determine bulk specific gravity. Use AASHTO
T 209, Method A, to determine theoretical maximum specific gravity. Mix design specimen at OBC must be Ndesign ± 0.3%, production
air voids must be Ndesign ± 1.5%.
bMeasure bulk specific gravity using AASHTO T 275, Method A.
cTest plant-produced Type A HMA.
dFreeze thaw required.
117
39-2.02B(2)(c) HMA-SP85 -- 85 Gyration Mix Design
Type A HMA-SP85 Mix Design Requirements
Quality characteristic Test method Requirement
Air voids content (%)
AASHTO T 269a
Ninitial > 8.0
Ndesign = 4.0
Nmax > 2.0
Gyration compaction (no. of gyrations)
AASHTO T 312
Ninitial = 8
Ndesign = 85
Nmax = 130
Gyration compaction (compactor ram pressure) AASHTO T 312 600kPa
Voids in mineral aggregate (min, %)b
Gradation:
No. 4
3/8-inch
1/2-inch
3/4-inch
MS-2
Asphalt Mixture
Volumetrics
16.5–19.5
15.5–18.5
14.5–17.5
13.5–16.5
Dust proportion MS-2
Asphalt Mixture
Volumetrics
0.6–1.3
Hamburg wheel track (min number of passes at 0.5-inch rut
depth)
Specified Binder grade:
PG 58
PG 64
PG 70
PG 76 or higher
CALIFORNIA
TEST 389c
10,000
15,000
20,000
25,000
Moisture susceptibility, tensile strength ratio (min) AASHTO T 283c,
d 70
aCalculate the air voids content of each specimen using AASHTO T 275, Method A, to determine bulk specific gravity. Use AASHTO
T 209, Method A, to determine theoretical maximum specific gravity. Mix design specimen at OBC must be Ndesign ± 0.3%, production
air voids must be Ndesign ± 1.5%.
bMeasure bulk specific gravity using AASHTO T 275, Method A.
cTest plant-produced Type A HMA.
dFreeze thaw required.
39-2.02B(2)(d) Reclaimed Asphalt Pavement
For Type A HMA mixtures using RAP, the maximum allowed binder replacement is 25.0 percent
in the upper 0.2 foot exclusive of OGFC and 40.0 percent below. The binder replacement is
calculated as a percentage of the approved JMF target asphalt binder content.
For RAP substitution of 15 percent or less, the grade of the virgin binder must be the specified
grade of asphalt binder for Type A HMA.
For RAP substitution greater than 15 percent and not exceeding 25 percent, the grade of the
virgin binder must be the specified grade of asphalt binder for Type A HMA with the upper and
lower temperature classification reduced by 6 degrees C. Hamburg wheel track requirements
are based on the grade of asphalt binder specified for Type A HMA.
118
39-2.02B(4)(b) Aggregate Gradations
Remove “Aggregate Gradation Requirements” table from Section 39-2.02B(4)(b).
39-2.02C Construction
Remove “Aggregate Gradation Requirements” table from Section 39-2.02C.
39-2.03A(4)(c)(i) Quality Control, General
Add to Section 39-2.03A(4)(c)(i):
The HMA shall be verified by the engineer prior to placement on the jobsite. If agreed to by the
Contractor and the Engineer, the production start-up may be used for verification. If the
production start-up is used for verification the Engineer may require removal and replacement
of the HMA, at his discretion, in the event of verification failure.
The contractor shall have a quality control inspector present with a nuclear gauge actively
monitoring compaction throughout the shift for all paving operations where compaction is an
acceptance criterion; the quality control inspector shall be devoted to that purpose and shall not
have another role on the paving crew. Failure to have a quality control inspector present with a
nuclear gauge will result in liquidated damages of $2000 per day.
Contractor quality control materials testing is optional. However, if the contractor fails to submit
quality control results to the engineer within 72 hours of HMA placement, the contractor waves
all rights to dispute the Engineer’s results. In the event of asphalt binder performance grading,
TSR, or Hamburg wheel track testing by the Engineer, the contractor has 7 days to submit their
test results from the time the Engineer informs the contractor that he is performing testing or
the contractor waves the right to dispute the Engineer’s results.
The Engineer shall test for conformance with aggregate quality characteristics at the beginning
of the project.
The Engineer shall test air void content a minimum of once per day.
The Engineer may sample the hot mix asphalt from truck beds at the plant, from the hopper of
the paving machine, or from the mat behind the paver at the discretion of the Engineer. The
Contractor shall facilitate the sampling process.
39-2.03A(4)(e)(i) Department Acceptance
Replace paragraph 2 of Section 39-2.03A(4)(e)(i) with:
a. In-place material shall meet all design criteria.
b. Asphalt binder content shall be no less than 0.40% below the OBC on the JMF and no greater
than 0.50% above the OBC on the JMF.
c. Air void content at Ndesign shall be 4.0% ± 1.5%.
d. Density of core (% of maximum theoretical specific gravity) shall be 92.0% - 97.0%.
39-2.03B(2) Rubberized Hot Mix Asphalt – Gap Graded Mix Design
Replace “RHMA-G Mix Design Requirements” table in Section 39-2.03B(2) with:
119
RHMA-G Mix Design Requirements
Quality characteristic Test method Requirement
Air voids content (%) AASHTO T
269a Ndesign = 4.0
Gyration compaction (no. of gyrations) AASHTO T 312 Ndesign = 50-
150b
Gyration compaction (compactor ram pressure) AASHTO T 312 600kPa or
825kPa
Asphalt Content (min, % by total weight of mix) MS-2 7.5
Voids in mineral aggregate (min, %) MS-2
Asphalt Mixture
Volumetricsc
18.0–23.0
Hamburg wheel track (number of passes)
Specified Binder grade:
PG 58
PG 64
PG 70
CALIFORNIA
TEST 389d, e
15,000
20,000
25,000
Hamburg wheel track (max, rut depth at required passes) CALIFORNIA
TEST 389d, e 0.50 in.
Moisture susceptibility, tensile strength ratio (min) AASHTO T
283d, f 70
aCalculate the air voids content of each specimen using AASHTO T 275, Method A, to determine bulk specific gravity. Use
AASHTO T 209, Method A, to determine theoretical maximum specific gravity. Mix design specimen at OBC must be N design
± 0.3%, production air voids must be Ndesign ± 1.5%.
bSpecimens shall be held at a constant height for a minimum of 30 minutes and a maximum of 90 minutes, this load time
shall be indicated on the mix design.
cMeasure bulk specific gravity using AASHTO T 275, Method A.
dTest plant produced RHMA.
eStripping inflection point is report only.
fFreeze thaw required.
Warm mix technology shall not be used with RHMA.
RAP shall not be used with RHMA.
39-2.03B(4)(b) Aggregate Gradations
Remove “Aggregate Gradation Requirements” table from Section 39-2.03B(4)(b).
120
Add to Section 39-2.03B(4)(b):
If 3/8-inch RHMA Type G is required, it shall conform to the following gradation:
3/8-inch RHMA-G
Sieve size Target value limits Allowable tolerance
1/2” 100 ---
3/8” 78 – 94 TV ± 6
No. 4 28 – 42 TV ± 7
No. 8 15 – 25 TV ± 6
No. 30 5 – 15 TV ± 5
No. 200 2.0 – 7.0 TV ± 2
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ADD SECTION 39B ASPHALT CONCRETE (HVEEM)
39B ASPHALT CONCRETE (HVEEM)
39B-1 GENERAL
39B-1.01 GENERAL
This section is intended to provide an alternative to Section 39 of the 2024 Caltrans Standard
Specifications for Asphalt Concrete.
39B-1.01A Summary
Section 39B-1 includes general specifications for producing and placing HMA by mixing aggregate
and asphalt binder at a mixing plant and spreading and compacting the HMA mixture.
HMA includes one or more of the following types:
1. Type A
2. Type B
3. OGFC, including HMA-O, RHMA-O, and RHMA-O-HB
4. RHMA-G
The HMA construction process includes one or more of the following:
1. Standard
2. Method
Unless total pavement thickness is less than 0.15 foot or it is otherwise indicated on the plans
or in these special provisions, the Standard Process shall apply. The Engineer, at his sole
discretion, may allow the Method Process only in areas the Engineer deems inaccessible to
conventional paving equipment and procedures.
Unless otherwise indicated on the plans or in these specifications, all HMA shall be Type A.
39B-1.01B Definitions
coarse aggregate: Aggregate retained on a no. 4 sieve.
fine aggregate: Aggregate passing the no. 4 sieve.
supplemental fine aggregate: Aggregate passing the no. 30 sieve, including hydrated lime,
portland cement, and fines from dust collectors.
39B-1.02 MATERIALS
39B-1.02A Geosynthetic Pavement Interlayer
Geosynthetic pavement interlayer must comply with the specifications for pavement fabric, paving
mat, paving grid, paving geocomposite grid, or geocomposite strip membrane.
39B-1.02B Tack Coat
Tack coat must comply with the specifications for asphaltic emulsion or asphalts. Choose the type
and grade.
Notify the Engineer if you dilute asphaltic emulsion with water. The weight ratio of added water to
asphaltic emulsion must not exceed 1 to 1.
Measure added water either by weight or volume in compliance with section 9-1.02 or you may
use water meters from water districts, cities, or counties. If you measure water by volume, apply
a conversion factor to determine the correct weight.
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With each dilution, submit:
1. Weight ratio of water to bituminous material in the original asphaltic emulsion
2. Weight of asphaltic emulsion before diluting
3. Weight of added water
4. Final dilution weight ratio of water to asphaltic emulsion
39B-1.02C Asphalt Binder
Asphalt binder in HMA and OGFC shall be PG 64-10 unless otherwise specified in the plans or
specifications.
Asphalt binder in RHMA shall be PG 64-16 unless otherwise specified in the plans or
specifications.
Asphalt binder in HMA must comply with the specifications for asphalts or section 39B-1.02D.
Asphalt binder for geosynthetic pavement interlayer must comply with the specifications for
asphalts. Choose from Grades PG 64-10, PG 64-16, or PG 70-10.
WARM MIX TECHNOLOGY SHALL NOT BE USED.
39B-1.02D Asphalt Rubber Binder
39B-1.02D(1) General
Use asphalt rubber binder in RHMA-G, RHMA-O, and RHMA-O-HB. Asphalt rubber binder must
be a combination of:
1. Asphalt binder
2. Asphalt modifier
3. CRM
The combined asphalt binder and asphalt modifier must be 80.0 ± 2.0 percent by weight of asphalt
rubber binder.
39B-1.02D(2) Asphalt Modifier
Asphalt modifier must be a resinous, high flash point and aromatic hydrocarbon and must have
the values for the quality characteristics shown in the following table:
Asphalt Modifier for Asphalt Rubber Binder
Quality characteristic Test method Value
Viscosity, m2/s (x 10-6) at 100 °C ASTM D 445 X ± 3 a
Flash point, Cleveland Open
Cup, °C
ASTM D 92 207 min
Molecular analysis
Asphaltenes, percent by mass ASTM D 2007 0.1 max
Aromatics, percent by mass ASTM D 2007 55 min
a The symbol "X" is the proposed asphalt modifier viscosity. "X" must be from 19 to 36. A change
in "X" requires a new asphalt rubber binder design.
Asphalt modifier must be from 2.0 to 6.0 percent by weight of the asphalt binder in the asphalt
rubber binder.
123
39B-1.02D(3) Crumb Rubber Modifier
CRM consists of a ground or granulated combination of scrap tire crumb rubber and high natural
rubber. CRM must be 75.0 ± 2.0 percent scrap tire rubber and 25.0 ± 2.0 percent high natural
rubber by total weight of CRM. Scrap tire crumb rubber must be from any combination of
automobile tires, truck tires, or tire buffings.
Sample and test the scrap tire crumb rubber and high natural rubber separately. CRM must have
the values for the quality characteristics shown in the following table:
Crumb Rubber Modifier for Asphalt Rubber Binder
Quality characteristic Test method Value
Scrap tire crumb rubber
gradation (% passing no. 8
sieve)
LP-10 100
High natural rubber
gradation (% passing no.
10 sieve)
LP-10 100
Wire in CRM (% max.) LP-10 0.01
Fabric in CRM (% max.) LP-10 0.05
CRM particle length (inch max.) a -- 3/16
CRM specific gravity a California
Test 208
1.1–1.2
Natural rubber content in high natural rubber (%) a ASTM D 297 40.0–48.0
a Test at mix design and for certificate of compliance.
CRM must be ground and granulated at ambient temperature. If steel and fiber are cryogenically
separated, it must occur before grinding and granulating. If cryogenically produced, CRM particles
must be large enough to be ground or granulated and not pass through the grinder or granulator.
CRM must be dry, free-flowing particles that do not stick together. CRM must not cause foaming
when combined with the asphalt binder and asphalt modifier. You may add calcium carbonate or
talc up to 3 percent by weight of CRM.
39B-1.02D(4) Asphalt Rubber Binder Design and Profile
Submit a proposal for asphalt rubber binder design and profile. In the design, include the asphalt,
asphalt modifier, and CRM and their proportions. The profile is not a performance specification
and only serves to indicate expected trends in asphalt rubber binder properties during binder
production. The profile must include the same component sources for the asphalt rubber binder
used.
Design the asphalt rubber binder from testing you perform for each quality characteristic and for
the reaction temperatures expected during production. The 24-hour (1,440-minute) interaction
period determines the design profile. At a minimum, mix asphalt rubber binder components, take
samples, and perform and record the tests shown in the following table:
124
Asphalt Rubber Binder Reaction Design Profile
Test Minutes of reaction a Limits
45 60 90 120 240 360 1440
Cone penetration @ 77 °F, 0.10-
mm (ASTM D 217) X b X X 25–70
Resilience @ 77 °F, percent
rebound (ASTM D 5329)
X X X 18 min.
Field softening point, °F
(ASTM D 36)
X X X 125–165
Viscosity, centipoises (LP-11) X X X X X X X 1,500–4,000
a Six hours (360 minutes) after CRM addition, reduce the oven temperature to 275 °F for 16 hours.
After the 16-hour (1,320-minutes) cooldown after CRM addition, reheat the binder to the reaction
temperature expected during production for sampling and testing at 24 hours (1,440 minutes).
b "X" denotes required testing
39B-1.02D(5) Asphalt Rubber Binder
After interacting for at least 45 minutes, asphalt rubber binder must have the values for the quality
characteristics shown in the following table:
Asphalt Rubber Binder
Quality characteristic Test for quality Test method Value
control or acceptance Minimum Maximum
Cone penetration @ 77 °F, 0.10 mm Acceptance ASTM D 217 25 70
Resilience @ 77 °F, percent rebound Acceptance ASTM D 5329 18 --
Field softening point, °F Acceptance ASTM D 36 125 165
Viscosity @ 375 °F, centipoises Quality control LP-11 1,500 4,000
39B-1.02E Aggregate
Aggregate must be clean and free from deleterious substances.
The specified aggregate gradation must be determined before the addition of asphalt binder and
includes supplemental fine aggregate. The Department tests for aggregate grading under
California Test 202, modified by California Test 105 if there is a difference in specific gravity of 0.2
or more between the coarse and fine parts of different aggregate blends.
Choose sieve size TV within each TV limit presented in the aggregate gradation tables.
The proposed aggregate gradation must be within the TV limits for the specified sieve sizes shown
in the following tables:
Aggregate Gradation (Percentage Passing) HMA Types A and B
3/4-inch HMA Types A and B
Sieve sizes TV limits Allowable tolerance
1" 100 --
3/4" 90–100 TV ± 5
1/2" 70–90 TV ± 6
No. 4 45–55 TV ± 7
No. 8 32–40 TV ± 5
No. 30 12–21 TV ± 4
No. 200 2.0–7.0 TV ± 2
125
1/2-inch HMA Types A and B
Sieve sizes TV limits Allowable tolerance
3/4" 100 —
1/2" 95–99 TV ± 6
3/8" 75–95 TV ± 6
No. 4 55–66 TV ± 7
No. 8 38–49 TV ± 5
No. 30 15–27 TV ± 4
No. 200 2.0–8.0 TV ± 2
3/8-inch HMA Types A and B
Sieve sizes TV limits Allowable tolerance
1/2" 100 --
3/8" 95–100 TV ± 6
No. 4 58–72 TV ± 7
No. 8 34–48 TV ± 6
No. 30 18–32 TV ± 5
No. 200 2.0–9.0 TV ± 2
No. 4 HMA Types A and B
Sieve sizes TV limits Allowable tolerance
3/8" 100 --
No. 4 95–100 TV ± 7
No. 8 72–77 TV ± 7
No. 30 37–43 TV ± 7
No. 200 2.0–12.0 TV ± 4
RHMA-G
3/4-inch RHMA-G
Sieve sizes TV limits Allowable tolerance
1" 100 —
3/4" 95–100 TV ± 5
1/2" 83–87 TV ± 6
3/8" 65–70 TV ± 6
No. 4 28–42 TV ± 7
No. 8 14–22 TV ± 5
No. 200 0–6.0 TV ± 2
1/2-inch RHMA-G
Sieve sizes TV limits Allowable tolerance
3/4" 100 --
1/2" 90–100 TV ± 6
3/8" 83–87 TV ± 6
No. 4 28–42 TV ± 7
No. 8 14–22 TV ± 5
No. 200 0–6.0 TV ± 2
3/8-inch RHMA-G
Sieve sizes TV limits Allowable tolerance
1/2" 100 --
3/8" 78–94 TV ± 6
No. 4 28–42 TV ± 7
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No. 8 15–25 TV ± 6
No. 30 5–15 TV ± 5
No. 200 2.0–7.0 TV ± 2
OGFC
1-inch OGFC
Sieve sizes TV limits Allowable tolerance
1 1/2" 100 —
1" 99–100 TV ± 5
3/4" 85–96 TV ± 5
1/2" 55–71 TV ± 6
No. 4 10–25 TV ± 7
No. 8 6–16 TV ± 5
No. 200 1.0–6.0 TV ± 2
1/2-inch OGFC
Sieve sizes TV limits Allowable tolerance
3/4" 100 --
1/2" 95–100 TV ± 6
3/8" 78–89 TV ± 6
No. 4 28–37 TV ± 7
No. 8 7–18 TV ± 5
No. 30 0–10 TV ± 4
No. 200 0–3.0 TV ± 2
3/8-inch OGFC
Sieve sizes TV limits Allowable tolerance
1/2" 100 --
3/8" 90–100 TV ± 6
No. 4 29–36 TV ± 7
No. 8 7–18 TV ± 6
No. 30 0–10 TV ± 5
No. 200 0–3.0 TV ± 2
Before the addition of asphalt binder and lime treatment, aggregate must have the values for the
quality characteristics shown in the following table:
Aggregate Quality
Quality characteristic Test
method
HMA type
A B RHMA-G OGFC
Percent of crushed
particles Coarse
aggregate (% min.) One
fractured face
Two fractured
faces Fine
aggregate (% min)
(Passing no. 4 sieve
and retained on no. 8
sieve.) One fractured
face
California
Test 205
90
75
70
25
--
20
--
9
0
70
90
75
90
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Los Angeles Rattler (%
max.) Loss at 100 rev. Loss at 500 rev.
California
Test 211
12 45 --
5
0
12 40 12 40
Sand equivalent (min.) a California
Test 217
47 42 47 --
Fine aggregate
angularity (% min.) b
California
Test 234
45 45 45 --
Flat and elongated
particles (% max. by
weight @ 5:1)
California
Test 235
10 10 10 10
a Reported value must be the average of 3 tests from a single sample.
b The Engineer waives this specification if HMA contains less than 10 percent of nonmanufactured
sand by weight of total aggregate. Manufactured sand is fine aggregate produced by crushing
rock or gravel.
The hot mix asphalt to be used will be as follows unless modified by the plans or these special
provisions:
Digouts: 1/2-inch Type A, 3/4-inch Type A may be used if the lift thickness is greater than
0.20-foot.
Base Courses: 1/2-inch Type A, 3/4-inch Type A may be used if the lift thickness is greater
than 0.20-foot.
Leveling Courses: 3/8-inch Type A or No. 4 Type A
Surface Courses: 1/2-inch Type A or 3/8-inch Type G if RHMA is specified
Skin Patches: 3/8-inch Type A or No. 4 Type A.
39B-1.02F Reclaimed Asphalt Pavement
You may substitute RAP for part of the virgin aggregate in a quantity up to 25 percent of the
aggregate blend.
Provide enough space at your plant for complying with all RAP handling requirements. Provide a
clean, graded base, well drained area for stockpiles.
If RAP is from multiple sources, blend the RAP thoroughly and completely before fractionating.
For RAP substitution greater than 15 percent of the aggregate blend, fractionate RAP stockpiles
into 2 sizes, a coarse fraction RAP retained on 3/8-inch sieve and a fine fraction RAP passing 3/8-
inch sieve. For RAP substitution of 15 percent of the aggregate blend or less, fractionation is not
required.
You may use the coarse fractionated stockpile, the fine fractionated stockpile, or a combination of
the coarse and fine fractionated stockpiles.
Isolate the processed RAP stockpiles from other materials. Store processed RAP in conical or
longitudinal stockpiles. Processed RAP must not be agglomerated or be allowed to congeal in
large stockpiles.
The coarse RAP stockpile shall have 100% passing the 1-inch sieve and the fine RAP stockpile
shall have 98-100% passing the 3/8-inch sieve. For Type A HMA mixtures using RAP, the
maximum allowed binder replacement is 25.0 percent in the upper 0.2 foot exclusive of OGFC
and 40.0 percent below. The binder replacement is calculated as a percentage of the approved
JMF target asphalt binder content.
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For RAP substitution of 15 percent or less, the grade of the virgin binder must be the specified
grade of asphalt binder for Type A HMA.
For RAP substitution greater than 15 percent and not exceeding 25 percent, the grade of the virgin
binder must be the specified grade of asphalt binder for Type A HMA with the upper and lower
temperature classification reduced by 6 degrees C. Hamburg wheel track requirements are based
on the grade of asphalt binder specified for Type A HMA.
RAP SHALL NOT BE USED IN RHMA OR OGFC.
39B-1.03 HOT MIX ASPHALT MIX DESIGN REQUIREMENTS
39B-1.03A General
The mix design process consists of performing California Test 367 and laboratory procedures on
combinations of aggregate gradations and asphalt binder contents to determine the OBC and HMA
mixture qualities. The results become the proposed JMF.
Use the Contractor Hot Mix Asphalt Design Data form to record aggregate quality and mix
design data. Use the Contractor Job Mix Formula Proposal form to present the JMF.
Laboratories testing aggregate qualities and preparing the mix design and JMF must be qualified
under the Department's Independent Assurance Program. Take samples under California Test
125.
The Engineer reviews the aggregate qualities, mix design, and JMF and verifies and authorizes
the JMF.
You may change the JMF during production. Do not use the changed JMF until it is authorized.
Except if adjusting the JMF as specified in section 39B-1.03E, perform a new mix design and
submit a new JMF submittal if you change any of the following:
1. Target asphalt binder percentage
2. Asphalt binder supplier
3. Asphalt rubber binder supplier
4. Component materials used in asphalt rubber binder or percentage of any component
materials
5. Combined aggregate gradation
6. Aggregate sources
7. Substitution rate for RAP aggregate of more than 5 percent
8. Any material in the JMF
For OGFC, submit a complete JMF submittal, except for asphalt binder content. The Department
determines the asphalt binder content under California Test 368 within 20 days of your complete
JMF submittal and provides you a Caltrans Hot Mix Asphalt Verification form.
39B-1.03B Hot Mix Asphalt Mix Design
Perform a mix design that produces HMA with the values for the quality characteristics shown in
the following table:
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HMA Mix Design Requirements
Quality characteristic Test HMA type
method A B RHMA-G
Air void content (%) Californi
a Test
367
4.0 4.0 3.5
Voids in mineral aggregate (% min.) California
No. 4 grading Test 367 17.0 17.0 --
3/8" grading 15.0 15.0 18.0–23.0a
1/2" grading 14.0 14.0 18.0–23.0a
3/4" grading 13.0 13.0 18.0–23.0a
Voids filled with asphalt (%) California Note c
No. 4 grading Test 367 76.0–80.0 76.0–80.0 3/8" grading 73.0–76.0 73.0–76.0 1/2" grading 65.0–75.0 65.0–75.0 3/4" grading 65.0–75.0 65.0–75.0
Dust proportion California Note c
No. 4 and 3/8" gradings Test 367 0.9–2.0 0.9–2.0 1/2" and 3/4" gradings 0.6–1.3 0.6–1.3
Stabilometer value (min.) b California No. 4 and 3/8" gradings Test 366 30 30 23
1/2" and 3/4" gradings 37 35 23
Hamburg wheel track (min number of passes at 0.5-inch rut depth) Specified Binder grade: PG 58 PG 64 PG 70 PG 76 or higher
California
Test
389d,e
10,000 15,000 20,000 25,000
10,000 15,000 20,000 25,000
15,000 20,000 25,000 Tensile Strength Ratio (% min.) f California 70 70 70
Test 371
a Voids in mineral aggregate for RHMA-G must be within this range. b California Test 304, Part 2.13.
c Report this value in the JMF submittal.
d Test plant-produced Type A HMA or Type G RHMA.
e Stripping inflection point is report only.
f Prepare specimens by California Test 304.
Report the average of 3 tests. If the range of stability for the 3 briquettes is more than 8 points,
prepare new briquettes and test again. The average air void content may vary from the specified
air void content by ±0.5 percent.
39B-1.03C Job Mix Formula Submittal
Each JMF submittal must consist of:
Proposed JMF on a Contractor Job Mix Formula Proposal form
Mix design records on a Contractor Hot Mix Asphalt Design Data form dated within 12 months of
submittal
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JMF verification on a Caltrans Hot Mix Asphalt Verification form, if applicable
JMF renewal on a Caltrans Production Start-Up Evaluation form, if applicable
MSDS for the following:
Asphalt binder
Base asphalt binder used in asphalt rubber binder
CRM and asphalt modifier used in asphalt rubber binder
Blended asphalt rubber binder mixture
Supplemental fine aggregate except fines from dust collectors
Antistrip additives
If the Engineer requests, sample the following materials in the presence of the Engineer and place
in labeled containers weighing no more than 50 lb each:
Coarse, fine, and supplemental fine aggregate from stockpiles, cold feed belts, or hot bins.
Samples must be at least 120 lb for each coarse aggregate, 80 lb for each fine aggregate, and 10
lb for each type of supplemental fines. The Department combines these aggregate samples to
comply with the JMF TVs submitted on a Contractor Job Mix Formula Proposal form.
RAP from stockpiles or RAP system. Samples must be at least 60 lb.
Asphalt binder from the binder supplier. Samples must be in two 1-quart cylindrical-shaped cans
with open top and friction lids.
Asphalt rubber binder with the components blended in the proportions to be used. Samples must
be in four 1-quart cylindrical-shaped cans with open top and friction lids.
Notify the Engineer at least 2 business days before sampling materials. For aggregate and RAP,
split the samples into at least 4 parts. Submit 3 parts to the Engineer and use 1 part for your testing.
39B-1.03D Job Mix Formula Review
The Engineer reviews each mix design and proposed JMF within 5 business days from the
complete JMF submittal. The review consists of reviewing the mix design procedures and
comparing the proposed JMF with the specifications.
The Engineer may verify aggregate quality characteristics during this review period.
39B-1.03E Job Mix Formula Verification
If you cannot submit a Department-verified JMF on a Caltrans Hot Mix Asphalt Verification form
dated within 12 months before HMA production, the Engineer verifies the JMF.
Based on your testing and production experience, you may submit an adjusted JMF on a
Contractor Job Mix Formula Proposal form before verification testing. JMF adjustments may
include a change in the:
1. Asphalt binder content TV up to ±0.6 percent from the OBC value submitted on a Contractor
Hot Mix Asphalt Design Data form, except for RHMA-G, do not adjust the TV for asphalt
rubber binder below 7.0 percent
2. Aggregate gradation TVs within the TV limits specified in the aggregate gradation tables
For HMA Type A, Type B, and RHMA-G, the Engineer verifies the JMF from samples taken from
HMA produced by the plant to be used. Notify the Engineer at least 2 business days before
sampling materials.
In the Engineer's presence and from the same production run, take samples of:
1. Aggregate
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2. Asphalt binder
3. RAP
4. HMA
Sample aggregate from cold feed belts or hot bins. Sample RAP from the RAP system. Sample
HMA under California Test 125, except if you request and if authorized, you may sample from any
of the following locations:
1. Plant
2. Truck
3. Windrow
4. Paver hopper
5. Mat behind the paver
You may sample from a different project, including a non-Department project, if you make
arrangements for the Engineer to be present during sampling.
For aggregate, RAP, and HMA, split the samples into at least 4 parts and label their containers.
Submit 3 split parts and keep 1 part for your testing.
The Engineer verifies each proposed JMF within 20 days of receiving all verification samples and
the JMF submittal has been accepted. If you request, the Engineer verifies RHMA-G quality
requirements within 3 business days of sampling. Verification is testing for compliance with the
specifications for:
1. Aggregate quality
2. Aggregate gradation TVs within the TV limits
3. Asphalt binder content TV within the TV limit
4. HMA quality specified in the table HMA Mix Design Requirements except:
4.1. Air void content, design value ±2.0 percent
4.2. Voids filled with asphalt, report only if an adjustment for asphalt binder
content TV is less than ± 0.3 percent from OBC
4.3. Dust proportion, report only if an adjustment for asphalt binder content TV is
less than ±0.3 percent from OBC
The Engineer prepares 3 briquettes from a single split sample. To verify the JMF for stability and
air void content, the Engineer tests the 3 briquettes and reports the average of 3 tests. The
Engineer ttes if the range of stability for the 3 briquettes is more than 8 points.
The Engineer may use the briquettes used for stability testing to determine bulk specific gravity
under California Test 308. If the same briquettes are used and the tests using bulk specific gravity
fail, the Engineer prepares 3 new briquettes and determines a new bulk specific gravity.
If the JMF is verified, the Engineer provides you a Caltrans Hot Mix Asphalt Verification form.
If tests on plant-produced samples do not verify the JMF, the Engineer notifies you and you must
submit a new JMF submittal or submit an adjusted JMF based on your testing. JMF adjustments
may include a change in:
1. Asphalt binder content TV up to ±0.6 percent from the OBC value submitted on a Contractor
Hot Mix Asphalt Design Data form except do not adjust the TV for asphalt rubber binder for
RHMA-G below 7.0 percent
2. Aggregate gradation TVs within the TV limits specified in the aggregate gradation tables
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You may adjust the JMF only once due to a failed verification test. An adjusted JMF requires a new
Contractor Job Mix Formula Proposal form and verification of a plant-produced sample. The
Engineer reverifies the JMF if HMA production has stopped for longer than 30 days and the verified
JMF is older than 12 months.
For each HMA type and aggregate size specified, the Engineer verifies at the Department's
expense up to 2 proposed JMF, including a JMF adjusted after verification failure. The Engineer
deducts $3,000 from payments for each verification exceeding this limit. This deduction does not
apply to verifications initiated by the Engineer or if a JMF expires while HMA production is stopped
longer than 30 days.
39B-1.03F Job Mix Formula Renewal
You may request a JMF renewal by submitting:
1. Proposed JMF on a Contractor Job Mix Formula Proposal form
2. Previously verified JMF documented on a Caltrans Hot Mix Asphalt Verification form dated
within 12 months
3. Mix design documentation on a Contractor Hot Mix Asphalt Design Data form used for the
previously verified JMF
If the Engineer requests, sample the following materials in the presence of the Engineer and place
in labeled containers weighing no more than 50 lb each:
1. Coarse, fine, and supplemental fine aggregate from stockpiles, cold feed belts, or hot bins.
Samples must include at least 120 lb for each coarse aggregate, 80 lb for each fine
aggregate, and 10 lb for each type of supplemental fines. The Department combines these
aggregate samples to comply with the JMF TVs submitted on a Contractor Job Mix Formula
Proposal form.
2. RAP from stockpiles or RAP system. Samples must be at least 60 lb.
3. Asphalt binder from the binder supplier. Samples must be in two 1-quart cylindrical-shaped
cans with open top and friction lids.
4. Asphalt rubber binder with the components blended in the proportions to be used. Samples
must be in four 1-quart cylindrical-shaped cans with open top and friction lids.
Notify the Engineer at least 2 business days before sampling materials. For aggregate, RAP, and
HMA, split samples into at least 4 parts. Submit 3 parts to the Engineer and use 1 part for your
testing.
The Engineer reviews each complete JMF renewal submittal within 5 business days.
The Engineer may verify aggregate qualities during this review period.
The Engineer verifies the JMF under section 39B-1.03E except:
1. Engineer retains samples until you provide test results for your part on a Contractor Job Mix
Formula Renewal form.
2. Department tests samples of materials obtained from the HMA production unit after you
submit test results that comply with the specifications for the quality characteristics in
section 39B-1.03E.
3. Engineer verifies each proposed JMF within 30 days of receiving verification samples.
4. You may not adjust the JMF due to a failed verification.
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5. For each HMA type and aggregate gradation specified, the Engineer verifies at the
Department's expense 1 proposed JMF.
If the Engineer verifies the JMF renewal, the Engineer provides you a Caltrans Hot Mix Asphalt
Verification form.
39B-1.03G Job Mix Formula Acceptance
You may start HMA production if:
1. Engineer's review of the JMF shows compliance with the specifications
2. Department has verified the JMF within 12 months before HMA production
3. Engineer authorizes the verified JMF
39B-1.04 CONTRACTOR QUALITY CONTROL
39B-1.04A General
Establish, maintain, and change a quality control system to ensure materials and work comply with
the specifications. Submit quality control test results within 3 days of a request.
You must identify the HMA sampling location in your QC plan. During production, take samples
under California Test 125, except if you request and if authorized, sample HMA from any of the
following locations:
1. Plant
2. Truck
3. Windrow
4. Paver hopper
5. Mat behind the paver
39B-1.04B Prepaving Conference
Hold a prepaving conference with the Engineer at a mutually agreed time and place. Discuss
methods of performing the production and paving work.
39B-1.04C Asphalt Rubber Binder
Take asphalt rubber binder samples from the feed line connecting the asphalt rubber binder tank
to the HMA plant. Sample and test asphalt rubber binder under Laboratory Procedure LP-11.
Test asphalt rubber binder for compliance with the viscosity specifications in section 39B-1.02.
During the asphalt rubber binder production and HMA production using asphalt rubber binder,
measure the viscosity every hour with not less than 1 reading for each asphalt rubber binder batch.
Log the measurements with the corresponding time and asphalt rubber binder temperature.
Submit the log daily.
Submit a certificate of compliance and test results for CRM and asphalt modifier with each
truckload delivered to the HMA plant. A certificate of compliance for asphalt modifier must not
represent more than 5,000 lb. Use an AASHTO-certified laboratory for testing.
Sample and test gradation and wire and fabric content of CRM once per 10,000 lb of scrap tire
crumb rubber and once per 3,400 lb of high natural rubber. Sample and test scrap tire crumb
rubber and high natural rubber separately.
Submit certified weight slips for the furnished CRM and asphalt modifier.
39B-1.04D Aggregate
134
Determine the aggregate moisture content and RAP moisture content in continuous mixing plants
at least twice a day during production and adjust the plant controller. Determine the RAP moisture
content in batch mixing plants at least twice a day during production and adjust the plant controller.
39B-1.04E Reclaimed Asphalt Pavement
Perform RAP quality control testing each day.
Sample RAP once daily and determine the RAP aggregate gradation under California Test 367,
appendix B, and submit the results with the combined aggregate gradation.
39B-1.04F Density Cores
To determine density for Standard construction process projects, take 4- or 6-inch diameter density
cores at least once every 5 business days. Take 1 density core for every 250 tons of HMA from
random locations the Engineer designates. Take density cores in the Engineer's presence and
backfill and compact holes with authorized material. Before submitting a density core, mark it with
the density core's location and place it in a protective container.
If a density core is damaged, replace it with a density core taken within 1 foot longitudinally from
the original density core. Relocate any density core located within 1 foot of a rumble strip to 1 foot
transversely away from the rumble strip.
39B-1.04G Briquettes
Prepare 3 briquettes for each stability and air void content determination. Report the average of 3
tests. Prepare new briquettes and test again when the range of stability for the 3 briquettes is more
than 8 points.
You may use the same briquettes used for stability testing to determine bulk specific gravity under
California Test 308. If you use these briquettes and tests using bulk specific gravity fail, you may
prepare 3 new briquettes and determine a new bulk specific gravity.
39B-1.05 ACCEPTANCE CRITERIA
HMA acceptance is specified in the sections for each HMA construction process.
The Department samples materials for testing under California Test 125 and the applicable test
method, except samples may be taken:
1. At the plant from a truck or an automatic sampling device
2. From the mat behind the paver
Sampling must be independent of Contractor quality control, statistically based, and random. If
you request, the Department splits samples and provides you with a part.
HMA acceptance is based on:
1. Authorized JMF
2. Accepted QC plan for Standard construction process projects
3. Compliance with the HMA acceptance tables
4. Visual inspection
The Department prepares 3 briquettes for each stability and air void content determination. The
average of 3 tests is reported. If the range of stability for the 3 briquettes is more than 8 points,
new briquettes are prepared and tested.
135
The Department may use the briquettes used for stability testing to determine bulk specific gravity
under California Test 308. If the Engineer uses the same briquettes and the tests using that bulk
specific gravity fail, the Engineer prepares 3 new briquettes and determines a new bulk specific
gravity.
39B-1.06 DISPUTE RESOLUTION
Work with the Engineer to avoid potential conflicts and to resolve disputes regarding test result
discrepancies. Notify the Engineer within 5 days of receiving a test result if you dispute the test
result.
If you or the Engineer dispute each other's test results, submit quality control test results and
copies of paperwork including worksheets used to determine the disputed test results. An
independent third party performs referee testing. Before the independent third party participates
in a dispute resolution, the party must be accredited under the Department's Independent
Assurance Program. The independent third party must be independent of the project. By mutual
agreement, the independent third party is chosen from:
1. Department laboratory
2. Department laboratory in a district or region not in the district or region the project is
located
3. Transportation Laboratory
4. Laboratory not currently employed by you or your HMA producer
If split quality control or acceptance samples are not available, the independent third party uses
any available material representing the disputed HMA for evaluation.
39B-1.07 PRODUCTION START-UP EVALUATION
The Engineer evaluates HMA production and placement at production start-up.
Within the first 750 tons produced on the 1st day of HMA production, in the Engineer's presence
and from the same production run, take samples of:
1. Aggregate
2. Asphalt binder
3. RAP
4. HMA
Sample aggregate from cold feed belts or hot bins. Take RAP samples from the RAP system.
Sample HMA under California Test 125, except if you request and if authorized, you may sample
HMA from any of the following locations:
1. Plant
2. Truck
3. Windrow
4. Paver hopper
5. Mat behind the paver
For aggregate, RAP, and HMA, split the samples into at least 4 parts and label their containers.
Submit 3 split parts and keep 1 part.
For Standard construction process projects, you and the Department must test the split samples
and report test results within 3 business days of sampling. If you proceed before receipt of the test
results, the Engineer may consider the HMA placed to be represented by these test results.
136
For Standard construction process projects, take 4- or 6-inch diameter density cores within the
first 750 tons on the 1st day of HMA production. For each density core, the Department reports
the bulk specific gravity determined under California Test 308, Method A, in addition to the percent
of maximum theoretical density. You may test for in-place density at the density core locations and
include them in your production tests for percent of maximum theoretical density.
39B-1.08 PRODUCTION
39B-1.08A General
Produce HMA in a batch mixing plant or a continuous mixing plant. Proportion aggregate by hot
or cold feed control.
HMA plants must be Department qualified. Before production, the HMA plant must have current
qualification under the Department's Materials Plant Quality Program.
During production, you may adjust:
1. Hot or cold feed proportion controls for virgin aggregate and RAP
2. Set point for asphalt binder content
39B-1.08B Mixing
Mix HMA ingredients into a homogeneous mixture of coated aggregates. Asphalt binder must be
from 275 to 375 degrees F when mixed with aggregate.
Asphalt rubber binder must be from 350 to 425 degrees F when mixed with aggregate.
When mixed with asphalt binder, aggregate must not be more than 325 degrees F, except
aggregate for OGFC must be not more than 275 degrees F. These aggregate temperature
specifications do not apply if you use RAP.
HMA with or without RAP must not be more than 325 degrees F.
39B-1.08C Asphalt Rubber Binder
Deliver scrap tire crumb rubber and high natural rubber in separate bags.
Either proportion and mix asphalt binder, asphalt modifier, and CRM simultaneously or premix the
asphalt binder and asphalt modifier before adding CRM. If you premix the asphalt binder and
asphalt modifier, the asphalt binder must be from 375 to 425 degrees F when you add the asphalt
modifier. Mix for at least 20 minutes. When you add CRM, the asphalt binder and asphalt modifier
must be from 375 to 425 degrees F.
Do not use asphalt rubber binder during the first 45 minutes of the reaction period. During this
period, the asphalt rubber binder mixture must be from 375 to the lower of 425 degrees F or 25
degrees F below the asphalt binder's flash point described in the MSDS.
If any asphalt rubber binder is not used within 4 hours after the reaction period, discontinue
heating. If the asphalt rubber binder drops below 375 degrees F, reheat before use.
If you add more scrap tire crumb rubber to the reheated asphalt rubber binder, the binder must
react for 45 minutes. The added scrap tire crumb rubber must not exceed 10 percent of the total
asphalt rubber binder weight. Reheated and reacted asphalt rubber binder must comply with the
viscosity specifications for asphalt rubber binder in section 39B-1.02D. Do not reheat asphalt
rubber binder more than twice.
39B-1.09 SUBGRADE, TACK COAT, AND GEOSYNTHETIC PAVEMENT INTERLAYER
39B-1.09A General
137
Prepare subgrade or apply tack coat to surfaces receiving HMA. If specified, place geosynthetic
pavement interlayer over a coat of asphalt binder.
The work shall consist of preparing the existing street surfaces prior to the commencement of
paving. Such work shall include removing raised pavement markers, removing thermoplastic
traffic markings and legends, controlling nuisance water, sweeping, watering, and removing loose
and broken pavement and foreign material as specified in the Standard Specifications and these
Technical Provisions, and as directed by the Engineer.
39B-1.09B Subgrade
Subgrade to receive HMA must comply with the compaction and elevation tolerance specifications
in the sections for the material involved. Subgrade must be free of loose and extraneous material.
If HMA is paved on existing base or pavement, remove loose paving particles, dirt, and other
extraneous material by any means including flushing and sweeping.
39B-1.09C Tack Coat
Apply tack coat:
1. To existing pavement, including planed surfaces
2. Between HMA layers
3. To vertical surfaces of:
3.1. Curbs
3.2. Gutters
3.3. Construction joints
Before placing HMA, apply tack coat in 1 application. The application rate must be the minimum
residual rate specified for the underlying surface conditions shown in the following tables:
Tack Coat Application Rates for HMA Type A, Type B, and RHMA-G
HMA overlay over:
Minimum residual rates (gal/sq yd)
CSS1/CSS1h,
SS1/SS1h
and
QS1h/CQS1h
asphaltic emulsion
CRS1/CRS2,
RS1/RS2 and
QS1/CQS1
asphalt
ic
emulsi
on
Asphalt binder and
PMRS2/PMCRS2
and
PMRS2h/PMCRS
2h asphaltic emulsion
New HMA (between layers) 0.02 0.03 0.02
PCC and existing HMA (AC)
surfaces 0.03 0.04 0.03
Planed PCC and HMA (AC)
surfaces 0.05 0.06 0.04
138
Tack Coat Application Rates for OGFC
OGFC over:
Minimum residual rates (gal/sq yd)
CSS1/CSS1h,
SS1/SS1h
and
QS1h/CQS1h
asphaltic emulsion
CRS1/CRS2,
RS1/RS2 and
QS1/CQS1
asphalt
ic
emulsi
on
Asphalt binder and
PMRS2/PMCRS2
and
PMRS2h/PMCRS
2h asphaltic emulsion
New HMA 0.03 0.04 0.03
PCC and existing HMA (AC)
surfaces 0.05 0.06 0.04
Planed PCC and HMA (AC)
surfaces 0.06 0.07 0.05
If you dilute asphaltic emulsion, mix until homogeneous before application.
For vertical surfaces, apply a residual tack coat rate that will thoroughly coat the vertical face
without running off.
If you request and if authorized, you may:
1. Change tack coat rates
2. Omit tack coat between layers of new HMA during the same work shift if:
2.1. No dust, dirt, or extraneous material is present
2.2. Surface is at least 140 degrees F
Immediately in advance of placing HMA, apply additional tack coat to damaged areas or where
loose or extraneous material is removed.
Close areas receiving tack coat to traffic. Do not track tack coat onto pavement surfaces beyond
the job site.
Asphalt binder tack coat must be from 285 to 350 degrees F when applied.
39B-1.09D Geosynthetic Pavement Interlayer
Place geosynthetic pavement interlayer under the manufacturer's instruction. Before placing the
geosynthetic pavement interlayer and asphalt binder:
1. Repair cracks 1/4 inch and wider, spalls, and holes in the pavement. These repairs are
change order work.
2. Clean the pavement of loose and extraneous material.
Immediately before placing the interlayer, apply 0.25 ± 0.03 gal of asphalt binder per square yard
of interlayer or until the fabric is saturated. Apply asphalt binder the width of the geosynthetic
pavement interlayer plus 3 inches on each side. At interlayer overlaps, apply asphalt binder on the
lower interlayer the same overlap distance as the upper interlayer.
Asphalt binder must be from 285 to 350 degrees F and below the minimum melting point of the
geosynthetic pavement interlayer when applied.
139
Align and place the interlayer with no folds that result in a triple thickness, except that triple
thickness layers less than 1 inch in width may remain if less than 1/2 inch in height. Folds that
result in a triple layer greater than a 1 inch width must be slit and overlapped in a double thickness
at least 2 inches in width.
The minimum HMA thickness over the interlayer must be 0.12 foot thick, including conform tapers.
Do not place the interlayer on a wet or frozen surface.
Overlap the interlayer borders from 2 to 4 inches. In the direction of paving, overlap the following
roll with the preceding roll at any break.
You may use rolling equipment to correct distortions or wrinkles in the interlayer.
If asphalt binder tracked onto the interlayer or brought to the surface by construction equipment
causes interlayer displacement, cover it with a small quantity of HMA.
Before placing HMA on the interlayer, do not expose the interlayer to:
1. Traffic, except for crossings under traffic control, and only after you place a small HMA
quantity
2. Sharp turns from construction equipment
3. Damaging elements
Pave HMA on the interlayer during the same work shift.
39B-1.09E Vegetation Removal and Herbicide
Prior to placing asphalt paving over an existing surface, the surface must be cleaned by vacuum
sweeping, or other means necessary to remove all surface contaminates, to the satisfaction of the
Engineer, including:
1. Loose particles of paving
2. Dirt
3. Grease
4. Oil spots
5. Other extraneous material
Prior to vegetation removal spray an approved herbicide, which leaves behind a visible blue
marker dye, a minimum of 48 hours in advance of vegetation removal. Submit to the Engineer a
written recommendation, for herbicide intended to be used, by a Licensed Pest Control Adviser
along with material safety data sheets of recommended products. Apply Herbicide in strict
compliance with all:
1. Federal law
2. State law
3. Local law
4. Manufacturer’s recommendations
Remove vegetation in pavement from the following locations prior to cleaning and placing HMA.
1. Cracks
2. Between pavement and gutter
3. Between pavement and curb
39B-1.10 SPREADING AND COMPACTING EQUIPMENT
Paving equipment for spreading must be:
140
1. Self-propelled
2. Mechanical
3. Equipped with a screed or strike-off assembly that can distribute HMA the full width of a traffic
lane
4. Equipped with a full-width compacting device
5. Equipped with automatic screed controls and sensing devices that control the thickness,
longitudinal grade, and transverse screed slope
Install and maintain grade and slope references.
The screed must produce a uniform HMA surface texture without tearing, shoving, or gouging.
Unless approved otherwise, ski-type devices with a minimum length of 30 feet shall be used to
provide a reference for the grade sensor. Skis shall be constructed and installed in such a manner
that a reference to the average elevation of the existing pavement, along the length of the ski, is
maintained at the sensor point. When placing surfacing adjacent to surfacing previously placed in
conformance with these provisions, a joint matching shoe of adequate size and type to properly
sense the grade of the previously placed mat may be used in lieu of the 30-foot ski.
The ski shall be mounted at a location which will provide an accurate reference for the surfacing
being placed. This may require the ski to be mounted ahead of and inside the outer limits of the
screed. Automatic cross slope control may be accomplished by use of a ski and grade sensor on
each side of the paving machine.
Automatic screed controls shall be installed in such a manner that the occasional manual
adjustments necessary to maintain the attitude of the screed parallel to the underlying pavement
are readily accomplished. Automatic screed controls shall be installed so that with little or no delay,
use of the automatic controls can be discontinued and the screed controlled by manual methods.
If it is determined by the Engineer that the existing grade and cross slope are too irregular for the
automatic controls to provide the quality of work required, the use of the automatic controls shall
be discontinued and the spreading equipment adjusted by manual methods. Use of automatic
controls shall resume when the Engineer has determined that it is again practical and so orders.
The paver must not leave marks such as ridges and indentations, unless you can eliminate them
by rolling.
Rollers must be equipped with a system that prevents HMA from sticking to the wheels. You may
use a parting agent that does not damage the HMA or impede the bonding of layers.
The number of rollers required for each paving operation shall be such that all rolling for density
can be completed before the temperature of the hot mix asphalt mixture drops below 240 degrees
Fahrenheit.
Breakdown rolling shall commence when the hot mix asphalt is placed. Rolling shall be
accomplished with the drive wheel forward and with the advance and return passes in the same
line.
Intermediate rolling shall be performed by an 8 to 12 ton pneumatic tire roller.
141
The Contractor shall have hand-compaction equipment immediately available for compacting all
areas inaccessible to rollers. Hand-compaction shall be performed concurrently with breakdown
rolling. If for any reason hand-compaction falls behind breakdown rolling, further placement of hot
mix asphalt shall be suspended until hand-compaction is completed. Hand-compaction includes
vibraplates and hand tampers. Hand torches shall be available for rework of areas which have
cooled.
After compaction, the surface texture of all hand work areas shall match the surface texture of the
machine placed mat. Any coarse or segregated areas shall be corrected immediately upon
discovery. Failure to immediately address these areas shall cause suspension of hot mix asphalt
placement until the areas are satisfactorily addressed, unless otherwise allowed by the Engineer.
In areas inaccessible to spreading and compacting equipment:
1. Spread the HMA by any means to obtain the specified lines, grades, and cross sections.
2. Use a pneumatic tamper, plate compactor, or equivalent to achieve thorough compaction.
39B-1.11 TRANSPORTING, SPREADING, AND COMPACTING
Do not pave HMA on wet pavement or a frozen surface.
You may deposit HMA in a windrow and load it in the paver if:
1. Paver is equipped with a hopper that automatically feeds the screed
2. Loading equipment can pick up the windrowed material and deposit it in the paver hopper
without damaging base material
3. Activities for deposit, pickup, loading, and paving are continuous
4. HMA temperature in the windrow does not fall below 260 degrees F
You may pave HMA in 1 or more layers on areas less than 5 feet wide and outside the traveled
way, including shoulders. You may use mechanical equipment other than a paver for these areas.
The equipment must produce uniform smoothness and texture.
HMA handled, spread, or windrowed must not stain the finished surface of any improvement,
including pavement.
Do not use petroleum products such as kerosene or diesel fuel to release HMA from trucks,
spreaders, or compactors.
HMA must be free of:
1. Segregation
2. Coarse or fine aggregate pockets
3. Hardened lumps
Longitudinal joints in the top layer must match specified lane edges. Alternate the longitudinal joint
offsets in the lower layers at least 0.5 foot from each side of the specified lane edges. You may
request other longitudinal joint placement patterns.
Until the adjoining through lane's top layer has been paved, do not pave the top layer of:
1. Shoulders
2. Tapers
3. Transitions
4. Road connections
5. Driveways
6. Curve widenings
7. Chain control lanes
8. Turnouts
9. Turn pockets
142
If the number of lanes changes, pave each through lane's top layer before paving a tapering lane's
top layer. Simultaneous to paving a through lane's top layer, you may pave an adjoining area's top
layer, including shoulders. Do not operate spreading equipment on any area's top layer until
completing final compaction.
If leveling with HMA is specified, fill and level irregularities and ruts with HMA before spreading
HMA over the base, existing surfaces, or bridge decks. You may use mechanical equipment other
than a paver for these areas. The equipment must produce uniform smoothness and texture. HMA
used to change an existing surface's cross slope or profile is not paid for as HMA (leveling).
A leveling course of variable thickness shall be placed and compacted prior to placing the surface
course at locations where directed by the Engineer. The leveling course will be used to correct
pavement irregularities such as rutting, variable cross slope, or variable longitudinal slope. Where
two overlays of different thickness abut at a longitudinal joint, the Contractor shall add to the thinner
section to match the thicker lift and provide a smooth transition and uniform cross-fall. Cold-
planing ridges or other rises in the pavement surface may be required by the Engineer. The
Engineer will determine the exact limits and thickness of the leveling courses, hot mix asphalt fills,
and transitions.
If placing HMA against the edge of existing pavement, sawcut or grind the pavement straight and
vertical along the joint and remove extraneous material.
Rolling must leave the completed surface compacted and smooth without tearing, cracking, or
shoving. Complete finish rolling activities before the pavement surface temperature is:
1. Below 150 degrees F for HMA with unmodified binder
2. Below 140 degrees F for HMA with modified binder
3. Below 200 degrees F for RHMA-G
If a vibratory roller is used as a finish roller, turn the vibrator off. Do not use a pneumatic-tired roller
to compact RHMA-G.
For Standard construction processes, if 3/4-inch aggregate grading is specified, you may use 1/2-
inch aggregate grading if the total layer thickness is from 0.125 to 0.20 foot thick.
Spread and compact HMA under sections 39B-3.03 and 39B-3.04 if any of the following applies:
1. Specified paved thickness is less than 0.15 foot.
2. Specified paved thickness is less than 0.20 foot and 3/4-inch aggregate grading is
specified and used.
3. You spread and compact at:
3.1. Asphalt concrete surfacing replacement areas
3.2. Leveling courses
3.3. Areas for which the Engineer determines conventional compaction and compaction
measurement methods are impeded
Do not allow traffic on new HMA pavement until its mid-depth temperature is below 160 degrees
F.
If you request and if authorized, you may cool HMA Type A and Type B with water when rolling
activities are complete. Apply water under section 17-3.
143
Spread sand at a rate from 1 to 2 lb/sq yd on new RHMA-G, RHMA-O, and RHMA-O-HB pavement
when finish rolling is complete. Sand must be free of clay or organic matter. Sand must comply
with section 90- 1.02C(4)(c). Keep traffic off the pavement until spreading sand is complete.
The Contractor shall construct temporary pavement transitions at all transverse paving joints
greater than 1 inch prior to allowing traffic onto the paved surface. Temporary pavement transitions
shall have a maximum slope of 20:1 or as approved by the engineer and be constructed on Kraft
paper or other suitable bond breaker such that upon removal of the temporary pavement transition,
a clean notch remains. The temporary transitions may be constructed of either cold mix or hot
mix.
The Contractor shall continuously maintain the temporary pavement until final paving. Each
temporary transition shall be inspected by the Contractor and repaired as necessary to comply
with these provisions at the end of each day including weekends and holidays.
Failure to comply with these provisions will result in a liquidated damage of $250 per day per
transition and/or the cost of City crews making the repairs if necessary to correct for public safety.
The Contractor shall layout and mark the location of the edges of the paving passes of the surface
course to match the new layout of the lane lines. The layout shall be made at least 24 hours prior
to paving. The layout shall be approved by the Engineer prior to paving.
If the striping is to remain unchanged, the edges of the paving passes shall conform to existing
lane edges.
In all cases where practical, each lane shall be paved in a single pass. In tapered transition areas,
the shoulder areas shall be paved first, then the through lane shall be paved immediately after the
shoulder paving.
For paving which incorporates new quarterpoints or gradebreaks due to keycuts or other
conditions, the Contractor shall provide equipment capable of adjusting to the new surface profile
at the appropriate locations. The profile adjustments shall be within twelve inches of the actual
gradebreak or quarterpoint.
The Contractor shall take sufficient measurements during laydown to ensure that the full design
hot mix asphalt layer depth is provided at each quarterpoint, gradebreak, or transition. Failure to
provide the design depth at these areas will result in rejection of the work. Correction of this
rejected work will include milling out the new hot mix asphalt from the road edge to the centerline
or nearest inside lane line and repaving. The minimum length of the milled and corrected area
shall be fifty feet.
The finished hot mix asphalt surface shall be flush with, to 1/4 inch (0.20 feet or 6 mm) above, the
gutter lips. The finished pavement surface shall not be lower than the gutter lips.
The average pavement thickness shall be equal to the specified thickness for the project.
For total pavement thicknesses of less than four inches, the minimum allowable thickness will be
1/4 inch less than that specified.
For total pavement thicknesses of four inches or more, the minimum allowable thickness will be
1/2 inch less than that specified.
144
NO HMA OR RHMA OR OGFC SHALL BE PLACED AFTER 3:00 PM.
39B-1.12 SMOOTHNESS
39B-1.12A General
Determine HMA smoothness with a straightedge.
Smoothness specifications do not apply to OGFC placed on existing pavement not constructed
under the same project.
If concrete pavement is placed on HMA:
1. Cold plane the HMA finished surface to within specified tolerances if it is higher than the grade
ordered.
2. Remove and replace HMA if the finished surface is lower than 0.05 foot below the grade ordered.
39B-1.12B Straightedge
The top layer of HMA pavement must not vary from the lower edge of a 12-foot straightedge:
1. More than 0.01 foot when the straightedge is laid parallel with the centerline
2. More than 0.02 foot when the straightedge is laid perpendicular to the centerline and extends
from edge to edge of a traffic lane
3. More than 0.02 foot when the straightedge is laid within 24 feet of a pavement conform
39B-1.12C Inertial Profiling
Upon the request of the Engineer, comply with Section 39B-2.01A(4)(i)(iii) “Pavement
Smoothness” and Section 36-3 “PAVEMENT SMOOTHNESS” of the 2024 Caltrans Standard
Specifications. The procedures, specifications, corrective actions, and deductions therein shall
apply.39B-1.12D Smoothness Correction.
If the top layer of HMA Type A, Type B, or RHMA-G pavement does not comply with the
smoothness specifications, grind the pavement to within specified tolerances, remove and replace
it, or place an overlay of HMA. Do not start corrective work until your choice of methods is
authorized.
Remove and replace areas of OGFC not in compliance with the must-grind and straightedge
specifications, except you may grind OGFC for correcting smoothness:
1. At transverse joints separating the OGFC from pavement not constructed under the same project
2. Within 12 feet of a transverse joint separating the OGFC from a bridge deck or approach slab
Corrected HMA pavement areas must be uniform rectangles with edges:
1. Parallel to the nearest HMA pavement edge or lane line
2. Perpendicular to the pavement centerline
Measure the corrected HMA pavement surface with a 12-foot straightedge and correct the
pavement to within specified tolerances. If a must-grind area or straightedged pavement cannot
be corrected to within specified tolerances, remove and replace the pavement.
On areas ground but not overlaid with OGFC, apply fog seal coat under section 37-2.
39B-1.13 HOT MIX ASPHALT ON BRIDGE DECKS
Produce and place HMA on bridge decks under the Method construction process. Aggregate must
comply with the 1/2-inch HMA Types A and B gradation.
145
If authorized, aggregate may comply with the no. 4 HMA Types A and B gradation for a section or
taper at a bridge end that is less than 1 inch in total depth.
If a concrete expansion dam is to be placed at a bridge deck expansion joint, tape oil-resistant
construction paper to the deck over the area to be covered by the dam before placing the tack
coat and HMA across the joint.
Do not leave a vertical joint more than 0.15 foot high between adjacent lanes open to traffic.
The tack coat application rate must be the minimum residual rate specified in section 39B-1.09C.
For HMA placed on a deck seal, use the minimum residual rate specified for a PCC underlying
surface.
HMA placed on a deck seal must be placed in at least 2 approximately equal layers. The 1st layer
must be at least 1 inch thick after compaction. Protect the deck seal throughout all operations.
For placement of the 1st HMA layer on a deck seal:
1. Comply with the HMA application temperature recommended by the deck seal
manufacturer.
2. Deliver and place HMA using equipment with pneumatic tires or rubber-faced wheels. Do
not operate other vehicles or equipment on the bare deck seal.
3. Deposit HMA on the deck seal in such a way that the deck seal is not damaged. Do not
windrow the HMA material on the bridge deck seal.
4. Place HMA in a downhill direction on bridge decks with grades over 2 percent.
5. Spreading equipment need not be self-propelled.
39B-1.14 MISCELLANEOUS AREAS AND DIKES
The following specifications in section 39B do not apply to miscellaneous areas and dikes:
1. HMA construction process
2. HMA mix design requirements
3. Contractor quality control
4. Production start-up evaluation
Miscellaneous areas are outside the traveled way and include:
1. Median areas not including inside shoulders
2. Island areas
3. Sidewalks
4. Gutters
5. Gutter flares
6. Ditches
7. Overside drains
8. Aprons at the ends of drainage structures
Spread miscellaneous areas in 1 layer and compact to the specified lines and grades. For
miscellaneous areas and dikes:
1. Do not submit a JMF.
2. Choose the 3/8-inch or 1/2-inch HMA Type A and Type B aggregate gradations.
3. Minimum asphalt binder content must be 6.8 percent for 3/8-inch aggregate and 6.0
percent for 1/2- inch aggregate. If you request and if authorized, you may reduce the
minimum asphalt binder content.
4. Choose asphalt binder Grade PG 70-10 or the same grade specified for HMA.
39B-1.15 MINOR HOT MIX ASPHALT
39B-1.15A GENERAL
39B-1.15A(1) Summary
146
The following specifications in section 39B do not apply to minor HMA:
1. HMA construction process
2. HMA mix design requirements
3. Contractor quality control
4. Production start-up evaluation
39B-1.15A(2) Definitions
Reserved
39B-1.15A(3) Submittals
Reserved
39B-1.15A(4) Quality Control and Assurance
Reserved
39B-1.15B MATERIALS
The minimum asphalt binder content must be 6.8 percent for 3/8-inch aggregate gradation and
6.0 percent for 1/2-inch aggregate gradation.
Choose asphalt binder Grade PG 64-10, PG 64-16, or PG 70-10.
If you request and if authorized, you may reduce the minimum asphalt binder content. Choose the
3/8-inch or 1/2-inch HMA Type A or Type B aggregate gradation.
39B-1.15C CONSTRUCTION
Produce HMA at a central mixing plant.
Choose any method and equipment to spread and compact. The surface must be:
1. Textured uniformly
2. Compacted firmly
Without depressions, humps, and irregularities Smoothness specifications do not apply.
39B-1.16 RUMBLE STRIPS
Reserved
39B-1.17 DATA CORES
Reserved
39B-1.18 HOT MIX ASPHALT AGGREGATE LIME TREATMENT—DRY LIME METHOD
Reserved
39B-1.19 HOT MIX ASPHALT AGGREGATE LIME TREATMENT—SLURRY METHOD
Reserved
39B-1.20 LIQUID ANTISTRIP TREATMENT
Reserved
39B-1.21 REPLACE ASPHALT CONCRETE SURFACING
Reserved
39B-1.22 LIQUID ASPHALT PRIME COAT
Reserved
147
39B-1.23 HOT MIX ASPHALT TYPE C
Reserved
39B-1.24 BONDED WEARING COURSE—GAP GRADED
Reserved
39B-1.25 RUBBERIZED BONDED WEARING COURSE—GAP GRADED
Reserved
39B-1.26 RUBBERIZED BONDED WEARING COURSE—OPEN GRADED
Reserved
39B-1.27 BONDED WEARING COURSE—OPEN GRADED
Reserved
39B-1.28 ROADSIDE PAVING
Reserved
39B-1.29 SOIL TREATMENT
Reserved
39B-1.30–39B-1.40 RESERVED
39B-2 STANDARD CONSTRUCTION PROCESS
39B-2.01 GENERAL
Section 39B-2 includes specifications for HMA produced and constructed under the Standard
construction process.
39B-2.02 CONTRACTOR QUALITY CONTROL
39B-2.02A Quality Control Plan
Establish, implement, and maintain a QC plan for HMA. The QC plan must describe the
organization and procedures you will use to:
1. Control the quality characteristics
2. Determine when corrective actions are needed (action limits)
3. Implement corrective actions
When you submit the proposed JMF, submit the proposed QC plan. You and the Engineer must
discuss the QC plan during the prepaving conference.
The QC plan must address the elements affecting HMA quality including:
1. Aggregate
2. Asphalt binder
3. Additives
4. Production
5. Paving
The Engineer reviews each QC plan within 5 business days from the submittal. Do not produce
HMA until the Engineer authorizes the QC plan.
148
39B-2.02B Quality Control Testing
The HMA shall be verified by the engineer prior to placement on the jobsite. If agreed to by the
Contractor and the Engineer, the production start-up may be used for verification. If the production
start-up is used for verification the Engineer may require removal and replacement of the HMA, at
his discretion, in the event of verification failure.
The contractor shall have a quality control inspector present with a nuclear gauge actively
monitoring compaction throughout the shift for all paving operations where compaction is an
acceptance criterion; the quality control inspector shall be devoted to that purpose and shall not
have another role on the paving crew. Failure to have a quality control inspector present with a
nuclear gauge will result in liquidated damages of $2000 per day.
Contractor quality control materials testing is optional. However, if the contractor fails to submit
quality control results to the engineer within 72 hours of HMA placement, the contractor waves all
rights to dispute the Engineer’s results. In the event of asphalt binder or Hamburg wheel track
testing by the Engineer, the contractor has 5 days to submit their test results from the time the
Engineer informs the contractor that he is performing testing or the contractor waves the right to
dispute the Engineer’s results.
The Engineer shall test for conformance with aggregate quality characteristics at the beginning of
the project.
The Engineer shall test air void content and Hveem stability at least once per day, additional testing
is at the discretion of the Engineer.
The Engineer may sample the hot mix asphalt from the windrow or the mat behind the paver at
the discretion of the Engineer. The Contractor shall facilitate the sampling process.
Perform sampling and testing at the specified frequency for the quality characteristics shown in
the following table:
Minimum Quality Control—Standard Construction Process
Quality
characteris
tic
Test
metho
d
Minimu
m
sampling
and
testing frequency
HMA type
A B RHMA-G OGFC
Aggregate
gradationa
Californi
a Test
202
1 per
750
tons
and any
remaini
ng part
JMF Toleranceb JMF Toleranceb JMF Toleranceb JMF Toleranceb
Sand
equivalent
(min)c
Californi
a Test
217
47 42 47 --
Asphalt
binder
content (%)
Californi
a Test
379 or 382
JMF 0.45 JMF 0.45 JMF 0.50 JMF 0.50
HMA moisture
content (%,
max)
Californi
a Test
226
or 370
1 per
2,500
tons but
not less
1.0 1.0 1.0 1.0
149
than 1
per
paving
day
Percent of
maximum
theoretical
density (%)d, e
QC plan 2 per
busines
s day
(min.)
92–97 92–97 92–97 --
Stabilometer
value (min)c, f
No. 4 and
3/8"
gradings
1/2" and
3/4"
gradings
Californi
a Test
366
1 per
busines
s day
(min.)
30
37
30
35
23
23
--
--
Air void
content (%)c,
g
Californi
a Test
367
TV 1.5 TV 1.5 TV 1.5 --
Aggregate
moisture
content at
continuous
mixing plants
and RAP
moisture
content at
continuous
mixing
plants and
batch mixing
plantsh
Californi
a Test
226
or 370
2 per
day
during
producti
on
--
--
--
--
Percent of
crushed
particles
coarse
aggregate (%,
min)
One
fractured
face
Two
fractured
faces
Fine
aggregate
(%, min)
(Passing
no. 4 sieve
and
Californi
a Test
205
As
designat
ed in the
QC plan.
At least
once per
project
90
75
70
25
--
20
--
9
0
70
90
75
90
150
retained on
no. 8
sieve.) One
fractured face
Los Angeles
Rattler (%,
max)
Loss at
100 rev.
Californi
a Test
211
12
--
12
12
Loss at
500 rev. 45 50 40 40
Flat and
elongated
particles (%,
max by weight
@ 5:1)
Californi
a Test
235
Report only Report only Report only Report only
Fine aggregate
angularity (%,
min)
Californi
a Test
234
45 45 45 --
Voids filled with California
Report
only
--
asphalt (%)i Test 367
No. 4 grading 3/8" grading 76.0–80.0 73.0–76.0 76.0–80.0 73.0–76.0
1/2" grading 65.0–75.0 65.0–75.0
3/4" grading 65.0–75.0 65.0–75.0
Voids in mineral California
--
aggregate (% min)i Test 367
No. 4 grading 17.0 17.0 --
3/8" grading 15.0 15.0 18.0–23.0 j
1/2" grading 14.0 14.0 18.0–23.0 j
3/4" grading 13.0 13.0 18.0–23.0 j
Dust proportion i California Report
only
-- No. 4 and 3/8" Test 367 0.9–2.0 0.9–2.0
gradings 1/2" and 3/4" 0.6–1.3 0.6–1.3
gradings
151
Smoothness Sectio
n
39B-
1.12
--
12-foot
straight-
edge,
must
grind,
and PI0
12-foot
straight-
edge,
must
grind,
and PI0
12-foot
straight-
edge,
must
grind,
and PI0
12-foot
straight-
edge,
must
grind,
and PI0 Asphalt rubber Section Section
--
--
binder viscosity @ 39B-1.02D 39B-1.04C 1,500– 1,500–
350 °F, centipoises 4,000 4,000
Asphalt modifier Sectio
n 39B-
1.02D
Sectio
n 39B-
1.04C
-- -- Sectio
n 39B-
1.02D
Sectio
n 39B-
1.02D
CRM Sectio
n 39B-
1.02D
Sectio
n 39B-
1.04C
-- -- Sectio
n 39B-
1.02D
Sectio
n 39B-
1.02D Hamburg wheel track (min number of passes at 0.5-inch rut depth) Specified Binder grade: PG 58 PG 64 PG 70 PG 76 or higher
California
Test
389k,l
1 per
10,000
tons. At
least once
per project
10,000 15,000 20,000 25,000
--
15,000 20,000 25,000
--
Tensile Strength Ratio (% min.) m California
Test 371
1 per
10,000
tons. At
least once
per project
70 70 70 --
a Determine combined aggregate gradation containing RAP under California Test 367. b The tolerances must comply with the allowable tolerances in section 39B-1.02E.
c Report the average of 3 tests from a single split sample.
d Required for HMA Type A, Type B, and RHMA-G if the specified paved thickness is at least 0.15
foot.
e Determine maximum theoretical density (California Test 309) at the frequency specified for Test
Maximum Density under California Test 375, Part 5.D.
f California Test 304, Part 2.13.
g Determine the bulk specific gravity of each lab-compacted briquette under California Test 308,
Method A, and theoretical maximum specific gravity under California Test 309.
h For adjusting the plant controller at the HMA plant.
i Report only if the adjustment for the asphalt binder content TV is less than or equal to ±0.3
percent from OBC value submitted on a Contractor Hot Mix Asphalt Design Data form.
j Voids in mineral aggregate for RHMA-G must be within this range.
k Test plant-produced Type A HMA or Type G RHMA.
l Stripping inflection point is report only.
m Prepare specimens by California Test 304.
For any single quality characteristic except smoothness, if 2 consecutive quality control test results
do not comply with the action limits or specifications:
1. Stop production.
152
2. Notify the Engineer.
3. Take corrective action.
4. Demonstrate compliance with the specifications before resuming production and
placement.
39B-2.03 ACCEPTANCE CRITERIA
39B-2.03A Testing
The Department samples for acceptance testing and tests for the quality characteristics shown in
the following table:
HMA Acceptance—Standard Construction Process
Quality characteristic Test
metho
d
HMA type
A B RHMA-G OGFC
Aggregate gradation a California
Test 202
JMF
tolerance c
JMF
tolerance c
JMF
tolerance c
JMF
tolerance c Sieve 3/4" 1/2" 3/8"
1/2" X b
3/8" X
No. 4 X
No. 8 X X X
No. 200 X X X
Sand equivalent (min) d California
Test 217
47 42 47 --
Asphalt binder content (%) California
Test 379 or 382
JMF 0.45 JMF 0.45 JMF 0.50 JMF 0.50
HMA moisture
content (%, max)
California
Test 226 or 370
1.0 1.0 1.0 1.0
Percent of maximum
theoretical density
(%) e, f
California
Test 375
92–97 92–97 92–97 --
Stabilometer value
(min)d,g
No. 4 and 3/8"
gradings 1/2" and
3/4" gradings
California
Test 366
30 37 30 35 2
3
2
3
-- --
Air void content (%) d, h California
Test 367 TV 1.5 TV 1.5 TV 1.5 --
Percent of crushed
particles Coarse
aggregate (%, min) One
fractured face
Two fractured
faces Fine
aggregate (%, min)
(Passing no. 4 sieve
and
retained on no. 8
sieve.) One fractured
face
California
Test 205
90
75
70
25
--
20
--
9
0
70
90
75
90
Los Angeles Rattler (%,
max) Loss at 100 rev. Loss at 500 rev.
California
Test 211
12 45 --
5
0
12 40 12 40
153
Fine aggregate angularity
(%, min)
California
Test 234
45 45 45 --
Flat and elongated
particles (%, max by
weight @ 5:1)
California
Test 235 Report only Report only Report only Report only
Voids filled with asphalt
(%) i
No. 4
grading 3/8"
grading 1/2"
grading 3/4" grading
California
Test 367
76.0–80.0
73.0–76.0
65.0–75.0 65.0–75.0
76.0–80.0
73.0–76.0
65.0–75.0 65.0–75.0
Report only
--
Voids in mineral
aggregate (% min) i
No. 4
grading 3/8"
grading 1/2"
grading 3/4" grading
California
Test 367
17.0
15.0
14.0 13.0
17.0
15.0
14.0 13.0
18.0–
23.0 j
18.0–
23.0 j 18.0–23.0 j
--
Dust proportion i
No. 4 and 3/8"
gradings 1/2" and
3/4" gradings
California
Test 367
0.9–2.0 0.6–1.3 0.9–2.0 0.6–1.3 Report only --
Smoothness Sectio
n
39B-
1.12
12-foot
straight-
edge, must
grind, and
12-foot
straight-
edge,
must grind, and
12-foot
straight-
edge,
must grind, and
12-
foot
straight
-
edge
and
must
grind
PI0 PI0 PI0
Asphalt binder Various Section 92 Section 92 Section 92 Section 92
Asphalt rubber binder Various -- -- Sectio
n 92-
1.01D(2)
and
section
39B-
1.02D
Section
92-
1.01D(2)
and
section
39B-
1.02D
Asphalt modifier Various -- -- Sectio
n 39B-
1.02D
Sectio
n 39B-
1.02D
CRM Various -- -- Sectio
n 39B-
1.02D
Sectio
n 39B-
1.02D
Hamburg wheel track (min number of passes at 0.5-inch rut depth) Specified Binder grade: PG 58 PG 64 PG 70 PG 76 or higher
California
Test
389k,l
10,000 15,000 20,000 25,000
-- 15,000 20,000 25,000
--
154
Tensile Strength Ratio (% min.) m California Test 371 70 70 70 --
a The Engineer determines combined aggregate gradations containing RAP under California Test
367.
b "X" denotes the sieves the Engineer tests for the specified aggregate gradation.
c The tolerances must comply with the allowable tolerances in section 39B-1.02E.
d The Engineer reports the average of 3 tests from a single split sample.
e The Engineer determines percent of maximum theoretical density if the specified paved thickness
is at least 0.15 foot under California Test 375, except the Engineer uses:
1. California Test 308, Method A, to determine in-place density of each density core instead
of using the nuclear gauge in Part 4, "Determining In-Place Density By The Nuclear
Density Device."
2. California Test 309 to determine maximum theoretical density instead of calculating test
maximum density in Part 5, "Determining Test Maximum Density."
f The Engineer determines maximum theoretical density (California Test 309) at the frequency
specified for Test Maximum Density under California Test 375, Part 5.D.
g California Test 304, Part 2.13.
h The Engineer determines the bulk specific gravity of each lab-compacted briquette under
California Test 308, Method A, and theoretical maximum specific gravity under California Test
309.
i Report only if the adjustment for the asphalt binder content TV is less than or equal to ±0.3
percent from the OBC value submitted on a Contractor Hot Mix Asphalt Design Data form.
j Voids in mineral aggregate for RHMA-G must be within this range. k Test plant-produced Type A HMA or Type G RHMA. l Stripping inflection point is report only. m Prepare specimens by California Test 304.
No single test result may represent more than 750 tons, one street, or 1 day's production,
whichever is less.
For any single quality characteristic except smoothness, if 2 consecutive acceptance test results
do not comply with the specifications:
1. Stop production.
2. Take corrective action.
3. Take samples and split each sample into 4 parts in the Engineer's presence. Test 1 part
for compliance with the specifications and submit 3 parts to the Engineer. The Department
tests 1 part for compliance with the specifications and reserves and stores 2 parts.
4. Demonstrate compliance with the specifications before resuming production and
placement.
The Engineer may withhold acceptance in the event of any failing test result until the Contractor
has addressed the failing material to the Engineer’s satisfaction.
Lots to determine compaction testing shall be based on the following:
Each 750 tons, or part thereof, placed on an individual street in a paving day. If over 750
tons are placed in a single paving day on an individual street, up to 150 tons over 750 tons
can be moved into the previous 750 ton lot.
If multiple streets are paved in a day, each street will be considered its own lot with multiple
lot on streets where greater than 750 tons are placed.
Density testing shall be required on all layers that are at least 1.75 inches in thickness unless the
engineer determines area is not suitable for traditional compaction methods.
155
The in-place density shall be between 92.0 percent and 97.0 percent of maximum theoretical
specific (Rice) gravity using a nuclear gauge. At the Engineer’s discretion, compaction testing
may be performed using a nuclear gauge. Final compaction is based on the average nuclear
gauge results for the lot. The nuclear gauge will be core correlated the first day of paving using
as many cores as the Engineer deems appropriate.
If nuclear gauge compaction testing results are failing, the contractor can request coring to verify
the results. Three cores will be sampled for each lot and the average of the three cores for each
lot will determine the in-place density. The core locations will be determined using random
sampling charts in CTM 375. The engineer will mark the core locations.
Cores may be taken up to 5 calendar days after placement and may be 4 or 6 inches in diameter.
The engineer will provide results within 3 working days of receiving the cores.
Passing cores shall be paid for by the owner. Failing cores will be paid for by the contractor. If the
core testing produces both passing and failing cores, the cost will be prorated between the
contractor and the owner.
For the percent of maximum theoretical density, the following table shall apply to deductions for
average compaction of a lot:
Reduced Payment Factors for Percent of Maximum Theoretical Density
HMA Type A
and B and
RHMA-G
percent of
maximum theoretical density
Reduced
payment
factor
HMA Type A
and B and
RHMA-G
percent of
maximum theoretical density
Reduced
payment
factor
92.0 0.0000 97.0 0.0000
91.9 0.0125 97.1 0.0125
91.8 0.0250 97.2 0.0250
91.7 0.0375 97.3 0.0375
91.6 0.0500 97.4 0.0500
91.5 0.0625 97.5 0.0625
91.4 0.0750 97.6 0.0750
91.3 0.0875 97.7 0.0875
91.2 0.1000 97.8 0.1000
91.1 0.1125 97.9 0.1125
91.0 0.1250 98.0 0.1250
90.9 0.1375 98.1 0.1375
90.8 0.1500 98.2 0.1500
90.7 0.1625 98.3 0.1625
90.6 0.1750 98.4 0.1750
90.5 0.1875 98.5 0.1875
90.4 0.2000 98.6 0.2000
90.3 0.2125 98.7 0.2125
90.2 0.2250 98.8 0.2250
90.1 0.2375 98.9 0.2375
90.0 0.2500 99.0 0.2500
< 90.0 Remove
and
replace
> 99.0 Remove
and
replace
156
39B-2.04 TRANSPORTING, SPREADING, AND COMPACTING
Determine the number of rollers needed to obtain the specified density and surface finish.
39B-3 METHOD CONSTRUCTION PROCESS
39B-3.01 GENERAL
Section 39B-3 includes specifications for HMA produced and constructed under the Method
construction process.
39B-3.02 ACCEPTANCE CRITERIA
39B-3.02A Testing
The Department samples for acceptance testing and tests for the quality characteristics shown in
the following table:
HMA Acceptance—Method Construction Process
Quality characteristic Test
metho
d
HMA type
A B RHMA-G OGFC
Aggregate gradation a Californi
a Test
202
JMF tolerance b JMF tolerance b JMF tolerance b JMF tolerance b
Sand equivalent (min) c Californi
a Test
217
47 42 47 --
Asphalt binder content (%) Californi
a Test
379 or 382
JMF 0.45 JMF 0.45 JMF 0.50 JMF 0.50
HMA moisture content (%,
max) Californi
a Test
226 or 370
1.0 1.0 1.0 1.0
Stabilometer value (min) c, d
No. 4 and 3/8"
gradings 1/2" and
3/4" gradings
Californi
a Test
366
30 37 30 35 2
3
2
3
-- --
Percent of crushed particles
Coarse aggregate (% min)
One fractured
face Two
fractured faces
Fine aggregate (% min)
(Passing no. 4 sieve
and
retained on no. 8
sieve.) One
fractured face
Californi
a Test
205
90
75
70
25
--
20
--
9
0
70
90
75
90
Los Angeles Rattler (%
max) Loss at 100
rev. Loss at 500 rev.
Californi
a Test
211
12 45 --
5
0
12 40 12 40
Air void content (%) c, e Californi
a Test TV 1.5 TV 1.5 TV 1.5 --
157
367
Fine aggregate
angularity (% min)
Californi
a Test
234
45 45 45 --
Flat and elongated particles (% max by weight @ 5:1) California Test 235
Report only Report only Report only Report only
Voids filled with
asphalt (%) f
No. 4
grading 3/8"
grading
1/2"
grading
3/4"
grading
Californi
a Test
367
76.0–80.0
73.0–76.0
65.0–75.0 65.0–75.0
76.0–80.0
73.0–76.0
65.0–75.0 65.0–75.0
Report only
--
Voids in mineral
aggregate (% min) f
No. 4
grading 3/8"
grading 1/2"
grading 3/4" grading
Californi
a Test
367
17.0
15.0
14.0 13.0
17.0
15.0
14.0 13.0
18.0–
23.0 g
18.0–
23.0 g 18.0–23.0 g
--
Dust proportion f
No. 4 and 3/8"
gradings 1/2" and
3/4" gradings
Californi
a Test
367
0.9–2.0 0.6–1.3 0.9–2.0 0.6–1.3 Report only --
Smoothness Sectio
n
39B-
1.12
12-
foot
straight
- edge
and must-grind
12-
foot
straight
- edge
and must-grind
12-
foot
straight
- edge
and must-grind
12-
foot
straight
- edge
and must-grind
Asphalt binder Various Section 92 Section 92 Section 92 Section 92
Asphalt rubber binder Various -- -- Sectio
n 92-
1.01D(2)
and
section
39B-
1.02D
Sectio
n 92-
1.01D(2)
and
section
39B-
1.02D
Asphalt modifier Various -- -- Sectio
n 39B-
1.02D
Sectio
n 39B-
1.02D
CRM Various -- -- Sectio
n 39B-
1.02D
Sectio
n 39B-
1.02D Hamburg wheel track (min number of passes at 0.5-inch rut depth) Specified Binder grade: PG 58
California Test
389h,i
10,000 15,000 20,000 25,000
--
15,000 20,000 25,000
--
158
PG 64 PG 70 PG 76 or higher
Tensile Strength Ratio (% min.) j California Test 371 70 70 70 --
a The Engineer determines combined aggregate gradations containing RAP under California Test
367.
b The tolerances must comply with the allowable tolerances in section 39B-1.02E.
c The Engineer reports the average of 3 tests from a single split sample.
d California Test 304, Part 2.13.
e The Engineer determines the bulk specific gravity of each lab-compacted briquette under
California Test 308, Method A, and theoretical maximum specific gravity under California Test
309.
f Report only if the adjustment for the asphalt binder content TV is less than or equal to ±0.3
percent from the OBC value submitted on a Contractor Hot Mix Asphalt Design Data form.
g Voids in mineral aggregate for RHMA-G must be within this range.
h Test plant-produced Type A HMA or Type G RHMA.
i Stripping inflection point is report only. j Prepare specimens by California Test 304.
No single test result may represent more than 750 tons or 1 day's production, whichever is less.
For any single quality characteristic except smoothness, if 2 consecutive acceptance test results
do not comply with the specifications:
1. Stop production.
2. Take corrective action.
3. Take samples and split each sample into 4 parts in the Engineer's presence. Test 1 part
for compliance with the specifications and submit 3 parts to the Engineer. The Department
tests 1 part for compliance with the specifications and reserves and stores 2 parts.
4. Demonstrate compliance with the specifications before resuming production and
placement.
39B-3.03 SPREADING AND COMPACTING EQUIPMENT
Each paver spreading HMA Type A and Type B must be followed by 3 rollers as follows:
1. One vibratory roller specifically designed to compact HMA. The roller must be capable of
at least 2,500 vibrations per minute and must be equipped with amplitude and frequency
controls. The roller's gross static weight must be at least 7.5 tons.
2. One oscillating type pneumatic-tired roller at least 4 feet wide. Pneumatic tires must be of
equal size, diameter, type, and ply. The tires must be inflated to 60 psi minimum and
maintained so that the air pressure does not vary more than 5 psi.
3. One steel-tired, 2-axle tandem roller. The roller's gross static weight must be at least 7.5
tons.
Each roller must have a separate operator. Rollers must be self-propelled and reversible.
Compact RHMA-G as specified for HMA Type A and Type B except do not use pneumatic-tired
rollers.
Compact OGFC with steel-tired, 2-axle tandem rollers. If placing 300 tons or more of OGFC per
hour, use at least 3 rollers for each paver. If placing less than 300 tons of OGFC per hour, use at
least 2 rollers for each paver. Each roller must weigh from 126 to 172 lb per linear inch of drum
width. Turn the vibrator off.
159
39B-3.04 TRANSPORTING, SPREADING, AND COMPACTING
Pave HMA in maximum 0.25-foot thick compacted layers.
If the surface to be paved is both in sunlight and shade, pavement surface temperatures must be
taken in the shade.
Spread HMA Type A and Type B at the atmospheric and surface temperatures shown in the
following table:
Minimum Atmospheric and Surface Temperatures
Compacted layer
thickness, feet Atmospheric, F Surface, F
Unmodifie
d asphalt
binder
Modified
asphalt
bindera
Unmodifie
d asphalt
binder
Modified
asphalt
binder a
0.15 55 50 60 55
0.15–0.25 45 45 50 50
a Except asphalt rubber binder.
If the asphalt binder for HMA Type A and Type B is unmodified asphalt binder, complete:
1. First coverage of breakdown compaction before the surface temperature drops below 250
degrees F
2. Breakdown and intermediate compaction before the surface temperature drops below 200
degrees F
3. Finish compaction before the surface temperature drops below 150 degrees F
If the asphalt binder for HMA Type A and Type B is modified asphalt binder, complete:
1. First coverage of breakdown compaction before the surface temperature drops below 240
degrees F
2. Breakdown and intermediate compaction before the surface temperature drops below 180
degrees F
3. Finish compaction before the surface temperature drops below 140 degrees F
For RHMA-G:
1. Only spread and compact if the atmospheric temperature is at least 55 degrees F and the
surface temperature is at least 60 degrees F.
2. Complete the 1st coverage of breakdown compaction before the surface temperature
drops below 280 degrees F.
3. Complete breakdown and intermediate compaction before the surface temperature drops
below 250 degrees F.
4. Complete finish compaction before the surface temperature drops below 200 degrees F.
5. Cover loads in trucks with tarpaulins, if the atmospheric temperature is below 70 degrees
F. The tarpaulins must completely cover the exposed load until you transfer the mixture to
the paver's hopper or to the pavement surface.
For HMA-O with unmodified asphalt binder:
1. Only spread and compact if the atmospheric temperature is at least 55 degrees F and the
surface temperature is at least 60 degrees F.
2. Complete the 1st coverage using 2 rollers before the surface temperature drops below 240
degrees F.
3. Complete all compaction before the surface temperature drops below 200 degrees F.
4. Cover loads in trucks with tarpaulins, if the atmospheric temperature is below 70 degrees
F. The tarpaulins must completely cover the exposed load until you transfer the mixture to
the paver's hopper or to the pavement surface.
160
For HMA-O with modified asphalt binder, except asphalt rubber binder:
1. Only spread and compact if the atmospheric temperature is at least 50 degrees F and the
surface temperature is at least 50 degrees F.
2. Complete the 1st coverage using 2 rollers before the surface temperature drops below 240
degrees F.
3. Complete all compaction before the surface temperature drops below 180 degrees F.
4. Cover loads in trucks with tarpaulins, if the atmospheric temperature is below 70 degrees
F. The tarpaulins must completely cover the exposed load until you transfer the mixture to
the paver's hopper or to the pavement surface.
For RHMA-O and RHMA-O-HB:
1. Only spread and compact if the atmospheric temperature is at least 55 degrees F and
surface temperature is at least 60 degrees F.
2 Complete the 1st coverage using 2 rollers before the surface temperature drops below 280
degrees F.
3. Complete compaction before the surface temperature drops below 250 degrees F.
4. Cover loads in trucks with tarpaulins, if the atmospheric temperature is below 70 degrees
F. The tarpaulins must completely cover the exposed load until you transfer the mixture to
the paver's hopper or to the pavement surface.
For RHMA-G and OGFC, tarpaulins are not required if the time from discharging to the truck until
transfer to the paver's hopper or the pavement surface is less than 30 minutes.
HMA compaction coverage is the number of passes needed to cover the paving width. A pass is
1 roller's movement parallel to the paving in either direction. Overlapping passes are part of the
coverage being made and are not a subsequent coverage. Do not start a coverage until completing
the prior coverage.
Start rolling at the lower edge and progress toward the highest part.
Perform breakdown compaction of each layer of HMA Type A, Type B, and RHMA-G with 3
coverages using a vibratory roller. The speed of the vibratory roller in miles per hour must not
exceed the vibrations per minute divided by 1,000. If the thickness of the HMA layer is less than
0.08 foot, turn the vibrator off. The Engineer may order fewer coverages if the thickness of the
HMA layer is less than 0.15 foot.
Perform intermediate compaction of each layer of HMA Type A and Type B with 3 coverages using
a pneumatic-tired roller at a speed not exceeding 5 mph.
Perform finish compaction of HMA Type A, Type B, and RHMA-G with 1 coverage using a steel-
tired roller.
Compact OGFC with 2 coverages using steel-tired rollers.
39B-4 RESERVED
39B-5 PAYMENT
Section 39B-5 includes specifications for HMA payment. The weight of each HMA mixture
designated in the Bid Item List must be the combined mixture weight.
161
Measurement and Payment for HMA shall be at the unit cost indicated in the Bid Schedule. The
contract prices paid per ton for HMA include full compensation for furnishing all labor, materials,
tools, equipment, and incidentals for doing all the work involved in constructing HMA, complete in
place, as shown on the plans, as specified in these specifications and the special provisions and
as directed by the Engineer.
Contract shall include in the unit price all costs relating to submitting the JMF including all testing
and production costs for JMF verification and quality control testing. The unit price includes the
cost of providing the Contractor’s Quality Control Plan. The Contractor shall pay all the cost of
coring if requested to verify density by cores. Engineer will pay cost of testing cores.
Full compensation for work in Section 39B and applicable engineering standards is included in the
payment for other bid items unless a bid item of work is shown on the bid item list.
162
42 GROOVE AND GRIND CONCRETE
42-3 GRINDING
42-3.03 CONSTRUCTION
42-3.03A General
Add to Section 42-3.03A
42-3.03A(1) Equipment
Grind with abrasive grinding equipment designed for grinding asphalt in the longitudinal direction
of the traveled way. Cutter head for asphalt concrete grinding machines must not be less than
6 feet in width, unless approved by engineer, and must be operated without producing fumes
or smoke. The grinding machine must be capable of cold plane grinding without the need to
soften pavement. Streets may contain areas of concrete below the asphalt concrete surface;
grinding equipment must be capable of grinding through these areas.
42-3.03B Pavement
Add to Section 42-3.03B
Provide the:
1. Depth
2. Width
3. Shape
Of the grind as shown or as directed by the Engineer. The final grind must result in a uniform
longitudinal and transverse surface conforming to the new cross section as shown. The outer
limits of the grind area must be neat and uniform. Do not damage remainder surface.
Provide a continuous grind width. You may grind around corners and through conform lines at
intersections.
Remove grind spoils deposited in:
1. Gutters
2. Driveways
3. Around structures
4. On adjacent lanes
Concurrently with grinding operations. Furnish and operate a self-loading motor sweeper with
spray nozzles to clean and maintain ground areas at all times until final lift of paving.
Where transverse joints are ground in the pavement at conform lines, no drop-off may remain
between the existing pavement and the ground area when the pavement is opened to public
traffic. Provide an asphalt concrete temporary taper, if permanent asphalt concrete has not been
placed, to the level of the pavement prior to opening to public traffic.
Provide the following temporary tapers at locations shown below if the difference in elevation
between adjacent surfaces is more than ¾ inch:
163
Location Ratio (horizontal: vertical)
Transverse joints 30:1
Sidewalk ramps 20:1
Driveway / Access Point 12:1
Longitudinal joints * 12:1
* Required only for streets with existing bike lanes
where joint will remain more than 2 calendar days
Use commercial quality asphalt concrete for temporary tapers. Spread and compact asphalt
concrete for temporary tapers by any method that will produce a smooth riding surface.
Completely remove, including all loose material from the underlying surface, temporary tapers
before placing the permanent surfacing.
164
DIVISION VI STRUCTURES
51 CONCRETE STRUCTURES
51-1 GENERAL
51-1.02 MATERIALS
51-1.02A General
Replace Section 51-1.02A with:
Drainage inlet basins may be precast units. For precast basins requiring weep holes, weep holes
must be part of the casting and may not be drilled. The gutter, opening and deck portion of the
drainage inlet must be cast in place to conform to required grades.
51-1.04 PAYMENT
Add to Section 51.04
Full compensation for work specified in Section 51 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List. Minor concrete structures including:
1. Pipe headwalls
2. Drop inlets
3. Catch basins
4. Other miscellaneous concrete structures
That are identified in the Bid Item List as separate items, will be paid for at the contract price for
each structure listed.
165
52 REINFORCEMENT
52-1 GENERAL
52-1.02 MATERIALS
52-1.02B Bar Reinforcement
Add to Section 52-1.02B
Do not substitution reinforcement bars with welded wire reinforcement, unless:
1. Specified
2. Shown, or
3. Provided for in Engineering Standards
166
56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES
56-2 OVERHEAD SIGN STRUCTURES
56-2.01 GENERAL
56-2.01C Submittals
56-2.01C(3) Quality Control Program
Add to Section 56-2.01C(3)
A quality control plan is not required when the total number of signs installed is less than 100.
56-2.02 MATERIALS
56-2.02A General
Add to Section 56-2.02A
Signs must include a graffiti guard coating.
167
DIVISION VII DRAINAGE FACILITIES
64 PLASTIC PIPE
64-2 PLASTIC PIPE
64-2.02 MATERIALS
64-2.02A General
Add to Section 64-2.02A
Plastic pipe must comply with Section 77.
Solid wall Polyvinyl Chloride (PVC) pipe is an approved plastic pipe. PVC pipe may not be used
if exposed to sunlight.
High Density Polyethylene (HDPE) corrugated type c pipe (corrugation on interior and exterior
of pipe) is not an approved plastic pipe and may not be used. HDPE pipe must comply with
Section 77-4.02.
64-2.03 CONSTRUCTION
Delete Section 64-2.03.
64-2.04 PAYMENT
Delete Section 64-2.04.
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66 CORRUGATED METAL PIPE
Delete Section 66.
169
67 STRUCTURAL PLATE CULVERTS
Delete Section 67.
170
72 SLOPE PROTECTION
72-1 GENERAL
72-1.02 MATERIALS
Add to Section 72-1.02
Rock slope protection must come from a quarry that is approved by the Engineer.
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DIVISION VIII MISCELLANEOUS CONSTRUCTION
73 CONCRETE CURBS AND SIDEWALKS
73-1 GENERAL
73-1.01 GENERAL
Add to Section 73-1.01.
Provide a construction plan, including plan and profile information, when installing new:
1. Curb
2. Gutter
3. Spandrels
4. Cross gutters
5. Curb ramp or
6. Other surface concrete
Where none currently exist. Provide that plan to the Engineer at least 10 working days prior to
construction. The plan must conform with:
1. Uniform Design Criteria
2. Engineering Standards
3. Standard Specifications
4. As directed by the Engineer
The Engineer will make a determination as to how much of the existing street must be removed
and replaced to provide an acceptable transition between the existing pavement and the new lip
of the gutter.
73.1.02 MATERIALS
73-1.02A General
Delete 1st paragraph in Section 73-1.02A.
Add to Section 73-1.02A
Concrete must be class 3 and comply with Section 90.
Aggregate base must comply with Section 26.
Earthwork must comply with Sections 19 and 77-1.
73-1.02B Detectable Warning Surface
Replace Section 73-1.02B with:
Truncated domes or detectable warning surfaces must comply with Engineering Standard 4440.
73-1.03 CONSTRUCTION
73-1.03A General
Add to Section 73-1.03A
Pour:
1. Mow curbs
2. Spandrels
3. Cross gutters
4. Other surface concrete
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As a complete unit. Stop concrete pours at expansion or cold joints as approved by the
Engineer.
If rebar is used to reinforce the concrete, use a vibrator during the placement of the concrete.
Pour integral sidewalks monolithic with curb and gutter.
Complete the discharge within 1 hour or before 250 revolutions of the drum or blades,
whichever occurs first, after the introduction of cement materials to aggregates from batch
plant.
Install and finish concrete per the lines and grades shown. Finished concrete may not deviate
more than ¼” in 10 feet from the design grade, plane, or curvature as shown. Finished concrete
that does not meet this requirement must be removed and replaced at your expense.
Use a clean hair broom drawn lightly and transversely across to finish sidewalk and driveway
ramps.
Finish all edges with an edger.
Do not backfill and restore other improvements until the placed concrete reaches sufficient
strength to support the other improvements. Repair or replace all adjacent improvements to a
condition equal to that before the work began.
Sawcut, at the nearest score mark, concrete:
1. Sidewalks
2. Curb
3. Gutters
4. Driveways
Which must be removed to pursue the work.
When the nearest score mark is greater than five feet in distance from the work area, you may
request to establish a sawcut line at a distance of:
1. Five
2. Ten or
3. Fifteen
Feet from the nearest score mark. Distance is measured parallel to the curb face. The
Engineer may approve the request at their discretion. In all cases, concrete replacements must
be equal in dimensions to that removed with new score marks at the same location as
previously existing score marks. Make every effort to protect existing concrete improvements
and to match the existing improvements color and surface texture.
When removing existing sidewalk, you may request, and the Engineer may approve, a sawcut
line at the back of curb when the existing curb and gutter is not cracked, damaged or failed.
Replace curb and gutter when required by the Engineer.
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In the Mission Sidewalk District, restore sidewalk as described below.
Existing Gray Sidewalks Removed (distance is measured parallel to the curb face):
Removal Amount Restoration Requirements
Less than 5 feet removed Restore in gray concrete
More than 5 feet removed
Restore with Mission Style Sidewalk. Area of restoration
includes the entire width and depth of sidewalk, including curb
and gutter
Existing Mission Style Sidewalk Removed (distance is measured parallel to the curb face):
Required Removal Amount Restoration Amount
Remove in five-foot
increments*
Restore in Mission Style. Restore to match surrounding Mission
Style Sidewalk. Area of removal and restoration includes the
entire width and depth of the sidewalk, including curb and gutter,
with only full tiles removed and replaced
* Remove concrete from the back of tile to the back of sidewalk or nearest score mark in even
five-foot increments. If your work disturbs tile, then remove concrete from back of curb to back of
sidewalk or nearest score mark in even five-foot increments. Replace curb and gutter when
required by the Engineer.
Any existing feature in the concrete that is:
1. Special
2. Unique
3. Unusual or
4. Historic nature
Must not be:
1. Replaced
2. Removed or
3. Altered
Without approval of the Engineer.
When constructing sidewalks and curb ramps you must meet with the Engineer for each to
complete the following coordination tasks:
1. Before saw-cutting to agree on the limits of demolition and removal.
2. After formwork is set, to verify that grades meet those stated on the plans. The contractor
must make adjustments to grades and slopes as directed.
3. Upon completion of new curb ramp installation to verify finished grades.
73-1.03B Subgrade Preparation
Add to Section 73-1.03B
See Engineering Standards for typical sections and depth of subgrade. Fill any excavation
made below the base subgrade with imported base material approved by the Engineer.
Prepare subgrade to optimum moisture content and compacted to a relative compaction of
ninety-five percent maximum density. Use mechanical compacting equipment.
At time of concrete placement, subgrade must be at optimum moisture.
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73-1.03C Fixed Form Method
Add to Section 73-1.03C
The depth of the curb face form must be equal to the full-face height of the curb. Curb forms
must be held in place with iron stakes or clamps. Construct forms to be clear of the concrete
finishing operations.
73-1.03E Curing
Replace Section 73-1.03E with:
Immediately after completing the finishing operations, apply concrete curing compound number
4 in compliance with Section 90-1.03B(3) which is a non-pigmented curing compound type 1,
class B to all exposed concrete surfaces.
Add to Section 73-1.03
73-1.03F Expansion and Contraction Joints
See Engineering Standards for locations of expansion and contraction joints.
Expansion joints may not be cut into concrete without prior approval of the Engineer.
Use dowels when:
1. New concrete street pavement meets existing concrete street pavement
2. New sidewalk, curb and gutter meets existing sidewalk, curb and gutter
3. Between concrete cross gutters and curb and gutter
Do not dowel curb and gutter into concrete street pavement.
73-1.03G Backfill and Cleanup
Remove all forms and construction debris. Backfill all excavations to grade. Backfill all landscape
areas with clean native soil. The area adjacent to back of sidewalk must be:
1. Level
2. Properly sloped or
3. Retaining wall constructed
73-1.03H Asphalt Concrete Pavement
Where new curb and gutter or cross gutter abut an existing street, pavement removal and
replacement is required as shown in the Engineering Standards.
73-1.04 PAYMENT
Replace Section 73-1.04 with:
Full compensation for work specified in Section 73 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List. Quantities of:
1. Curbs
2. Gutters
3. Sidewalks
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4. Gutter depressions
5. Cross gutters
6. Driveways
7. Curb ramps
8. Island paving
Will be measured as indicated in the Bid Item List. Quantities will be determined by the count,
from the dimensions shown, or as ordered in writing by the Engineer.
You will not be paid for concrete placed in excess of these dimensions or for the cost of
restoration improvements damaged by your operations.
Concrete curb and gutter will be measured by the linear foot.
Driveway ramps will be measured by the square foot area between the expansion joint at each
side of the ramp, and between the outer lip of the gutter and the back of the driveway.
Sidewalk will be measured by the square foot, measured behind the curb line score mark on
integral construction.
Detectable warning surface is included in the payment for curb ramps. When detectable
warning surfaces are placed on an existing curb ramp, the detectable warning surfaces are
measured by the square foot.
The City does not pay for the volume of excavation occupied by the new improvements or
backfill.
73-3.04 Payment
Delete Section 73-3.04.
73-4 TEXTURED CONCRETE AND COLORED CONCRETE SURFACES
73-4.01 GENERAL
73-4.01A Summary
Add to Section 73-4.01A
Section 73-4 includes specifications for mission style sidewalk.
73-4.01C Submittals
Add to Section 73-4.01C
Provide submittals to the Engineer for the following:
1. concrete mix design
2. concrete color
3. curing compound
4. tile
5. grout
6. mortar
7. stain or coating
prior to construction.
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73-4.02 MATERIALS
Replace Section 73-4.02 with:
Use class 3 concrete. Use Type II ASTM, C-150 low alkali cement conforming to the latest
standard. Concrete must be class 3 and comply with Section 90.
For Mission Style sidewalk mix the concrete to form “SLO Mission Style Sidewalk” #0919 from
CalPortland, “City of SLO Mission Style” from Holiday Rock or approved alternative, with the
below color combination or the equivalent amount of liquid color to produce an equal quality of
color in the finish surface.
Light Red Charge Amount 1.98 lbs / 94 lbs cement
Black Charge Amount 0.41 lbs / 94 lbs cement
Yellow Charge Amount 4.14 lbs / 94 lbs cement
Total Charge Amount 6.53 lbs / 94 lbs cement
Alternative color additives must be submitted and include a 12” by 12” concrete sample for
review and approval by the Engineer.
Lids and covers may be cast iron or dark galvanized slip resistant diamond plate. Lids and
covers in traffic areas must be traffic rated.
Use TerraTile unglazed ceramic tile, “Mission Red”, one-foot squares, 7/16 inch minimum
thickness, Cotto Tile unglazed ceramic tile, “Burgandy”, one-foot squares, ½ minimum thickness,
or approved equal.
Add to Section 73-4.02
73-4.02A Mortar
Use:
1. one part waterproof cement
2. four parts sand
3. no more than one part hydrated lime
for Mission Style sidewalk tile.
73-4.02B Grout
Grout for Mission Style sidewalk tile color to match sidewalk.
73-4.03 CONSTRUCTION
Replace Section 73-4.03 with:
For mission style sidewalk:
1. vibrate
2. tamp
3. screed
4. float
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concrete to the required surface grade prior to placement of salt on the surface.
Apply the salt, with the proper gradation, in the amount and coverage as shown in the engineering
standards.
After the salt has been placed:
1. roll or trowel into the surface
2. spray the curing compound in compliance with section 73-1.03F.
Protect channels formed for tiles from the application of the sealing compound.
Set tile in a mortar bed flush with adjacent surface.
Place all:
1. sign posts
2. parking meter posts
3. utility vaults
4. water meter vaults
5. sewer cleanouts
behind the tile row and install according to Engineering Standards.
Stain or coat all:
1. wells
2. boxes
3. lids
4. covers
to match surrounding sidewalk.
Add to Section 73-4.03
73-4.03A Tile
Set the tile in a full mortar bed.
Place damp cloth fabric over grouted tile joints immediately after completion and leave overnight.
Clean tile with HILLYARD'S 777 or approved equal and seal with AQUA MIX “Grout Sealer” or
approved equal.
Delete Section 73-10.04
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75 MISCELLANEOUS METAL
75-1 GENERAL
75-1.02 MATERIALS
75-1.02B Galvanizing
Add to Section 75-1.02A General:
Galvanize only metal materials specified to be galvanized as shown or as required in the
Engineering Standards.
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77 LOCAL INFRASTRUCTURE
Replace Section 77 with:
77-1 EXCAVATION AND RESTORATION
77-1.01 GENERAL
Excavation and restoration consists of all necessary:
1. Clearing and grubbing
2. Sawcutting
3. Removal and disposal of asphalt concrete
4. Removal and disposal of concrete
5. Removal and disposal of excavated material
6. Backfill and compaction of excavation
7. Surface restoration
City streets are typically constructed of Asphalt Concrete or Portland Cement Concrete or a
combination of the two. Unless clearly indicated on the plans or the project’s Special Provisions,
it is your responsibility to determine the nature and depth of the street paving material.
Prior to excavation, sawcut on all sides of:
1. Pavement
2. Curb
3. Gutter
4. Sidewalk
Do not overcut the corners. If corners are overcut, corners must be repaired to the satisfaction of
the Engineer.
Earthwork must comply with Section 19.
Prior to excavation, if there is the possibility of a section of pavement breaking out between the
excavation and a nearby crack or joint, remove pavement up to the crack or joint and true-up the
edges. Additional sawcutting may be required prior to paving operations if surroundings are
damaged during work. Where the pavement edges have raveled or broken out in an irregular
fashion due to work, you must "true-up" and square off the pavement edges to provide a neat and
regular appearance, as directed by the Engineer. All trimmed edges must have a straight and
vertical face at least 1½ inches deep prior to resurfacing.
Concrete must comply with Section 90.
Excavation and restoration includes removal of concrete.
Protection and restoration of survey monuments and benchmarks must comply with Section 5-
1.26 and 5-1.36.
Reinforcement steel must comply with Section 52.
77-1.02 MATERIALS
77-1.02A Base Materials
Unless shown otherwise, the base for concrete street pavement or thickened asphalt concrete
pavement section may be one of the following:
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1. Slurry cement backfill
2. Class 2 aggregate base
3. Class 2R aggregate base (in public right-of-way only)
4. Class 3 aggregate base
5. Select backfill material
Provided the base is brought to pavement subgrade and meets all specified requirements for
compaction.
Use Class 2 concrete for thrust blocks and encasement. You may use Class 1, or other approved
mix.
77-1.02B Slurry Cement Backfill (One Sack)
Slurry cement backfill must comply with Section 19-3.02E.
Reduce the cement content of slurry specified in Section 19-3.02E from 188 pounds per cubic
yard to 94 pounds per cubic yard.
Vibrate slurry into place.
Do not allow slurry to be placed in contact with pipes.
77-1.02C Tracer Material
77-1.02C(1) Tape
Use "Terra Tape Green Sewer" as manufactured by Griffolyn Company, Inc., Houston, Texas or
an approved equal for tracing tape material.
Place tracing tape material in trenches over underground pipe lines.
77-1.02C(2) Wire
Use tracer wire that conforms to #14 AWG, high strength solid copper clad steel conductor,
insulated with a 30 mil, high density, high molecular weight polyethylene (HDPE) insulation,
rated for direct burial use.
Place tracer wire in trenches as required in the Engineering Standards.
Coil approximately 12 inches inside associated valve wells for easy access for pipeline locating
work. Place wire on outside of stacking.
Add G-5 box at each manhole and sewer lift station for separation between locating wire and
sewer manhole. Label lid “SEWER”.
77-1.02C(3) Tracer Material Testing
Use utility locater to locate all tracer material after backfill and compaction but prior to paving.
Repair any discontinuous tracing tap or wire and repeat test until completed successfully.
77-1.02D Concrete
Concrete must comply with Section 90.
77-1.02E Steel
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Reinforcement steel must comply with section 52.
77-1.02F Asphalt
Asphalt concrete and tack must comply with section 39.
77-1.03 CONSTRUCTION
77-1.03A Excavation
77-1.03A(1) Utilities
Underground facilities may or may not be shown, take precautions to preserve and protect any
facility whether shown or not. You must determine the grade and location of the public utility
facilities such as:
1. Telephone poles
2. Telephone conduit
3. Fiber lines
4. Underground conduit
5. Sewer mains
6. Sewer laterals
7. Water mains
8. Water services
9. Electrical lines
10. Storm drains
11. Gas mains
12. Gas services
To conduct the work, prevent damage, and interrupted utility service.
Mark out the area to be excavated. Obtain USA markings by calling USA 1-800-642-2444. Notify
the Engineer that the site is ready for review.
The City is not responsible for any
1. Damages
2. Costs
3. Delay
4. Expenses
To you resulting from a third party underground facility operator’s failure to comply with
stipulations as set forth in 4216.7(c) of California Government Code.
Pothole existing utilities in advance of pipe installation work to allow for adjustment in elevation
of the new pipe and provide required clearance between the new pipe and the existing utility.
Pothole and expose all utility lines as required by utility owner. Protect existing public facilities
and private improvements from damage.
If, in the opinion of the Engineer, you are not taking all possible precautions to prevent damage to
underground improvements, the Engineer may stop any and all operations. Operations will remain
stopped until a determination is made as to the procedure to follow to protect and reduce the
possibility of damage to the improvement.
If any damage is done to an underground facility caused by your negligence, as determined by
the Engineer, repair the damage or have the damage repaired at no cost to the City.
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Any and all expenses that the City incurs having damage repaired will be deducted from the last
payment for the project. Payment amount will be determined in compliance with Section 9-1.23.
77-1.03A(1)(a) Waterlines
You should expect to find thrust blocks at:
1. Existing bends
2. Tees
3. Crosses
4. Line ends
Restore required thrusting as directed by the Engineer. No additional payment will be made for
the removal and restoration of existing trust blocks as needed to complete the work.
77-1.03A(1)(b) Sewerlines
Every property has one or more sewer laterals. Sewer laterals are private owned and will not
be marked by Underground Service Alert. You must make an effort to locate and protect the
lateral. If you damage a sewer lateral you must repair the damage at your expense.
When sewer mains or sewer laterals are encountered in the trench and they interfere with the
laying of the pipeline, you must excavate the trench to such a depth and length to permit the
installation of the new pipeline. If in the opinion of the Engineer, a larger excavation will not
allow for installation of the new pipeline you may:
1. Remove the sewer main or sewer lateral
2. Lay the new pipeline
3. Repair the Section of removed sewer facility in compliance with Section 77-3.03F(3)
77-1.03A(2) Tree Protection
77-1.03A(2)(a) Protection Fences
Install a 5-foot tall fence around drip-line of trees to be saved, or as directed by the Engineer,
before any work starts on the site.
The tree protection fence must be orange safety fencing secured with steel t-posts set at 8 feet
on center.
Tree protection fences must:
1. Be installed before any work begins
2. Remain in place
3. Continually maintained
4. Removed as the last item of contract work
77-1.03A(2)(b) Pruning
Pruning of tree limbs will only be allowed if approved by the Engineer. Tree pruning must be
done by a certified arborist per International Society of Arboriculture (ISA) standards.
77-1.03A(2)(c) Parking And Storage Of Building Materials
Do not:
1. Park vehicles
2. Park construction equipment
3. Stockpile
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Within the drip-line of trees to be saved.
77-1.03A(2)(d) Dumping
Do not deposit:
1. Water
2. Waste
3. Construction materials
Within 20 feet of drip-line of trees to be saved.
77-1.03A(2)(e) Herbicide Use
Do not use herbicide including pre and post emergent within 20 feet of drip-line of trees to be
saved.
77-1.03A(2)(f) Trunk Protection
Do not attach anything to any portion of trees to be saved. If you wound a tree to be saved,
immediately expand tree protective fencing and treat tree wound to the satisfaction of the
Engineer. If severe tree damage occurs you may be fined in compliance with the City’s tree
ordinance.
77-1.03A(2)(g) Excavation, Grading, Trenching And Boring
No trenching of any depth will be allowed within the drip-line of trees or shrubs to be saved,
unless approved by the Engineer. If you plan to trench within 20 feet of the drip-line of tree to
be saved, layout trench location with chalk or paint, and notify the Engineer for review and
approval before trenching work begins. If the Engineer approves trenching within the drip-line
of trees or shrubs to be saved, trenching excavation must be done by hand. Trenching outside
the drip-line of trees to be saved and within 20 feet of drip-line of trees to be saved is not
required to be completed by hand.
No grading cuts or fills will be allowed within the drip-line of trees to be saved, unless approved
by the Engineer.
During excavation if any roots are encountered less than 1-inch in diameter, the root may be
cut by hand leaving a clean cut.
During excavation if any roots are encountered greater than 1-inch in diameter, the root must
be protected from:
1. Scarring
2. Drying
3. Then tunneled under
If the root cannot be protected, you must schedule the Engineer and City Arborist to review
excavation and give direction.
Shade roots from direct sunlight when exposed in open trench. The Engineer must review
pruned or cut roots prior to backfilling trench. Trench must be backfilled within 24 hours of
encountering roots.
All directional boring within drip-line trees to be saved must maintain a minimum depth of 5
feet.
184
If severe tree or root damage occurs you may be fined in compliance with the City’s tree
ordinance.
77-1.03A(2)(h) Tree Removals
Trees not shown and identified on the plans to be removed, but are required to be removed in
order to complete the work, are subject to the City's tree removal policies and procedures.
Coordinate tree removal policy compliance with Engineer.
77-1.03A(2)(i) Tree Protection Plan
If the approved project plans preclude compliance with all requirements of Section 77-1.03A(2),
you must provide the services of a Certified Arborist to develop a tree protection and monitoring
plan and implement the plan. The tree protection plan must include:
1. Establishment zones of protection for each tree
2. Provide pre-construction worker training
3. Site monitoring during construction
4. Recommended treatments for tree wounds if damaged
5. Identify post construction inspection and maintenance requirements.
Submit plan to Engineer for review and approval prior to the start of any site work.
77-1.03A(3) Groundwater
Provide and operate pumps or other devices that may be necessary for the removal of water from
excavation during construction. Remove groundwater by laying rock or gravel on the bottom of
the excavation or by other means that prevents groundwater from softening the bottom of the
excavation. At the direction of the Engineer, install trench plugs to prevent ground water from
traveling over long distances in a trench.
77-1.03B Trench Construction
77-1.03B(1) General
Increase excavation width to provide for pipeline clearance as required in Engineering Standard
as well as any necessary shoring.
Excavate at least one foot beyond limits of structures.
If you are unable to maintain minimum trench width required in the Engineering Standards, the
Engineer may allow a narrower trench. If the Engineer allows a narrower trench, the Engineer
may require crushed rock bedding and different backfill materials in order to compensate for
additional loading on the pipe.
During excavation for underground utilities, if solid rock or other unyielding materials is
encountered, excavate an additional 6-inches minimum trench depth. Backfill additional
excavation with pipe bedding material and compact by mechanical means to a relative
compaction of 90 percent. Pipe bedding must be true to the design line and grade.
During excavation for underground utilities, if soft or unsuitable materials are encountered,
excavate an additional 12-inches minimum trench depth. Backfill additional excavation with
float rock material or as directed by the Engineer. Float rock bedding must be true to the design
line and grade for the normal trench bottom.
Methods of excavation and the shoring must be in compliance with the
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STATE CONSTRUCTION SAFETY ORDERS
Issued by the Division of Industrial Safety. Failure to comply with any of these:
1. Rules
2. Orders
3. Regulations
Is sufficient cause for the Engineer to immediately suspend all work. Compensations for losses
incurred by you due to a suspension will not be paid. During backfilling operations the bottom
of the shoring must be kept above the level of the backfill at all times.
Coordinate with the Engineer and provide 24 hours notice for the following:
1. Backfill material samples
2. Pipe inspection
3. Backfill of trenches
4. Compaction testing
5. Excavating testing holes
77-1.03B(2) Trench Bedding
Use select backfill material in compliance with Section 26 and applicable Engineering
Standards for bedding and backfill of pipes.
Place bedding in the bottom of the trench in compliance with Engineering Standards and
mechanically compact up to the grade of the bottom of the pipe. Excavate by hand the area
for:
1. Bells
2. Collars
3. Valves
4. Fittings
A firm and compacted uniform bedding is required throughout the entire length of the pipe.
77-1.03B(3) Pipe Laying
After the bedding has been properly placed in the bottom of the trench, the pipe may be laid
and inspected. Do not:
1. Block
2. Wedge or
3. Support the pipe on earth mounds in the trench
Lay pipe at the design line and grade. Lay pipe on a firm bed and have a true bearing of its entire
length. Adjust line and grade by scraping away or filling the bedding under the body of the pipe.
Inspect all pipes for defects prior to installation. Visually inspect the spigot end of pipe and true
up and remove any lumps or ridges. Do not install any pipe that is cracked or has any other
defect. Wipe and clean all:
1. Pipes
2. Valves
3. Fittings
As they are installed. Remove any earth or rubbish lodged inside before laying pipe. Plug or
cover all pipe ends before work stops for any reason. The interior of the pipe must be free from
all dirt and foreign matter as the work progresses and left clean at its completion.
Cut all pipes completely through with an approved pipe cutting disk or saw. Do not:
186
1. Break
2. Chip
3. Use cutting torches
To cut pipe. Bevel pipe ends, 1/8 of inch at 30-degree angle, removing all sharp edges. Use
course file or portable grinder to make bevel. You may only snap cut asbestos cement pipe.
Length of pipe may not be used to drive the spigot of one pipe into the bell of another pipe.
In general, the pipe must be installed in compliance with the manufacturer's recommendations.
Place concrete thrust blocks and collars where required.
77-1.03B(4) Initial Backfill
Use select backfill material in compliance with Section 26 and applicable Engineering
Standards for bedding and backfill of pipes. Upon approval of the Engineer, place backfill
material on both sides and over the top of the pipe per the Engineering Standards. By
mechanical means, thoroughly compact backfill to 90% compaction.
Jetting may be used when recommended by an independent soils engineer. Take proper
precautions when jetting to prevent floating of the pipe or other damage. You are responsible
for all damage caused by jetting.
77-1.03B(5) Subsequent Backfill
After the initial backfill has been completed, place select backfill material in the trench and
thoroughly compact, in compliance with Engineering Standards, to grade and elevations as
shown.
77-1.03B(6) Compaction
Compact backfill to 95% relative compaction. If compaction does not meet requirements,
excavate and re-compact until necessary compaction is achieved. Compaction will be
retested, at your expense.
77-1.03C Temporary Paving and Steel Plates
77-1.03C(1) Temporary Paving
Provide temporary cold mix paving or steel plates to cover excavated areas within the public
right-of-way:
1. After excavation is backfilled and compacted, or
2. At the end of the work day
When excavation restricts driveway access steel plates must be on-site and available to bridge
excavation and provide access to driveways.
Excavation must be backfilled, compacted and tested at the end of each day. Place a minimum
of 1½ inches of cold mix at the top of excavation, flush with adjacent surfaces, and maintain
smooth temporary cold mix paving at all times. Replace temporary cold mix paving with
permanent restoration of:
1. Pavement
2. Curb
3. Gutter
4. Sidewalk
187
Within:
1. Four weeks of the initial excavation, or
2. After one week where no work is completed within excavation, or
3. As directed by the Engineer
77-1.03C(2) Steel Plates
When excavation cannot be:
1. Backfilled
2. Compacted
3. Temporarily paved
Within 1 work day:
1. Excavation shoring and
2. Steel plates
Must be installed in and over excavation.
Steel plates may not cover excavation for more than 48 hours without approval of the Engineer.
Steel plates must conform to the following minimum requirements:
1. Steel plates used for bridging must extend a minimum of 12 inches beyond the limits of
excavation
2. Steel plates must be non-skid.
3. The excavation must be adequately shored to support traffic loads
4. Use temporary cold mix paving to feather the edges of the steel plates for method 2
installations
5. Secure steel plate against displacement with adjustable cleats, shims or other devices
6. Steel plates must not make noise or rock when driven over
7. Steel plates may not be used in the downtown core after 3:00 P.M. on Thursdays
8. For street with a posted speed limit of 35 mph or greater, cold plane the pavement to a
depth equal to the thickness of the steel plate for the length and width of the steel plate
9. For streets with a posted speed limit less than 35 mph, pin steel plate with 2 dowels per
plate a minimum of 2 inches into pavement. Provide ramp to steel plate using temporary
cold mix paving at a maximum slope of 8.5 percent with a minimum taper length of 12
inches. Once plates are removed fill dowel holes in pavement with asphalt concrete
fines, concrete slurry or equivalent as approved by the Engineer
10. If required by the Engineer, provide a rough road sign (MUTCD W8-8) in advance of
steel plates
15.
The following are the required minimum thicknesses for steel plate bridging required for a given
trench width:
Trench
Width
Minimum Plate
Thickness
12 inches ½ inch
18 inches ¾ inch
24 inches ⅞inch
36 inches 1 inch
48 inches 1¼ inches
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For spans greater than 48 inches, steel plate design must be prepared by a registered civil
engineer and submitted to the Engineer for review and approval. Steel plate design loading
must conform to HS20-44 truck loading per Caltrans Bridge Design Specifications Manual.
Failure to:
1. Maintain temporary cold mix pavement
2. Maintain steel plates, or
3. Complete permanent restorations in required timeframe to the satisfaction of the
Engineer
Is cause for the Engineer to stop other work until repairs or permanent restorations are
completed.
77-1.03D Surface Restoration
Restore any damaged
1. Facilities or
2. Improvement
And provide new finished
1. Facility or
2. Improvement
As specified and per Engineering Standards.
77-1.03D(1) Portland Cement Concrete Pavement
Place, consolidate, and finish concrete street pavement.
77-1.03D(2) Asphalt Concrete (AC) Pavement
Asphalt concrete and tack coat must comply with Section 39.
Tack pavement subgrade and all sides of trench or excavation.
Remove any temporary cold mix paving and backfill as required to construct new asphalt
concrete pavement section.
Cored excavation up to 8 inches in diameter may be repaired:
1. In compliance with Engineering Standard 6050, or
2. By backfilling void with slurry in compliance with Section 77-1.02B vibrated into place.
Pave back with 6 inches of hot mix asphalt concrete. This repair may only be completed
in streets without concrete pavement
16.
Prior to placement of any:
1. Overlays
2. Pavement fabrics
3. Grids
4. Prime coat
5. Tack coat
Repairs must be made to the existing roadway. This work consists of the removal of existing
pavement in areas marked in the field, on the plans, or as directed by the Engineer.
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Roadway repair activities must be scheduled and performed on rain-free days. At no time is
the soil beneath the existing pavement material to be exposed to rain or other adverse weather
conditions.
Remove existing asphalt concrete pavement areas by sawcutting or by grinding. Import class
2 aggregate base as necessary and compact to ninety-five percent relative compaction. Class
2 aggregate base must comply with Section 26. Compact the top 6 inches of base materials.
Apply a tack coat to the edges of the existing asphalt pavement prior to new asphalt placement.
Pave all excavated areas with asphalt concrete. Place and compact asphalt concrete to a
minimum of ninety-five percent density and match the grades of the existing pavement. Areas
inaccessible to rollers must be compacted with a high impact power compactor capable of
attaining the same compaction as the rolled areas. Relative compaction will be determined by
California Test 375. Laboratory specimens will be compacted in compliance with California Test
304.
If the corners are overcut, fill the overcut voids with asphalt fines.
Seal trench edges using Henry’s 532 Driveway Asphalt Resurfacer or equal as directed by the
Engineer.
Cover road repair with steel plate if adequate time for asphalt cooling is not available prior to
opening roadway for public traffic.
77-1.03D(3) Sidewalk, Curb And Gutter Restoration
Sidewalk, curb and gutter restoration must comply with Section 73.
77-1.03D(4) Traffic Stripes, Pavement Markings, And Pavement Markers
Traffic stripes, pavement markings, and pavement markers must comply with Section 84.
77-1.04 PAYMENT
Full compensation for work specified in 77-1 and applicable Engineering Standards is included
in the payment for other bid items unless a bid item of work is shown on the Bid Item List.
Additional trench bedding material directed by the Engineer is paid per Section 9-1.06.
Full compensation for extra cutting and trimming to true-up and square off the pavement edges
is included in the payment for other bid items unless a bid item of work is shown on the Bid
Item List.
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77-2 WATERLINES
77-2.01 GENERAL
Section 77-2 includes general specification for:
1. potable water pipelines
2. recycled water pipelines
3. appurtenances
Potable and recycled water pipeline installation must conform to these specifications and the
American Water Works Association (AWWA) requirements.
Do not turn any valves in the City water system. Contact the Engineer at least 72 hours in advance
of the need, and the Engineer will coordinate that work.
Work must comply with Section 77-1.
77-2.02 MATERIALS
77-2.02A General
Water system main pipeline may be Ductile Iron, or PVC. Recycled water system main pipeline
must be Ductile Iron. Do not use PVC pipe for recycled water system mains.
Furnish complete with all fabricated fittings, and other appurtenances as necessary, for a
complete and functional system.
The materials must be free of:
1. Visible cracks
2. Holes
3. Foreign inclusions, or
4. Other defects
Any materials not meeting these criteria will be rejected.
77-2.02B Pipe
77-2.02B(1) Ductile Iron Pipe
Ductile iron pipe must:
1. Be centrifugally cast
2. Be ductile iron pipe
3. Have end joint which employs a single elongated rubber gasket such as Tyton Joint or
an approved equal
4. Have a pressure class 150 minimum for potable water systems
5. Have a pressure class 350 minimum for recycled water systems
6. Have coated outside conforming to AWWA C151 exterior coatings with 10-mils of
coating
7. Be lined inside with sealcoated cement lining of 1/16-inch minimum thickness, all
conforming to applicable ASA and AWWA Specifications
77-2.02B(2) Polyvinyl Chloride (PVC) Pipe
Polyvinyl Chloride (PVC) pipe must:
1. Comply with AWWA C900 Standards
2. Be pressure class 235, DR-18
3. Be blue in color
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77-2.02B(3) Polyethylene Tubing
Polyethylene tubing must:
1. Be pressure rated for 200 psi
2. SDR-9 conforming to ASTM D-2737 and AWWA C901 standards
3. Copper tube size for diameters greater than 1 inch
4. Iron pipe size for diameters 1 inch and smaller
5. Be manufactured for use with standard compression fittings
6. Clearly marked showing:
a. Manufacturer’s trade name
b. Nominal size
c. Type of material
d. Pressure rating
e. Seal of approval of an accredited testing laboratory
77-2.02C Joints and Fittings
All fittings must be cement lined by the centrifugal process in compliance with ANSI/AWWA
C104/A21.4. Cement lining must be standard thickness.
Joint and fitting types must be:
1. Mechanical
2. Compressed gasket
3. Flanged
4. Flexible coupling type
Pressure rating for all joints and fittings must be equal to or greater than the connecting pipe.
Flanged and mechanical joint type fittings must be ductile iron and conform to:
1. ANSI/AWWA C110/A21.10
2. ANSI/AWWA C111/A21.11 or ANSI/AWWA C153/A21.53-06
3. ANSI/AWWA C151/A21.15
Compressed gasket joint type must use a single elongated rubber gasket to seal joint such as
Tyton, Fastite, or an approved equal conforming to ANSI/AWWA C111/A21.11.
Flexible coupling type must be either:
1. Dresser
2. Smith-Blair
3. Victaulic, or
4. Approved equal
The couplings must be straight or transition as shown and must conform to ANSI/AWWA C219.
Nuts and bolts for flanged fittings, mechanical fittings, and couplings must be coated with a
baked-on fluorocarbon resin such as Trumbull Cor-Blue, Romac R-Blue, or an approved equal.
77-2.02C(1) Solid Sleeves
Solid sleeves must be ductile iron with flanged or mechanical joints ends. Minimum sleeve
length is 1 foot.
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77-2.02D Valves
77-2.02D(1) Gate Valves (3 inch to 12 inch)
All gate valves must be either:
1. AVK
2. Clow F-6100
3. Approved equal meeting the following requirements:
a. Mechanical joint or flange
b. Resilient seated with fully encapsulated gate
c. Epoxy coated inside and outside
d. Full-size waterway
e. Open to the left
f. Non-rising stems with o-ring seals
g. Complete with cast iron glands
h. High strength cast iron tee-head bolts and hex nuts
i. Plain rubber gaskets conforming to ASA specification A21.11
j. 200-psi working pressure rating
k. Tested to 400 psi
l. Meet the requirements of AWWA C509
77-2.02D(2) Butterfly Valves (14 inch to 24 inch)
All butterfly valves must be either:
1. Dresser 450
2. Mueller Line Seal III
3. Approved equal meeting the following requirements:
a. Rubber seated, tight closing type
b. Valves to have mechanical joint per AWWA Specification C111
c. Accessories (bolts, glands, and gaskets) must be supplied by the valve
manufacturer
d. Valves must use full ANSI/AWWA C504 Class 150B valve shaft diameter
e. Valve must use full ANSI/AWWA C504 Class 150B underground service operator
torque rating throughout entire travel
f. Valve body must be high strength Cast Iron ASTM A126 Class B with 18-8 grade
stainless steel (Type 304) body seat
g. Valve must be high strength cast iron ASTM A48 Class 40
h. Valve must have a rubber seat mechanical secured with an integral 18-8 grade
stainless steel clamp ring and 18-8 grade stainless steel nylon locked screws
i. Valve rubber seat must be full circle 360° seat not penetrated by the valve shaft
j. Valve shaft must be one piece, extending full size through the entire valve
operator with no neck down, keyways or holes to weaken
k. Valve operator must be of the traveling nut type, sealed, gasketed, and lubricated
for underground service
l. All valves must be open left and be equipped with a 2-inch AWWA operating nut
m. Valve must meet or exceed performance requirements of AWWA C504
n. When depth of valve operating unit exceeds 36-inches, the operating nut must
be extended to within 24-inches of ground surface
o. Valve with operator and extension stems must be totally enclosed, watertight,
grease packed, 30-turn minimum, and be Henry Pratt Co. "Groundhog" assembly
or an approved equal
p. Protective coating that is suitable for buried service
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77-2.02D(3) Check Valves
1. Check valves must be either:
2. Renssalaer
3. Mueller
4. Approved equal meeting the following requirements:
a. Iron body
b. Bronze mounted
c. Swing check valves with outside spring and lever
d. Bronze valve seat ring must be back-faced and screwed into an accurately
machined body
e. Cast iron gate mounted with a bronze gate ring
f. Gate rings machined to provide a watertight surface
g. Gate must be hung solid bronze hinges and stainless-steel hinge pins
h. Minimum working pressure of 150 psi.
77-2.02D(4) Air Release Valves
Air release must be a combined air release and vacuum in compliance with Engineering
Standards.
77-2.02E Recycled Water Pipe Identification
Any:
1. pipe
2. valve
3. fitting
4. other apparatus
which is connected to the City’s recycled water system must be properly labeled as such.
Components must be painted with Pentone-522 (purple) paint, or wrapped with purple marking
tape and labeled:
Recycled Water – Do Not Drink
and subject to the approval of the engineer.
77-2.02F Chlorine
Hypochlorite must conform to the AWWA B300-55, "Standard for HypoChlorites".
Liquid Chlorine must conform to the AWWA B301-57T, "Tentative AWWA Standard for Liquid
Chlorine".
77-2.02G Tapping Sleeves
Tapping sleeve shall be Romac SST or approved equal. Tapping valve shall meet AWWA C509
and shall be Mueller T-2360 or approved equal.
77-2.03 CONSTRUCTION
77-2.03A Pipe Laying
Any deflection must be taken up in the length of pipe and not the joint. In all cases deflection must
not exceed the manufacturer’s recommendation.
Standard laying lengths for pipe is 20 feet + 0.3 feet for all pipe diameters. Random lengths of
pipe may not be used.
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77-2.03A(1) Asbestos Cement Pipe
Asbestos Cement Pipe must not be used for new installations. When working with asbestos
cement pipe, provide documentation that employees have received required training per
OSHA.
Methods of work must comply with OSHA and other legal guidelines to prevent the release of
fibers. Asbestos cement pipe may be cut only by an approved method and in compliance with
OSHA guidelines. Sawing, grinding, drilling or any other activity that could result in the release
of asbestos fibers is prohibited.
Asbestos Cement Pipe, if not either:
1. Broken
2. Crushed
3. Friable
Is not a hazardous waste. Verify with landfill prior to disposal.
77-2.03A(2) Poly Vinyl Chloride (PVC) Pipe Installation
Install PVC water pipe in compliance with AWWA C605.
77-2.03B Joints and Fittings
Install joints and fitting in compliance with manufacture’s recommendations and this Section.
Provision must be made for expansion and contraction at each joint with an elastomeric ring.
77-2.03B(1) Mechanical Joints
Clean length of ends of pipe of all:
1. Oil
2. Grit
3. Other foreign material
By brushing with a wire brush and then painted with a soap solution made by dissolving 1/2 cup
of granular soap in one gallon of water.
Install mechanical joint by:
1. Place the gland on the pipe with lip extension of the gland toward the socket or bell end
of the joint
2. Paint the rubber with the NSF approved pipe joining lubricant and place on the pipe with
the thick edge toward the gland
3. Push the pipe into the bell to seat the spigot and gasket into place
4. Gasket must be evenly located around the entire joint
5. Place the gland against the gasket
6. Insert the bolts and place the nuts and tighten with torque wrench
7. Tighten nuts one hundred eighty degrees (180o) apart alternately, to produce an equal
pressure on all parts of the gasket
8. Torque 90 foot-pounds
77-2.03B(2) Compressed Gasket Joints
Install compressed gasket joint by:
1. Wipe gasket and gasket socket clean with a cloth or brush
2. Insert gasket into socket with thickened edge entering first
195
3. Gasket groove must fit over bead in socket
4. Apply a thin film of lubricant on portion of gasket that will enter the pipe
5. Wipe clean and place in proper alignment the plain beveled end of pipe with the bell of
the pipe to be joined
6. Apply a film of lubricant to the outside of the plain end for a 2-inch length. No foreign
materials on lubricant will be allowed
7. Fit the plain end of the pipe into the socket so that it is in contact with the gasket
8. Join the pipes by exerting sufficient force on the plain end pipe so that itis moved past
the gasket contacting the socket
77-2.03B(3) Flanged Joints
Tighten nuts one hundred eighty degrees (180o) apart alternately to produce equal pressure
on all parts of the flange and gasket.
77-2.03B(4) Flexible Couplings
Reserved.
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77-2.03C Fire Hydrant
Set hydrant plumb and make connection to water supply per Engineering Standards.
Clean hydrant of all:
1. Oil
2. Grease
3. Concrete splatters
4. All deleterious materials
Prepare hydrant surface using wire brush and appropriate solvent. Clean the hydrant of solvent
residue prior to painting.
Surface of hydrant must be clean and dry prior to painting. During painting work relative
humidity must be less than 85 percent and surface temperature of hydrant must be between
40 and 120 degrees Fahrenheit.
77-2.03D Valves and Valve Wells
Construct valve wells in compliance with Engineering Standards. Install valves in compliance
with manufacturer's recommendation. Visually inspect the interior edge of the pipe that it is fitted
to by turning the valve to ensure the rubber seal of the valve does not come into contact with the
pipe. The interior edge of the pipe may need to be beveled to avoid contact and tearing of the
rubber seal.
Complete paving work and construct valve well to final finished street grade.
Valve wells located outside of paved area must be raised 6 inches above finished grade.
Construct concrete collar sloped away from valve well.
77-2.03E Hand Wheels
Furnish and install all hand wheels as shown and in compliance Engineering Standards.
77-2.03F Water Services
Construct water service pipeline to convey water from the water main to the water meter using
new water tubing.
Use restrained fittings and valves for water services 3 inches in diameter and larger.
Install water services in compliance with Engineering Standards. The Engineer must approve all
tools and equipment used for installation.
77-2.03G Tapping Sleeves
Furnish and install tapping sleeves with all necessary gaskets in compliance with Engineering
Standards.
77-2.03H Existing Water Pipes
All new water pipe must be tested in compliance with Section 77-2.03J, and approved by the
Engineer, prior to connection to the existing water system.
197
At a minimum, 72 hours in advance of connection to existing water pipe, pothole and verify
existing pipe:
1. Depth
2. Diameter
3. Fitting needs.
Swab the interior of all pipes with a one (1) to five (5) percent hypochlorite disinfecting solution.
Connect new water pipe to existing water pipe as shown. The connection detail as shown
represents the approved connection detail and location. If you wish to make an alternate
connection to the existing water system, provide a detailed drawing to the Engineer for review
and approval.
Do not shutdown the existing water system. The Engineer will coordinate the shutdown of the
existing water system for new pipeline tie-ins. Notify the Engineer 48 hours in advance of need
to shut down the existing waterline. In all cases an effective shut down may not be possible,
and you must work in wet conditions. Anticipate working in wet conditions. No payment will
be made for delays or additional cost for inability to shutdown the existing water system.
When installing new water pipe in replacement of existing water pipe, the new water pipe must
be brought into service and existing water pipe abandoned prior to moving into the next segment
of new water pipe installation.
77-2.03H(1) Abandonment Of Waterlines
Abandon existing water system facilities taken out of service in compliance with Engineering
Standards.
To abandon existing water services:
1. Excavate to existing water pipe at water service tube location
2. Turn off corporation stop
3. Disconnect existing water service tube from corporation stop
4. Cap existing corporation stop
5. Remove, cap or plug existing water service tube
6. Remove existing water meter box
7. Remove, cap or plug existing water service tube
8. Inspect saddle and replace if needed
9. If the existing tap on the water main is a direct tap, it shall be at the discretion of the
Engineer to determine if it is necessary to remove the existing corporation stop and
install a full circle clamp or pipe segment repair based on condition of the water main.
77-2.03H(2) Coordination And Notification
Coordinate water service disruptions to take place during the least impactful times to facility
operations, day or night, for the following facilities:
1. Schools
2. Senior living complexes
3. Commercial business properties
4. Motels
5. Hotels
6. Restaurants
7. Hospitals
198
The Engineer will provide you with a map showing the affected area of a water shutdown. You
must notify all affected water users.
Water shutdown will disrupt fire sprinkler systems. Notify property owners with fire sprinklers
of fire watch requirements. Building owners are responsible to provide Fire Watch per the City’s
Municipal Code. Additional information may be found on the City’s website:
www.slocity.org/government/department-directory/public-works/documents-online
Fire watch requirements are as follows:
2013 California Fire Code - 901.7 Systems out of service.
Where a required fire protection system is out of service, the fire department and the fire
code official shall be notified immediately and, where required by the fire code official,
the building shall either be evacuated, or an approved fire watch shall be provided for
all occupants left unprotected by the shutdown until the fire protection system has been
returned to service.
Where utilized, fire watches shall be provided with at least one approved means for
notification of the fire department and their only duty shall be to perform constant patrols
of the protected premises and keep watch for fires.
Public notification must comply with Section 7-1.03A. Include in the notification:
1. Construction company name
2. Contact phone number
3. Date of shutdown
4. Time of shutdown
5. Fire watch notification
Five working days and again two working days, prior to water shutdown notify:
1. Schools
2. Senior living complexes
3. Commercial business properties
4. Motels
5. Hotels
6. Restaurants
7. Hospitals
Notify all affected users one working days prior to water shutdown.
Notify the Engineer 72 hours prior (or with first public notice) to water shutdown to schedule
exercising of existing valves to accommodate service interruption.
All service interruption or shutdowns are limited to four hours without prior approval of the
Engineer.
77-2.03I Compliance with Public Health Code
Pipeline installation must comply with Section 64630, Title 22, of the California Administrative
Code and AWWA Standards.
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An RP Backflow preventer must be installed and tested on potable water service supply lines
for parcels that are additionally served by recycled water or well.
77-2.03J Testing
All new:
1. Water pipe
2. Water tubes
3. Valves
4. Joints and fittings
5. Fire lines
6. Services
7. Other water facilities
Must be tested prior to service.
Testing procedure for new water facility installations are:
1. install water sampling station and temporary blow-offs – see section 77-2.03J(1)
2. flush new water facility – see section 77-2.03J(2)
3. disinfect new water facility – see section 77-2.03J(3)
4. 30-hour chlorine test – see section 77-2.03J(3)
5. flush new water facility – see section 77-2.03J(2)
6. 24-hour bacteria and chlorine test – see section 77-2.03J(3)
7. two-hour pressure test – see section 77-2.03J(4)
8. four-hour pressure test – see section 77-2.03J(4)
9. Remove sampling station and temporary facilities
Provide the Engineer proposed testing and flushing methods as well as schedule for review and
approval prior to starting testing work. Repeat testing procedure as directed by the Engineer if
any portions of the new water facility fail testing.
77-2.03J(1) Sampling
Provide sample station. Sampling station may be a threadless hose bib or other flow-controlling
valve connected to the new water facility at either:
1. Fire hydrant
2. Blow-off
3. Backflow, or
4. Corporation stop
Located at the most remote point of the facility to be tested. Hose bib or another flow-controlling
valve must be a minimum of 1 foot above grade.
Notify the Engineer, at a minimum, two working days in advance of each sample need.
Samples are taken between 8:00 A.M. and 1:00 P.M. Monday through Friday, excluding City
holidays.
77-2.03J(2) Flushing
Flush new water facilities as shown in table below to provide two cubic feet per second flush flow.
New Facility Diameter (inches) Flush with (inches)
200
4 2½ hose
6 to 8 4-inch blow-off or 4½ hydrant
Larger than 8 6-inch blow-off
Install temporary blow-off per engineering standards as needed to load or flush new water
facilities. Submit temporary blow-off locations to the Engineer for review and approval prior to
installation.
Remove water and debris from new water facility by flushing and place into nearest sanitary sewer
manhole, if chlorine concentration of water is less than one hundred parts per million; otherwise
place into truck. Continue to flush new water facility until residual chlorine is one part per million
or less. Provide air gap between sanitary sewer manhole and discharge hose.
Do not allow any water or chlorine solution into the street and storm drains.
77-2.03J(3) Disinfection
Disinfect all new water facilities with chlorine. Introduce a uniform distribution of chlorine
solution throughout the new water facility. Allow chlorine solution to remain in new water
facilities for at least thirty hours.
After thirty (30) hours, test chlorine levels. Chlorine levels must be greater than fifty parts per
million in the most remote portion of the line.
Flush water in compliance with section 73-3.03J(2).
Load water facility with water. Wait at least twenty-four (24) hours and test water for:
1. chlorine level which must be less than one (1) part per million
2. bacteria contamination (non-spore forming)
Repeat flushing and disinfection until all requirements of this section are achieved.
77-2.03J(4) Pressure
All new water facilities must be pressure tested, after water facilities:
1. have been placed and isolated from the existing water system
2. trenches have been backfilled
3. concrete thrust blocks have cured for a minimum of 36 hours
4. have passed disinfection testing
You may pressure test a new water facility against an existing valve that is closed at your own
risk. The existing valve cannot be guaranteed not to leak. If the valve leaks, resulting in a failed
test, you are responsible to modify the new pipe work by adding temporary blow-offs or other
method, approved by the Engineer, to allow the testing to occur at no additional cost to the City.
If hydrants or blowoffs are not available for expelling air, taps must be made at points of highest
elevation before any tests are made. After tests have been completed, insert plugs in the pipe
taps.
Pressure test new water and recycled water facilities as follows:
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1. Pressurize new water facility to 225 psi (minimum of 215 psi and maximum of 235 psi);
and
2. Maintain pressure for two hours
17. Evaluate leakage
3. After steps 1 and 2, pressurize new water facility to 150 psi (minimum of 145 psi and
maximum of 155 psi) for potable facilities and 200 psi (minimum of 195 psi and maximum
of 205 psi) for recycled water facilities; and
4. Maintain pressure for four hours
5. Evaluate leakage
New potable and recycled water facility will not be accepted until the leakage is less than the
number of gallons as determined by the following table:
Allowable Leakage per Joint or 20’ of Pipe in Gallons per Hour (US gal/hr)
Normal Pipe Diameter (in)
Test Material Pressure
(PSI)
4 6 8 10 12 14 16 18 20 24 30
2 hr Ductile
Iron or
PVC
225 0.0082 0.0122 0.0162 0.0202 0.0244 0.0284 0.0324 0.0364 0.0406 0.0486 0.0608
4 hr Ductile
Iron
200 0.0076 0.0114 0.0152 0.0192 0.0230 0.0268 0.0306 0.0344 0.0382 0.0458 0.0574
4 hr PVC 150 0.0066 0.0100 0.0132 0.0166 0.0198 0.0232 0.0264 0.0298 0.0332 0.0398 0.0496
The total allowable leakage is calculated by multiplying the allowable leakage (gallons per hour
per joint) up to 50 joints or 1000 feet, whichever is smaller, for the diameter of the pipe tested as
obtained from the above table, by the duration of the test in hours and the total number of joints.
𝑇𝑜𝑡𝑎𝑙 𝐴𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒 𝐿𝑒𝑎𝑘𝑎𝑔𝑒 (𝐺𝑎𝑙𝑙𝑜𝑛𝑠)=𝐴𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒 𝐿𝑒𝑎𝑘𝑎𝑔𝑒 (𝐺𝑎𝑙𝑙𝑜𝑛𝑠 𝑝𝑒𝑟 𝐻𝑜𝑢𝑟 𝑝𝑒𝑟 𝐽𝑜𝑖𝑛𝑡) ∗
𝑁𝑢𝑚𝑏𝑒𝑟 𝑜𝑓 𝐻𝑜𝑢𝑟𝑠∗ 𝑁𝑢𝑚𝑏𝑒𝑟 𝑜𝑓 𝐽𝑜𝑖𝑛𝑡𝑠
The measured leakage must be less than or equal to the allowable leakage.
𝑀𝑒𝑎𝑠𝑢𝑟𝑒𝑑 𝐿𝑒𝑎𝑘𝑎𝑔𝑒≤𝑇𝑜𝑡𝑎𝑙 𝐴𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒 𝐿𝑒𝑎𝑘𝑎𝑔𝑒
If the section under test contains joints of various diameters, the allowable leakage will be the sum
of the computed leakage for each size joint.
Remove and replace any defective:
1. pipes
2. fittings
3. valves
4. hydrants, or
5. consumer water services
discovered during pressure test and repeat test.
77-2.04 PAYMENT
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Full compensation for work specified in Section 77-2 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List. Waterline work performed under Section 77-2 is designated in the contract by:
1. Size
2. Type
3. Quantity, or
4. Whatever information is necessary for identifying waterline work
The length of water pipe is measured by the slope length designated by the Engineer. Pipe is
measured through fittings with the final measurement rounded off to the next foot increment.
Measurement will be to the inner edge of other structures to which the water is connected.
Pipe:
1. Bends
2. Tees
3. Crosses
4. Valves (except tapping valves and sleeves)
5. Other branches
Are measured and paid for by the linear foot for the sizes of pipes involved. Bends will be
measured along the centerline to the point of intersection. Quantities of:
1. Fire hydrants
2. Services
3. Intersection tie-ins
Are determined as units from actual count.
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77-3 SEWERS
77-3.01 GENERAL
Section 77-3 includes general specification for sewers and appurtenances.
Work must comply with Section 77-1.
77-3.02 MATERIALS
77-3.02A Pipe
77-3.02A(1) General
New sewer main pipeline material must be HDPE. When repairing existing pipeline, comply
with Section 77-3.03F(3).
Provide documents or certified test results indicating the pipe furnished meets all specified
requirements. Satisfactory documents include pipe manufacturer certificate indicating that the
pipe has been:
1. Sampled
2. Tested
3. Inspected
In compliance with the ASTM specifications.
77-3.02A(2) High Density Polyethylene (HDPE)
Use:
1. Virgin grade
2. High molecular weight
3. Standard Dimension Ratio (SDR) 17
4. Iron Pipe Size (IPS)
High Density Polyethylene (HDPE) pipe made in diameter and tolerances in compliance with
the latest version of ASTM D3035.
Furnish complete with all fabricated fittings, and other appurtenances as necessary, for a
complete and functional system.
The pipe must be free of:
1. Visible cracks
2. Holes
3. Foreign inclusions, or
4. Other defects
Any pipe not meeting these criteria will be rejected.
The pipe must be clearly marked with the following:
1. Name and trademark of manufacturer
2. Nominal pipe size
3. Dimension ratio
4. The letters PE followed by the polyethylene grade per the latest version ASTM D1248
5. Hydrostatic design basis in psi
6. Manufacturing standard reference
7. A production code from which the date and place of manufacture can be determined.
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The material must be listed by the Plastic Pipe Institute (PPI) with a designation of PE 4710 and
have a minimum cell classification of:
1. 345434C
2. D, or
3. E
As described in latest version of ASTM D3350.
Pipe material must meet the requirements for:
1. Type III
2. Class B or C
3. Category 5
4. Grade P34
Material as described in latest version of ASTM D1248.
Provide pipe with interior wall color of either:
1. White
2. Gray or
3. Light green
Provide pipe with exterior wall color of either:
1. Black
2. Gray or
3. Light green
Provide submittals on furnished pipe from manufacturer certifying pipe is in compliance with:
1. Specifications
2. Codes
3. Standards
Any pipe segment that has cut in the pipe wall exceeding 10 percent of the wall thickness must
be cut out and removed from the site.
Store pipe so that it is not deformed.
77-3.02A(3) Polyvinyl Chloride (PVC) Pipe
Furnish pipe in 20-foot lengths with integral wall belled ends and elastomeric joint and solid wall.
Pipe and fittings must be free of imperfections and clearly marked with name of manufacturer.
Minimum pipe stiffness (F/y) at 5 percent deflection is 46 psi for all sizes when calculated in
compliance with ASTM Designation D 2412.
Pipe must have minimum Standard Dimension Ratio (SDR) of 35 and pipe stiffness of 46 psi.
Pipe color must be green.
77-3.02A(3)(a) PVC Pipe 4 To 15 Inch Diameter
PVC Pipe must conform to the requirement of latest version of ASTM specification D 3034.
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77-3.02A(3)(b) PVC Pipe 18 To 27 Inch Diameter
PVC Pipe must conform to the requirement of latest version of ASTM Standard Specifications F
679.
77-3.02A(3)(c) PVC Pipe 30 To 48 Inch Diameter
PVC Pipe must conform to the requirement of latest version of ASTM Standard Specifications F
794.
77-3.02A(4) Ductile Iron Pipe
Ductile iron pipe must be:
1. Centrifugally cast
2. Gasketed push on joints appropriate for use in a wastewater environment such as
Polychloroprene, Ethylene Propylene Diene Monomer, or an approved equal.
3. A pressure class 150 for pipe with 3 feet or more of cover
4. A pressure class of 350 for pipes with 3 feet or less of cover or exposed above grade
5. Coated on exterior
6. Lined with fusion bonded epoxy, polyurethane or approved equal
Ductile iron pipe must be encased in polyethylene casing material. Casing material must be:
1. Tube type
2. Conform to the latest ANSI/AWWA C105 Standard
Polyethylene casing must extend over:
1. Tees
2. Bends
3. Couplers at the end of a Section of ductile iron where it connects to a different type of
pipe
4. Close casing at the end (dead end) of pipe
Exposure to air and sunlight must be kept to a minimum for either type "A" or type "C" encasement
material.
77-3.02A(5) Sewer Lateral Pipe
New and repaired sewer lateral pipe may be:
1. PVC SDR 35
2. PVC Schedule 40
3. HDPE SDR 17
4. ABS Schedule 40
Pipe joints must be glued or fused.
77-3.02B Joints and Fittings
77-3.02B(1) HDPE
HDPE Pipe and fittings must be in compliance with the latest version of:
1. ASTM F714
2. ASTM D3261
Joints and Fittings for HDPE must be of the same manufacturer as the pipe and the same
SDR rating.
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77-3.02B(2) PVC
PVC pipe must have a rubber ring bell and spigot joints providing a water tight seal and allowing
for contraction and expansion. The bell must consist of an integral wall Section stiffened with two
PVC retainer rings that securely lock the solid cross Section rubber ring into position.
All fittings and accessories must be as manufactured and furnished by the pipe supplier, or
approved equal, and have bell and/or spigot configurations identical to that of the pipe. All fittings
must be of the same material as the pipe and the same SDR rating, unless specified otherwise.
77-3.02B(3) Ductile Iron
Use restrained fittings for exposed ductile iron pipe, such as bridge crossings. Restrained
fittings must be Flex-Ring by American Ductile Iron, TR FLEX by U.S. Pipe, or approved equal
which use a factory weld as part of the restraining system.
77-3.02B(4) Repair Joint
Use strong back RC couplings or equal meeting the following requirements:
1. Flexible sewer couplings and transition couplings
2. Comprised of an elastomeric sealing component
3. Type 316 series stainless steel tension components (end clamps and shear rings).
4. Shear rings must have a minimum thickness of 0.012 inches
5. End clamps must have “bolts” as their means of tightening (not worm gears).
Couplings must be appropriately sized for the pipe materials being joined, without the need for
bushings.
HDPE Pipe with fused ends must be repaired with HDPE pipe with fused joints. Strong back
couplings must not be used.
77-3.02B(5) Sewer Lateral Joints (New And Replacement)
Sewer lateral pipe must be joined using glued joints and fittings or fused.
77-3.02C Concrete
Use Class 2 concrete for:
1. Manholes
2. Pipe junctions
3. Jacketing.
Use fifteen percent approved pozzolan replacement for manhole construction.
Precast concrete manhole Sections must comply with the most current version of ASTM
specification C-478-61T or AASHTO-M170.
All manholes must be watertight, and the floor sloped for a smooth monolithic trowel finish. The
interior finish of the manholes must be smooth.
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77-3.02D Mortar
To make mortar, use one part of Type II Portland cement and two parts sharped grained particles
that are:
1. Clean
2. Hard
3. All passing a # 4 sieve
Mix mortar in a machine or water tight box. Accurately measure and thoroughly mix mortar to a
uniform consistency. Use mortar immediacy after mixing. Do not remix mortar that begins to
harden prior to placement.
77-3.03 CONSTRUCTION
77-3.03A Pipe Installation
Sanitary sewer lines must be water tight. Install pipe to ensure the system is water tight
throughout the component parts, particularly at the pipe joint.
Do not:
1. Cut
2. Gouge
3. Score or
4. Damage pipes
When
1. Unloading
2. Handling
3. Storing
4. Installing
77-3.03A(1) Pipe Laying
Lay the pipe in perfect conformity to the design line and grade obtained for each pipe by
measuring down from a tightly stretched line running parallel with the grade.
Lay all pipes continuously uphill.
Install pipe and fittings for underground gravity sewers in compliance with the latest version of
ASTM Standard D-2321. Lay bell and spigot pipe, with the bell of the pipe upgrade.
77-3.03A(2) Pipe Bursting And Reaming
Install sewer pipe by pneumatic pipe bursting or pipe reaming. Install pipe in compliance with
the pipe manufacturer's recommendations. For pipe busting installation, use pneumatically
operated equipment with a pipe bursting head attached to HDPE pipe.
Locate, expose, disconnect and isolate existing sewer laterals from sewer main before pipe
installation work begins. When pipe reaming, you must prevent drilling fluid from entering sewer
laterals.
Submit to the Engineer for review and approval a sewer installation plan which includes
insertion and reception pit locations.
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For pipe bursting work, use a constant tension pneumatic tool used in conjunction with a
constant tension hydraulic winch. Size the winch based on the diameter and the depth of the
pipe to be replaced. The constant tension winch must be sufficient sized to pull one continuous
length of pipe between approved winching points.
The void created by the device must be sufficient in size to accommodate the pipe which is
installed immediately after the void is formed. The void must not be so large that pipe
displacement or pavement settling occurs. Allow new sewer pipe to relax for twelve hours prior
to final connection to manholes.
If you cannot complete pipe bursting or reaming without damage to existing closely placed lines
or pavement, you may request authorization from the Engineer to place new pipe with traditional
open-cut trenching. If you encounter an obstruction that prevents the bursting or reaming tool
from continuing, you must:
1. Stop the operation
2. Notify the Engineer
3. Excavate to the obstruction
4. Remove the obstruction.
Any pavement heaving, or utility damage caused by pipe bursting or reaming work must be
repaired at no additional cost to the City or utility company.
If you use any material or method that is not approved by the Engineer, you must remove the
work and replace as directed by the Engineer.
If an obstruction is found during testing, remove the obstruction. Remove and replace Section
of pipe if damaged.
77-3.03A(3) HDPE Pipe Joint
Join HDPE pipe by:
1. Heat fusion welding
2. Electrofusion fitting or
3. Equal as approved by the Engineer.
All connections to the sewer pipe must be water tight, flush with the edges of the sewer pipe with
clean uniform cuts.
Perform heat fusion welding in compliance with the pipe manufacturer's recommendations and
ASTM D2657. Fusion equipment used must be capable of meeting all conditions
recommended by the pipe manufacturer including, but not limited to:
1. Fusion temperature
2. Alignment
3. Fusion pressure.
Fusion equipment must only be operated by technicians who have been certified by the pipe
manufacturer or supplier. Document and furnish to the Engineer technicians certifications in a
submittal.
Use a fire-retardant bag or suitable enclosure for the heater plate to facilitate control of heating
process and to protect the heater plate surfaces from dirt and other debris when not in use.
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Clean heater plate surfaces regularly to prevent accumulation of fusion welding residues or
other substances that may result in faulty pipe joining. The heater plate must be equipped with
suitable means to measure the temperature of plate surfaces and to assure uniform heating such
as thermometers or pyrometers.
Joint strength must be equal to that of the adjacent pipe. Clean the pipe ends with a cotton or
non-synthetic cloth to remove:
1. Dirt
2. Water
3. Grease
4. Other foreign materials.
Cut pipe ends square and carefully aligned just prior to heating.
After achieving the proper melt pattern, bring the pipe ends together in a firm, rapid motion
applying sufficient pressure to form a pipe bead (1/8 to 3/16 inch in height) around and inside
the entire circumference of the pipe. Remove pipe bead before welding the next joint of pipe.
Use only tools designed for and approved by the manufacturer and supplier for joining pipe.
77-3.03B Sand Traps
Furnish and install sand traps or other debris catching measure approved by the Engineer
during the work. Debris catching devices must always be installed during construction. You
assume all costs associated with any damage resulting from construction materials entering
the wastewater system or treatment facility.
77-3.03C Bypass Pumping
Submit a bypass pumping plan for approval by Engineer at the pre-construction meeting. At a
minimum the plan must include:
1. Pump size and type
2. Backup pump size and type
3. Contingency plan for pump failure to ensure continuous bypass operations.
The bypass system must be free from leaks. The bypass pumping plan must address access
to:
1. Driveways
2. Cross streets
3. Pedestrian crossings.
77-3.03D Manholes
Construct manholes per Engineering Standards.
77-3.03E Sewer Laterals
Sewer laterals must be tied over as shown. Notify the Engineer immediately upon discovering
any lateral not shown, or any lateral that appears to be dry and out of service. The Engineer will
then determine if lateral is out of service and not needed. If the lateral is out of service and not
needed, the Engineer will direct you to abandon the lateral. In these cases, the pay item for
lateral tie over will not be reduced and will be paid to compensate you for all time, equipment,
labor, materials for sewer lateral abandonment.
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City Utilities Department will install all new and replacement wyes on existing sewer mainlines
as specified in General Note A of Standard 6810. Notify City inspector 48 hours prior to all
planned sewer lateral installations or replacements. Provide a minimum five-foot by five-foot
excavation with OSHA approved shoring and ladder. When a sewer mainline is not in good
structural condition after the removal of an existing wye, the contractor shall expose City
mainline until they locate sound pipe.
77-3.03F Existing Sewer
77-3.03F(1) Existing Manholes
Existing manholes must be:
1. Adjusted to grade
2. Remodeled or
3. Abandoned
As shown and in compliance with Engineering Standards and Section 15.
Existing manholes may have large cast in place concrete bases. No additional payment will be
made for the removal of existing bases as needed to complete the work.
Oversize manholes may require a manufactured concrete reduction ring prior to setting the
new manhole ring and cover.
77-3.03F(2) Abandonment Of Sewerlines
Sewer facilities taken out of service must be abandoned in compliance with Engineering
Standard 6050.
Provide the Inspector and City Staff with 48 hours notice before abandoning sewer laterals.
The City requires the abandonment process to include a minimum five-foot by five-foot
excavation with OSHA approved shoring when exposing the City’s sewer main. City Staff will
provide guidance on wye abandonment as detailed below:
1. VCP Wye: Cut off the sewer lateral at the wye connection, plug the wye connection with
a dollar plug, and use Class 3 concrete over the wye connection.
2. SDR-35 Wye: Cut the sewer lateral leaving a 12” pup and cap it using approved SDR-
35 cap and glue.
3. HDPE Wye: Cut the sewer lateral leaving 12” pup and use an electro-fusion coupler with
a DR17 cap.
4. Removal of Wye: Upon Utilities Department inspection, the City may install the existing
wye on any pipe type and install new section of plastic pipe with approved couplers.
18. Provide:
1. Backfill
2. Compaction
3. Surface restoration
19. For the excavation.
77-3.03F(3) Repair
Sewer pipeline repair must comply with Sections:
1. 77-1.03A(1)(b) preventative excavation requirements
2. 77-3.02A repair pipeline materials
3. 77-3.02B(4) repair pipeline joint
4. 77-1 excavation and restoration
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20.
Repair cut sewer facilities using new pipe of material in compliance with Section 77-3.02A and
the same diameter. If the existing sewer pipe material complies with materials listed in 77-
3.02A, use that same pipe material.
Pipe fittings must comply with Section 77-3.02B(4). Center a continuous Section of new pipe
at the repair location. Repair must be water tight and placed at the same grade. Prior to
backfilling excavation, place level on repaired portion of sewer, in the presence of the Engineer,
to confirm line and grade. Backfill, compact and restore surface improvements in compliance
with Section 77-1.
Repair must be documented with:
1. Location
2. Repairs made
3. Photos
4. Guarantee letter
5. Interior video inspection of pipeline, when directed by the Engineer
Provide hardcopy of all documents to owner. Provide electronically, all documents to the
Engineer.
77-3.03G Testing
77-3.03G(1) Air Test
After the pipeline is in place and the joints made, you must air test the sewer in the presence
of the Engineer. Air test procedure is as follows:
1. A maximum of 400 feet of sewer pipe will be tested at one time.
2. Plug and brace securely all outlets.
3. Introduce air into test Section until internal pressure is 4.0 psi. If sewer pipe is placed
in ground water, calculate ground water pressure and add that additional pressure to
internal pressure used for test.
4. Maintain an internal test pressure by adding air as need for a minimum time of 2
minutes.
5. Measure the time required for pressure to drop from 3.5 psi to 2.5 psi. Do not
introduce new air into test Section during measurement.
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Minimum permissible pressure discharge time as follows in seconds
(time to drop pressure from 3.5 psi to 2.5 psi)
Sewer Main 4-inch Sewer Lateral
Diameter Length Sewer Lateral Length
Inches Feet 0 feet 100 feet 200 feet 300 feet 400 feet
6 & 8
0 0 seconds 20 seconds 40 seconds 50 seconds 70 seconds
50 40 seconds 50 seconds 70 seconds 90 seconds 80 seconds
100 70 seconds 90 seconds 100 seconds 100 seconds 90 seconds
150 110 seconds 120 seconds 110 seconds 100 seconds 100 seconds
200 140 seconds 120 seconds 110 seconds 110 seconds 100 seconds
300 140 seconds 130 seconds 120 seconds 110 seconds 110 seconds
400 140 seconds 130 seconds 120 seconds 120 seconds 110 seconds
10
50 50 seconds 70 seconds 90 seconds 100 seconds 90 seconds
100 110 seconds 130 seconds 120 seconds 110 seconds 110 seconds
200 170 seconds 150 seconds 140 seconds 130 seconds 120 seconds
300 170 seconds 160 seconds 150 seconds 140 seconds 130 seconds
400 170 seconds 160 seconds 150 seconds 150 seconds 140 seconds
12
50 80 seconds 100 seconds 110 seconds 110 seconds 110 seconds
100 160 seconds 170 seconds 150 seconds 140 seconds 130 seconds
200 200 seconds 180 seconds 170 seconds 160 seconds 150 seconds
300 200 seconds 190 seconds 180 seconds 170 seconds 160 seconds
400 200 seconds 190 seconds 180 seconds 180 seconds 170 seconds
15
50 120 seconds 140 seconds 160 seconds 140 seconds 130 seconds
100 250 seconds 220 seconds 190 seconds 170 seconds 160 seconds
200 260 seconds 230 seconds 220 seconds 200 seconds 190 seconds
300 260 seconds 240 seconds 230 seconds 220 seconds 210 seconds
400 260 seconds 240 seconds 230 seconds 220 seconds 220 seconds
Sewer Main 6-inch Sewer Lateral
Diameter Length Sewer Lateral Length
Inches Feet 0 feet 100 feet 200 feet 300 feet 400 feet
6 & 8
0 0 seconds 40 seconds 80 seconds 100 seconds 100 seconds
50 40 seconds 70 seconds 110 seconds 110 seconds 110 seconds
100 70 seconds 110 seconds 120 seconds 110 seconds 110 seconds
150 110 seconds 120 seconds 120 seconds 120 seconds 110 seconds
200 140 seconds 130 seconds 120 seconds 120 seconds 120 seconds
300 140 seconds 130 seconds 120 seconds 120 seconds 120 seconds
400 140 seconds 130 seconds 130 seconds 120 seconds 120 seconds
10
50 50 seconds 90 seconds 120 seconds 120 seconds 110 seconds
100 110 seconds 140 seconds 130 seconds 130 seconds 120 seconds
200 170 seconds 150 seconds 140 seconds 140 seconds 130 seconds
300 170 seconds 160 seconds 150 seconds 140 seconds 140 seconds
400 170 seconds 160 seconds 150 seconds 150 seconds 140 seconds
12
50 80 seconds 120 seconds 140 seconds 130 seconds 120 seconds
100 160 seconds 170 seconds 150 seconds 140 seconds 140 seconds
200 200 seconds 180 seconds 170 seconds 160 seconds 150 seconds
300 200 seconds 190 seconds 180 seconds 170 seconds 160 seconds
400 200 seconds 190 seconds 180 seconds 180 seconds 170 seconds
15
50 120 seconds 160 seconds 160 seconds 150 seconds 140 seconds
100 20 seconds 210 seconds 190 seconds 170 seconds 160 seconds
200 260 seconds 230 seconds 210 seconds 200 seconds 190 seconds
300 260 seconds 240 seconds 220 seconds 210 seconds 200 seconds
400 260 seconds 240 seconds 230 seconds 220 seconds 210 seconds
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77-3.03G(2) Deflection
Following the:
1. Placement
2. Backfill
3. Compaction
Prior to permanent pavement, clean and measure pipe for obstruction such as:
1. Deflections
2. Joint offsets
3. Lateral pipe intrusions.
Allowable internal diameter is determined using appropriate size mandrel. Prior to use, the
mandrel must be certified by the Engineer or by another entity approved by the Engineer. Use
of an:
1. Uncertified mandrel or
2. An altered mandrel
Will invalidate test. If the mandrel fails to pass, the pipe will be deemed to be over deflected.
The mandrel must:
1. Be rigid
2. Be nonadjustable
3. Have an odd-numbering-leg (9 legs minimum)
4. Have an effective length not less than its nominal diameter
5. Be fabricated of steel or aluminum
6. Be fitted with pulling rings at each end
7. Be stamped or engraved indicating the:
8. Pipe material specification
9. Nominal size
10. Mandrel outside diameter.
Using the manufacture’s specified internal diameter of pipe, maximum vertical deflection must
not exceed:
1. 95 percent - for nominal diameter pipe less than or equal to 12 inches
2. 96 percent - for nominal diameter pipe less than or equal to 30 inches
3. 97 percent – for nominal diameter pipe greater than 40 inches
For pipes equal to or smaller than 24 inches in internal diameter, pull the mandrel through the
pipe by hand. For pipes greater than 24 inches in internal diameter, deflections may be
determined by mandrel or by a method submitted to and approved by the Engineer. If a mandrel
is selected it must conform to the requirements in this section.
Any over deflected pipe must be uncovered to remove the compact soil loading. Once
uncovered if the pipe can pass the mandrel it may remain. If not, remove and replace the
damaged pipe. In all cases, the Engineer will determine whether the pipe may remain or must
be replaced. Any pipe subjected to any method or process other than uncovering, even if
successful to remove over deflection, must be removed and replaced with a new Section of
pipe.
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All costs incurred by you attributable to:
1. Mandrel testing
2. Deflection testing
3. Repairs
4. Any delays
Are borne by you at no cost to the City.
77-3.03G(3) Television Inspection (Video Inspection)
The City will video inspect (CCTV) all public sewer pipe systems prior to acceptance. Provide the
Engineer three weeks notice prior to placement of final paving or surface restoration. Allow one
working day per 2,000 linear feet of sewer main to be video inspected. Installations which do not
conform to the requirements must be reconstructed and re-video inspected at your expense.
If you are required to submit video inspection to the Engineer for review, furnish video on flash
drive. CCTV reports shall be National Association of Sewer Service Companies (NASSCO)
Pipeline Assessment and Certification Program (PACP) certified with no modifications. Every
section of sewer (manhole to manhole) shall be identified by audio and alphanumeric on the video
display and shall include:
1. project name
2. municipality
3. street name
4. City designated GIS manhole numbers
5. sewer diameter and length
6. date of inspection
Video inspection recordings and reports must be completed for gravity conveyance systems
per the following requirements:
1. The pipeline video inspection must be submitted on USB drive.
2. The inspection recording must be of adequate resolution to display pipe, potential pipe
defects, and pipe joints.
3. Audio and written notes must be recorded in the video.
4. A 1-inch cylindrical gauge may be required in the video inspection to determine if the
pipe segment has a grade deficiency.
5. General convention of the recording will travel downstream and must automatically track
the pipeline length (in feet) from the start of the inspection to the end of the inspection.
6. Inspection report must include the project location, a scaled plan of the pipe segment(s),
and a summary of inspection findings.
77-3.03G(4) PVC Joints
Joint tightness is measured by assembling two Sections of pipe in compliance with the
manufacturer's recommendations.
Subject the joint to an internal hydrostatic pressure of 25 psi for one hour. Consider any leakage
a failure of the test requirements.
77-3.03G(5) Testing Of Force Mains
Test force mains according to the following procedure:
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Fill each section of pipe with water and expel all air. Allow pipe to set for a minimum of 24
hours. Refill pipe and pressure pipe to:
1. 150 psi, or
2. Service pressure plus an additional 50 psi
Whichever is greater. Maintain pressure for two hours. Replace any portion of line that fails
and retest. Maximum allowable leakage is 4.17 gallons per hour per mile per nominal inch of
diameter.
77-3.03G(6) Manhole Vacuum Testing
Vacuum test all newly constructed manholes prior to placing any backfill around manhole and
again after manhole is raised to finish grade. Provide the Engineer 24-hour notice prior to each
test.
You must prepare the manhole as follows:
1. plug all inlets to the manhole
2. place a test head in the top of the manhole
3. inflate a seal.
Place a vacuum of 10 inches of mercury on the manhole and measure the time for the vacuum to
drop to 9 inches of mercury. The manhole meets requirements if the measured time for the
vacuum drop meets or exceeds the value from the following table:
Manhole Depth Manhole Diameter
4 feet 5 feet
4 feet 10 seconds 13 seconds
6 feet 15 seconds 20 seconds
8 feet 20 seconds 26 seconds
10 feet 25 seconds 33 seconds
12 feet 30 seconds 39 seconds
14 feet 35 seconds 46 seconds
16 feet 40 seconds 52 seconds
18 feet 45 seconds 59 seconds
20 feet 50 seconds 65 seconds
If the manhole fails the vacuum test, provide the necessary repairs to make the manhole pass
the vacuum test.
77-3.03H Cleaning
After the final air test has been satisfactorily completed, sewer shall be cleaned using High-
Velocity (Hydro-cleaning) equipment only. Cleaning shall be with clean water with a minimum
2,000 psi @ 50 gpm standard cleaning nozzle. Cleaning shall be performed starting at the furthest
upstream segment (manhole to manhole) proceeding downstream. Each segment shall be
cleaned from its downstream manhole. All debris shall be vacuumed and removed from each set-
up location.
All foreign material must be removed from:
1. pipes
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2. manholes
3. cleanouts
prior to being placed into service. Remove all material from sand traps or debris catchers in
manholes prior to removing the sand trap or debris catcher.
All foreign material must be removed from:
1. Pipes
2. Manholes
3. Cleanouts
Prior to being placed into service. Remove all material from sand traps or debris catchers in
manholes prior to removing the sand trap or debris catcher.
77-3.04 PAYMENT
Full compensation for work specified in Section 77-3 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List. Sewer work performed under Section 77-3 is designated in the contract by:
1. Size
2. Type
3. Quantity or
4. Whatever information is necessary for identifying sewer work.
The length of sewer pipe is measured by the slope length designated by the Engineer. Pipe placed
more than the length is not measured. Quantity to be measured will be the length of pipe placed
after cutting. The distance of flow through the manhole will not be measured as pipe length, that
work is included in the manhole payment.
Pipe:
1. Bends
2. Tees
3. Wyes
4. Other branches
Are measured and paid for by the linear foot for the sizes of pipes involved. Bends will be
measured along the centerline to the point of intersection.
Quantities of:
1. Manholes
2. Cleanouts
3. Sewer laterals connections
Are determined as units from actual count.
Thrust blocks and encasement are measured and paid for as part of the unit price for the size
and type of pipe installed.
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77-4 STORM DRAINS
77-4.01 GENERAL
Section 77-4 includes general specification for storm drains and appurtenances. Storm drains
and sanitary sewers materials and construction are similar. Section 77-4 is as specified in Section
77-3 except as modified below.
Culverts must comply with Section 61.
Alternative culverts must comply with Section 62.
Plastic pipe must comply with Section 64.
Concrete pipe must comply with Section 65.
77-4.02 MATERIALS
Add to Section 77-3.02
Do not change pipeline size or material between structures unless approved by the Engineer.
Corrugated metal pipe is not approved for use in the storm drain system.
77-4.02A Pipe
77-4.02A(2) High Density Polyethylene (HDPE)
Add to Section 77-3.02A(2)
Corrugated HDPE with smooth interior and integral bell / spigot is an approved pipe for storm
drain application.
77-4.02B Joints and Fittings
77-4.02B(1) HDPE
Add to Section 77-3.02B(1)
Joints for corrugated HDPE smooth interior pipe must use gasket joints. Joint, gasket, and fittings
must be of the same type and manufacture as the pipe and installed per manufacture
recommendations. HDPE pipe joints must be water tight to 2 psi
77-4.02C Concrete
Add to Section 77-3.02C
Storm drain structures must comply with Sections 51-1 and 90-2.
77-4.02C(1) Television Inspection (Video Inspection)
The contractor will video inspect (CCTV) all public storm drain systems prior to acceptance.
Provide the Engineer three weeks notice prior to placement of final paving or surface restoration.
Allow one working day per 2,000 linear feet of storm drain to be video inspected. Installations
which do not conform to the requirements must be reconstructed and re-video inspected at your
expense.
218
If you are required to submit video inspection to the Engineer for review, furnish video on flash
drive. CCTV reports shall be National Association of Sewer Service Companies (NASSCO)
Pipeline Assessment and Certification Program (PACP) certified with no modifications. Every
section of storm drain (manhole to manhole) shall be identified by audio and alphanumeric on the
video display and shall include:
1. project name
2. municipality
3. street name
4. City designated GIS manhole numbers
5. sewer diameter and length
6. date of inspection
Video inspection recordings and reports must be completed for gravity conveyance systems
per the following requirements:
1. The pipeline video inspection must be submitted on USB drive.
2. The inspection recording must be of adequate resolution to display pipe, potential pipe
defects, and pipe joints.
3. Audio and written notes must be recorded in the video.
4. A 1-inch cylindrical gauge may be required in the video inspection to determine if the
pipe segment has a grade deficiency.
5. General convention of the recording will travel downstream and must automatically track
the pipeline length (in feet) from the start of the inspection to the end of the inspection.
6. Inspection report must include the project location, a scaled plan of the pipe segment(s),
and a summary of inspection findings.
77-4.03E Catch Basins
Construct catch basins in compliance with Engineering Standards. Per the 13383 City Order
to comply with state wide trash provisions, track 2, catch basins will require full trash capture
system (see section 5.1.3B of Standard 1010) in locations determined by the City Utilities
Department. Install a 3½-inch circular marker, such as an ACP International Storm Drain
marker on the surface of the concrete above the catch basin opening. The marker must state
either “Dump No Waste – Drains to Creek” or “Protect Our Watershed – Drains to Creek” and
must include a Spanish translation and an image of a fish. Markers are available from the City.
Alternative placards may be approved by the Engineer.
219
77-4.03G Testing
77-4.03G(1) Air Test
Replace Section 77-3.03G(1) with:
Test storm drain pipeline joints in compliance with Section 61-1.01D.
77-4.04 PAYMENT
Replace 4th paragraph of Section 77-3.04 with:
Quantities of:
1. Manholes
2. Catch basins
3. Junctions
Are determined as units from actual count.
220
78 INCIDENTAL CONSTRUCTION
78-2 SURVEY MONUMENTS
78-2.01 GENERAL
Add to Section 78-2.01
Section 78 includes specifications for:
1. Construction survey
2. Monuments
3. Other control points
78-2.02 MATERIALS
Replace Section 78-2.02 with:
Survey monument materials must conform to the requirement in Engineering Standards. Survey
tag must be furnished and set by the Licensed Land Surveyor.
78-2.03 CONSTRUCTION
Add to Section 78-2.03
The following:
1. Horizontal monuments
2. Vertical benchmarks
3. Construction surveying
Must comply with Section 5-1.24.
Construct monuments per Engineering Standards. Set survey tag, record documentation with
County Recorder, and provide electronic copy of document to the Engineer.
78-2.04 PAYMENT
Replace Section 78-2.04 with:
Full compensation for work specified in Section 78 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List.
221
DIVISION IX TRAFFIC CONTROL DEVICES
84 MARKINGS
84-2 TRAFFIC STRIPES AND PAVEMENT MARKINGS
84-2.01 GENERAL
84-2.01A Summary
Add to Section 84-2.01A
All permanent traffic stripes and pavement markings must be thermoplastic, unless
otherwise approved by the Engineer.
Any traffic stripes rejected for non-compliance with these specifications, as determined by the
Engineer, must be removed before reapplication. All costs incurred for pavement preparation
or restoration, including costs for resurfacing the asphalt pavement to a condition equal to that
before the initial placement of traffic stripes is at your expense.
84-2.01B Definitions
Add to Section 84-1.01B
Curb marking: A longitudinal line covering the top and face of a curb. The marking must extend
to, but not beyond, curb wick line and flowline, or in the case of an AC dike, covering the top
and face to the flowline.
84-2.03 CONSTRUCTION
84-2.03B Application of Stripes and Markings
Add to Section 84-2.03B(1)
Final Stripes and Pavement Markings must not begin before 5 calendar days and completed
no later than 15 calendar days after placement of asphalt concrete or bituminous seals. You
must provide the Engineer a minimum two working day notice to review, modify and approve
striping layout prior placing the final stripping. You will be assessed Liquidated Damages in the
amount of $300 per calendar day for each day’s failure to complete striping and pavement
markings within this specified time. The use of preformed thermoplastic is acceptable for work
where the total length of thermoplastic traffic stripes is not greater than 30 feet, and the total
area of pavement markings is not greater than 30 square feet, unless otherwise approved by
the Engineer.
New stripes and markings must be protected from damage until completely dry.
Curb markings must be paint not thermoplastic.
84-2.04 PAYMENT
Replace Section 84-2.04 with:
Full compensation for work specified in Section 84 and applicable Engineering Standards is
included in the payment for other bid items unless a bid item of work is shown on the Bid Item
List. Traffic stripes are measured by the linear foot along the direction of the traffic stripes, without
deductions for gaps in broken traffic stripes. Each type of traffic stripe or striping detail will be
measured as a single length regardless of:
222
1. Number
2. Widths
3. Patterns
4. Markers
Of the stripes involved in the striping details.
Pavement markings included in the various striping details, or called out separately, will be
measured by the square foot.
Curb markings are measured by the linear foot along the top of the curb.
When traffic stripes, legends or markings are damaged and replaced due to your operations and
there is no pay item for replacement, payment for work is included in other items of work and no
additional compensation will be paid.
84-9 EXISTING MARKINGS
84-9.03 CONSTRUCTION
84-9.03B REMOVE TRAFFIC STRIPES AND PAVEMENT MARKERST
Add to Section 84-9.03A
Not more than five days before the start of roadway surfacing or paving, you must remove
existing paint and thermoplastic:
1. Striping
2. Pavement marking
3. Pavement markers
4. Vertical channelizers
Do not paint or seal over existing roadway striping or markings. Existing striping and markings
must be obliterated.
Extra caution is required at locations with traffic signal loops where pavement markings or
striping must be removed. Loops are located just below surface grade. Tie-out bicycle detector
symbols prior to removal and coordinate the reinstallation with the Engineer.
223
DIVISION X ELECTRICAL WORK
86 GENERAL
86-1.01 General
86-1.01B Definitions
Add to Section 86-1.01B
Future conductors: Includes signal, lighting, interconnect, and fiber optic lines.
86-1.01C Submittals
86-1.01C(1) General
Add after 3rd paragraph in Section 86-1.01C(1)
Submit the following in bound and labeled book.
1. materials lists
2. manufacturer’s data
3. brochures
4. technical data
5. recommended replacement cycles
Provide one drawing which includes diagram of controller cabinet schematic diagram, as wired,
and intersection diagram, as installed and with detector labels as configured. Place drawing in
plastic pouch on controller cabinet door so that when cabinet doors are fully open the drawing
is oriented with the intersection. Prior to signal turn on the drawing must be attached at cabinet
door. Provide one spare drawing to the Engineer.
Replace last paragraph in Section 86-1.01C(1) with:
Furnish maintenance and operation manuals for each:
1. Controller unit
2. Auxiliary equipment
3. Vehicle detection
4. Live video systems
The manual(s) must have a master item index that includes:
1. Specifications
2. Design characteristics
3. General operation theory
4. Function of all controls
5. Troubleshooting procedures
6. Parts list, descriptions, stock numbers, and settings
7. Block circuit diagram
8. Geographical layout of components
9. Layout of components
10. Schematic diagrams
Include complete instruction for implementation of all operator programmable functions in
operational manual. The maintenance manual and operation manual may be combined into
224
one manual. When the controllers are submitted to the Engineer, submit manuals. The
Engineer may require manuals prior to purchase from manufacturer.
86-1.02 MATERIALS
86-1.02B Conduit and Accessories
86-1.02B(1) General
Add to Section 86-1.02B(1)
45 and 90-degree conduit bends must have:
1. a radius of 6 times the inside diameter of the conduit
2. a minimum 18 inches radius or
3. for fiber optic a minimum radius of 36 inches, maximum 45 degree bends
86-1.02C Pull Boxes
86-1.02C(1) General
Add to the 2nd Paragraph of Section 86-1.02C(1)
Use the following cover markings for:
“Traffic Signal” for signals and associated lighting and interconnect
7. “Lighting” for street light only circuits
8. “City Comm” for fiber communication conduits
Add to Section 86-1.02C(1)
Use gray nonconcrete boxes for standard gray sidewalk.
Use brown nonconcrete boxes for Mission Style sidewalk.
Lid must be flush with the box.
86-1.02F Conductors and Cables
86-1.02F(2) Conductors
86-1.02F(2)(a) General
Add to Section 86-1.02F(2)(a)
Circuit Signal phase
or function
Identification
Insulation Color Band symbols Base Stripea
Lighting
Dedicated
Street
Lighting
Black None THHN/THWN
White None THHN/THWN
Green None THHN/THWN
Bare* None None
* Use soft drawn copper from adjacent pull box to the street light grounding lug inside the
hand hole on the pole.
86-1.02H Splicing Materials
Replace value for Resistivity in 9th Paragraph of Section 86-1.02H with:
25 x 1013 Ω per inch, minimum
225
86-1.02M Photoelectric Controls
Add to Section 86-1.02M
Photocells must be:
1. Lumatrol by Precision, Model # ECDV-AP-TD105-300V or
2. approved equal.
Provide one photoelectric control of Type V for each luminaire.
86-1.02P Enclosures
86-1.02P(2) Service Equipment Enclosures
Add to Section 86-1.02P(2)
You are responsible to contact and coordinate electrical service connection. Supply a
connection date to PG&E that allows PG&E a reasonable time period to schedule the work.
Notice must be written and provided to PG&E and the Engineer. During work, provide PG&E
and the Engineer updates of any potential service connection delays.
Provide a Meyers MEUG35-PB-UPS LOWCUT combined service pedestal and UPS enclosure
or approved equal.
The combined service pedestal shall also include a BBS system, per section 85-3.02B
Service pedestal and UPS enclosure must be approved by PG&E prior to procurement.
Do not splice service connection between:
1. the point of service and the service pedestal
2. the service pedestal and facility housing.
86-1.02R Signal Heads
86-1.02R(3) Backplates
Add to Section 86-1.02R(3)
Where plastic or metal components are specified, use only metal components.
86-1.02R(4) Signal Faces
86-1.02R(4)(a) General
Add to Section 86-1.02R(4)(a)
All vehicular indications must use:
12-inch lenses
9. tunnel visors
10. louvered back plates with 2” yellow retroreflective tape border (3M 3990 Series or
approved equal)
Signal heads must be aluminum alloy, McCain or approved equal. Plastic housings, visors and
back plates will not be permitted.
226
All vehicle signal faces and lenses installed but not in use must be covered and remain
covered until the traffic signal system is put into use.
86-1.02R(4)(b) Signal Sections
Add to Section 86-1.02R(4)(b)
Where plastic or metal components are specified, use only metal components.
86-1.02R(4)(c) LED Signal Modules
Add to Section 86-1.02R(4)(c)
Use only Light Emitting Diode (LED) for signal faces for:
1. Red
2. Yellow
3. Green
All LED signals must be:
1. Model 433 Series Dialight
2. GE-DR6 or
3. approved equal, from those shown in the Caltrans LED Traffic Signal Modules
Authorized Material List.
All arrows must be Model 433 Series Dialight or approved equal. Provide submittal for review
and approval by the Engineer prior to purchase.
Where plastic or glass components are specified, use only plastic components.
LEDs must be spread evenly across the module.
86-1.02R(4)(d) Visors and Directional Louvers
Add to Section 86-1.02R(4)(d)
Where plastic or metal components are specified, use only metal components.
86-1.02S Pedestrian Signal Heads
86-1.02S(3) Pedestrian Signal Faces
86-1.02S(3)(a) General
Add to Section 86-1.02S(3)(a)
Use only GE PS7-CFF1-VLA or approved equal LED countdown pedestrian signal module from
those shown in the Caltrans LED Traffic Signal Modules Authorized Material List.
Cover pedestrian signal faces until they are put into use.
86-1.03 CONSTRUCTION
Replace Section 86-1.03 with:
86-1.03 SCHEDULING OF WORK
227
The first order of work must be to place the order for the electrical equipment. Furnish the
Engineer a statement from the vendor that the order for the electrical equipment has been
received and accepted by the vendor. Submit the statement as an informational submittal.
Place order for new equipment. Provide to the Engineer a written manufacturer-confirmed
delivery date for equipment within 10 working days from execution of contract.
Except service installation and service equipment enclosure, do not work above ground until
all materials are on hand to complete the electrical work at each location. Schedule work to
allow each system to be completed and ready for operation before opening the corresponding
section of the roadway to traffic.
If street lighting exists or is installed in conjunction with traffic signals, do not turn on the signals
until the street lighting is energized.
Traffic signals will not be placed in operation until the roadways to be controlled are open to
traffic.
Lighting and traffic signals, including flashing operation, will not be placed in operation before
starting the functional test period specified in Section 86-2.14.
Do not pull conductors into conduit until:
1. Pull boxes are set to grade
2. Metallic conduit is bonded and grounded
In vehicular undercrossings, soffit lights must be in operation as soon as practicable after
falsework has been removed from the structure. Lighting for pedestrian structures must be in
operation before opening the structure to pedestrian traffic.
If the Engineer orders soffit lights or lighting for pedestrian structures to be activated before
permanent power service is available, installing and removing the temporary power service is
change order work.
The initial traffic signal turn on must be made between 9:00 a.m. and 2:00 p.m. Before the initial
turn on, all equipment, including pedestrian signals, pedestrian push buttons, vehicle detectors,
lighting, signs, and pavement delineation must be installed and in working order. Direct louvers,
visors, and signalfaces to maximize visibility.
Functional testing shall be conducted per the Caltrans Construction Manual, Chapter 4, Section
87. Start functional tests on any working day except Friday or the day before a holiday. Notify
the Engineer 48 hours before the start of a functional test.
Contract time will commence 5 working days prior to manufacturer provided delivery date of
equipment. Provide work schedule based on the delivery date of equipment and start of
Contract time that ensures that work will continue to completion without interruption. At a
minimum the work schedule must show:
work start date
11. confirmed delivery equipment date
12. critical path of construction activities.
228
87 ELECTRICAL SYSTEMS
87-1 GENERAL
87-1.03 CONSTRUCTION
87-1.03B Conduit Installation
87-1.03B(1) General
Replace the 3rd paragraph of Section 87-1.03B(1) with:
You may use a larger size conduit than specified for the entire length between termination points
with approval of the Engineer. Do not use a reducing coupling.
Add to Section 87-1.03B(1)
Excavation and restoration must comply with section 19.
Install conduit per engineering standards. Conduit depth minimum is measured from new finished
surface elevations. Conduit must not be within 24 inches of any detector loop wire.
Install conduit into pull box having bell end of conduit penetrating pull box.
Use continuous tracer tape with no splices between pull boxes.
87-1.03C Installation of Pull Boxes
87-1.03C(1) General
Replace the 1st paragraph of Section 87-1.03C(1) with:
Space pull boxes no more than 180 feet apart. You may install additional pull boxes to facilitate
the work, with the approval of the Engineer.
Add to Section 87-1.03C(1)
Mission style sidewalk must comply with section 73-4.
Place a ring of #4 rebar around the entire perimeter of all pull boxes set in concrete.
Place pull boxes for conduit containing fiber optics at each intersection of fiber conduit runs.
Place communication manhole per Engineering Standard 9030 at:
1. street intersections
2. 500-foot intervals
3. as necessary to facilitate work at your expense.
Place manholes in sidewalk area.
Do not place pull boxes or manholes within one foot of any sidewalk ramp.
87-1.03C(2) Roadway Pull Boxes
87-1.03C(2)(a) General
229
Replace the 1st paragraph of Section 87-1.03C(2)(a) with:
You may install larger pull boxes than specified or shown, except in structures, with approval
of the Engineer.
87-1.03F Conductors and Cables Installations
87-1.03F(1) General
Add to Conductor and Cable Slack Requirements Table
Dedicated street lighting circuit 1.5
Add to the 5th paragraph of Section 87-1.03F(1)
Secure cables and wires to conduit at pull boxes to prevent pulling of cables without removing
the securing device.
Add to Section 87-1.03F(1)
For installation in existing conduit system, blow out all conduits using 90 psi air pressure before
pulling cable or wire.
87-1.03F(2)(c)(iii) Conductors Signal Cables
Add to Section 87-1.03F(2)(c)(iii)
Use signal cable and not individual conductors.
Use three conductor signal cable for each pedestrian phase pedestrian push button.
Use twelve conductor signal cable for no more than two phases in a signal pole. For poles with
more than two phases, use twenty-eight conductor cable. Provide a minimum of three spare
conductors in all conduits containing traffic signal light conductors and per pole.
Provide enough traffic signal light conductor cables for functional operation of the signal.
Do not splice signal cable in pull boxes. Feed signal cable from one conduit to the next with 24
inches of extra signal cable coiled in the pull box. At the last pull box in run, prior to feeding into
controller cabinet, coil 36 inches of extra signal cable in the pull box.
Label all wiring in controller cabinet with phase identification. Label all signal cables and wiring
in pull boxes with pole location id as shown. All labeling materials must be approved by the
Engineer prior to work.
As-built plans and traffic signal cabinet blueprints/factory diagrams will be provided and show
cabinet wirng changes and intersection field wiring. All documents shall be marked and
delivered in the signal cabinet by the contractor prior to final inspection.
87-1.03F(2)(c)(iv) Signal Interconnect Cables
Add to Section 87-1.03F(2)(c)(iv)
230
Signal interconnect cable with stranded tinned copper No. 20 conductors and include a drain
wire. Each conductor’s insulation must be 13 mils minimum nominal thickness, color-coded,
polypropylene material. Conductors must be in twisted pairs. Color coding distinguishes each
pair. Each pair must be wrapped with an aluminum polyester shield and must have a No. 22 or
larger stranded tinned copper drain wire inside the shielded pair. color-coded, polypropylene
material. Conductors must be in twisted pairs.
Pair twist must have a minimum of 4 twists per foot. The pair twist lays and the relative
placement of the pairs must be designed to minimize crosstalk and meet capacitance
unbalance limits for quality communications cable. The pairs must be combined in one
cylindrical core identified by color-coded non-hygroscopic binders.
Provide the following colors paired with black to facilitate identification:
Black paired with:
1. red
2. white
3. green
4. blue
5. yellow
6. brown
7. orange
Red paired with:
1. white
2. green
A complete covering of non-hygroscopic dielectric material must protect the core. The shield
must be corrugated copolymer-coated 8-mil aluminum tape to be applied longitudinally over
the core wrap. The copolymer coating must bond the shield to the jacket.
Cable jacket must be black, HDPE, rated for a minimum of 300 V(ac) and 60 degrees C, and
must have a minimum nominal wall thickness of 40 mils. Cable jacket or moisture-resistant
tape directly under the outer jacket must be marked in compliance with section 86-2.08. The
cable jacket must provide a:
1. tough
2. flexible
3. protective covering that withstands:
a. exposure to sunlight
b. atmospheric temperatures
c. ground chemicals
d. stresses expected in standard installations.
e. Sequential footage markings must be printed on the jacket at 2’ intervals.
Signal interconnect cable must meet the requirements of ANSI/ICEA S-85-625-1989 and Rural
Electrification Administration, REA PE-22.
Use EDCO TBLK-12 or equal as approved by the Engineer for signal interconnect terminal
blocks splice cabinets.
231
Land all twisted pair of interconnect cable at the terminal block of each controller cabinet in a
neat manner. Provide additional terminal blocks as needed to accommodate excess twisted
pairs of interconnect cable.
Terminate the signal interconnect cable as follows:
1. Remove enough of the outer jacket to provide the proper length of the individual
conductors in a manner that does not damage the shield’s protective coating.
2. Separate the shields from the conductor.
3. Thoroughly clean the cable from each cable conductor, the cable shield and the cable
jacket.
4. Provide a minimum of 6 inches of slack between the termination block and cable outer
jacket opening for all conductors.
5. Twist each pair a minimum of one full twist per inch. Do not twist cable pairs or pair
conductors with any other pairs or pair conductors.
6. Permanently attach bonding wire to the shield in compliance with REA splicing Standard
PC-2.
7. Cover the cable to approximately 1 inch beyond each end of the shield with three half-
lapped layers of heavy-duty self-fusing insulating tape. Cover the self-fusing tape to
approximately 1 inch beyond each end of the self-fusing tape with two half-lapped layers
of electrical tape.
You must have a minimum of five feet of slack at each pull box and ten feet at controller cabinet.
Splicing is allowed only if shown.
Insulate conductor splice with heat-shrink tubing and overlap at least 0.6 inch. Cover overall
cable splice with heat-shrink tubing and overlap the cable jacket at least 1½ inches.
For all intersections which include the installation of interconnect cable, the controller must be
equipped with a Model 400 Modem and a C2 connector and hardness.
Prior to start of construction; verify communications between the traffic signal controller and
the Transparity signal management system. After testing cabling and being re-landed in
cabinet, verify communications between the traffic signal controller and the Transparity signal
management system.
87-1.03H Conductor and Cables Splices
87-1.03H(1) General
Add to Section 87-1.03H(1)
Provide 12 individual “EDCO” COHP-030 surge protector modules to fit into the “EDCO” TBLK-
12 assembly.
Provide “EDCO” lightning protector or approved equal as determined by the Engineer. Connect
lightning protection unit to the controller cabinet ground bus using an insulated heavy copper
braid #6 AWG size or larger. Install lightning protection unit at controller cabinet.
The neutral circuit shall not be spliced in any pull box. The neutral circuit shall be continuous
between terminal blocks.
232
87-1.03I Connectors and Terminals
Add to Section 87-1.03I
Terminate field conductors no. 12 and smaller with spade type terminals. Terminate field
conductors no. 10 and larger with spade type or ring type terminals.
87-1.03J Standards, Poles, Pedestals, and Posts
Add Section 87-1.03J
87-1.03J(1) Painting
87-1.03J(1)(a) General
Section 87-1.03J(1) provides specifications for color coating traffic signal equipment.
Provide equipment that is coated from the manufacturer.
Provide the Engineer a notarized certificate that guarantees:
1. coating system is in compliance with these specifications
2. that it is an equivalent coating system
3. that it is free of defective workmanship
Galvanized interior surfaces are not required to be coated. All other surfaces must be coated.
87-1.03J(1)(b) Color
Traffic signal equipment, including poles, must be color coated Dark Forest, such as:
1. Pantone 5535 or
2. RAL 6009
Provide the Engineer a paint chip for review and approval prior to ordering signal poles and
equipment. Coat the following with Dark Forest Green coating:
1. signal heads
2. signal head housings and mountings
3. brackets and fittings
4. outside of hoods
5. pedestrian push buttons housings
6. pedestrian head housings and hoods
7. back faces of back plates
8. luminaire arms
9. standards
10. mast arms
11. controller cabinets
12. service equipment cabinets
Coat the following with “Enamel; Traffic Signal, Lusterless, Black”:
1. Interior of signal hoods
2. louvers
3. front faces of back plates.
87-1.03J(1)(c) Preparation
Remove all:
233
1. loose rust
2. dirt
3. moisture
4. grease
5. contaminants
6. weld splatter
7. flux
8. slag
from the surface.
Power tool clean in compliance with:
1. Steel Structures Painting Council Specifications SSPC-SP3 or
2. Brush Blast clean in compliance with SSPC-SP7
prior to coating.
All necessary drilling and welding must be done prior to abrasive blasting. Abrasive blast all
exterior surfaces that will be coated including:
1. Shaft
2. arm(s)
3. and interior surface of shaft, from the base plate to the top of the hand-hole opening
in compliance with coating manufacture’s recommendations. Round and smooth all sharp or
rough edges.
Keep all surfaces free of:
1. moisture
2. oil
3. grease
4. other organic matter until coated.
Failure to do will require the abrasive blast procedure to be repeated. Solvent wiping is not
satisfactory to remove contaminates.
87-1.03J(1)(d) Coating System
Coating system must include a primer coat and a two-coat color topcoat for exterior application
that ensures resistance from:
1. corrosion
2. abrasion
3. impact
4. delamination
Apply a heavy-duty corrosion resistant protective primer coating of:
1. Amerlock 400
2. Tnemec 66 or
3. equal as determined by the Engineer
at a minimum of 5 mils dry film thickness. Apply primer coat in strict compliance with
manufacturer’s recommendations.
Color topcoat must be composed of acrylic resins and modifiers in suitable organic solvents
forming a:
1. satin finish with lasting color
234
2. resistance to fumes
3. splash and spillage of acids and alkalies
4. adhesion resistant to removal by application of tape.
Color topcoat must consist of two coats a minimum 2.5 mils thickness. Total topcoat thickness
must be a minimum 5 mils thick.
87-1.03L(2)(c) Electrical Service for Booster Pumps
Add to Section 87-1.03L(2)(c)
Provide electrical service from the service point to the booster pump.
Furnish:
1. Conductors
2. Conduit
3. pull boxes
from the service point to the booster pump.
Do not use Type 3 conduit unless shown otherwise.
86-1.03O Grounding Electrodes
Add to Section 86-1.03O
It is essential for continued reliable operation of traffic signal systems that all components are
correctly grounded. Install a ground rod driven in the pull box adjacent to the controller and to
each signal pole. Ground the controller and signal pole to the adjacent ground rod, utilizing as
short a connection as possible.
In the traffic signal cabinet, verify all ground wires are connected directly to the ground bus bar.
There should be a single connection from any device to the ground bar with no hops. The bus
bar should be connected directly to the ground rod. Where possible, all ground wires should
be landed to the ground bus bar adjacent to the ground rod.
Measure the ground impedance at the following locations, confirm reading is below 25ohms of
resistance:
• Earth ground wire and ground rod resistance in the AC service cabinet.
• Earth ground wire and ground rod resistance in the traffic cabinet.
• Earth ground wire and ground rod resistance at each traffic signal pole.
OR
• Check the Earth ground wire at the pull boxes near each traffic signal pole where an Iteris
sensor is located.
The Earth ground wire should start at the AC service cabinet and be bonded to the traffic
cabinet and to the traffic signal poles where an Iteris sensor is located.
Ensure all connections are tight and clean of dirt, corrosion, or anything else which may impede
a good connection with any and all connections between the Iteris equipment and the cabinet
ground rod.
235
Before installation of equipment, the cabinet and pole ground impedance should be
measured. Any reading above 25ohms will require additional ground wiring to avoid
component failure.
87-1.03Q Cabinets
87-1.03Q(3) Reserved
Replace Section 87-1.03Q(3) with:
87-1.03Q(3) Controller Cabinets
All Type 332/336 L, LS or LX Cabinets must be equipped with the following equipment, as required
in the plans, to achieve intended traffic signal operation
2070E or 2070LX Controller that complies with 87-4.03C(1), unless otherwise specified
by the engineer.
1x EDI Conflict Monitor, model 2018ECLip or 2010ECLip or approved equal
2x 204 Flasher assemblies
242l isolator, as needed
430 F.T.R. as needed
Auxiliary Output File, or similar ability to accommodate 16 output load switches
200-225 load switches, as needed
EDI 222 detector, as needed
206L power supply Manufacturing Certification of Compliance
Drawer assembly
LED interior light assembly
16 port, Gigabit-rated managed commercial switch, TrendNET or approved equal.
A minimum 15-amp rack mounted 1U height power strip with sockets oriented
horizontally for controller cabinet equipment.
Equipment shall comply with Caltrans TEES 2020.
Submittals for all equipment shall be approved by the Engineer before ordering. All equipment
not specifically approved prior to ordering is ordered at the contractors expense.
Controller must operate with Swarco/McCain Transparity traffic signal management system,
unless otherwise specified by the engineer.
87-1.03T Accessible Pedestrian Signals
Replace Section 87-1.03T with:
Pedestrian Push Button Systems shall be Polara INS or approved equal, with iCCU rack mount
assembly.
A manufacturer's representative must program the accessible pedestrian signals at all the
signalized intersections shown on the plans.
Each piece of APS equipment shall have a full three (3) years warranty from the date of delivery
to the City corporation yard. This includes all associated fixtures. The Contractor shall be
responsible for replacement or repair of any defective part of the APS for the entire period of
the warranty.
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87-1.03U Push Button Assemblies
Add to Section 87-1.03U
Install textured tape per California Title 24 11B-703.7.2.7 on all signal poles with pedestrian
push buttons.
Provide a signal technician, qualified to work on the pedestrian push buttons and processor
units, employed by push button manufacturer or representative, present at the time the
equipment is turned on.
Fill out order forms and audible message forms and submit to the Engineer for review and
approval within two weeks of contract execution. Allow for five working days for review.
87-1.03V Detectors
87-1.03V(2) Inductive Loop Detectors
Add to Section 87-1.03V(2)
Use Type C lead-in cable.
87-1.03W Sealants
87-1.03W(1) General
Replace Section 87-1.03W(1) with:
After conductors are installed in the slots, prior to placement of sealant, secure conductors in
the slot with foam tubing manufactured for this purpose and compatible with the sealant.
87-1.03Z Reserved
Replace Section 87-1.03Z with:
87-1.03Z Testing
87-1.03Z(1) Materials Testing
Perform the following tests on each cable circuit furnished and installed:
1. Flash test for each vehicle and pedestrian indication at signal turn on
2. Conduct “Meg” test at 250 volts. “Meg” test each conductor:
a. within cable to ground.
b. to all other conductors in the cable.
Complete tests and provide test results and test data to the Engineer. Where test results fail to
meet specified limits for:
1. identify
2. correct
3. retest
at your expense.
Deliver material and equipment to be tested to either the METS or a testing location as ordered.
Allow 30 days for acceptance testing from the time material or equipment is delivered to test
site. You must pay for all shipping, handling, and related transportation costs associated with
237
the testing. If equipment is rejected, you must allow 30 days for retesting. Retesting period
starts when corrected equipment is delivered to test site. You must pay for all retesting costs.
If equipment submitted for testing does not comply with specifications, remove the equipment
within 5 business days after notification that the equipment is rejected. If equipment is not
removed within that period, it may be shipped to you at your expense.
Functional test for each street lighting system is seven days of continuous satisfactory
operation in compliance with lighting schedule. If unsatisfactory performance of the system
develops, correct the system. Repeat test until seven days of continuous satisfactory operation
is achieved.
Damage caused by public traffic resulting in a system failure is not considered a functional test
failure.
Testing and quality control procedures for all other traffic signal controller assemblies must
comply with NEMA TS Standards for Traffic Control Systems.
87-1.03Z(2) Field Testing
Before starting functional testing, perform the following tests in the presence of the Engineer:
87-1.03Z(2)(a) Continuity
Test each circuit for continuity.
87-1.03Z(2)(b) Ground
Test each circuit for grounds.
87-1.03Z(2)(c) Insulation Resistance
Perform insulation resistance test at 500V(dc) on each circuit and a ground. Insulation resistance
must be 10 MΩ minimum on all circuits, except for inductive loop detector circuits that must have
an insulation resistance value at least 100 MΩ.
87-1.03Z(3) Functional Testing
Test periods must comply with section 86-1.03.
Acceptance of new or modified traffic signal will be made only after all traffic signal circuits have
been thoroughly tested.
Perform functional test to show that each part of the system functions as specified.
Functional test for each new or modified system must include at lease 5 business days of
continuous, satisfactory operation. If unsatisfactory performance of the system occurs, the
condition must be corrected and the system retested until the 5 business days of continuous,
satisfactory operation is obtained.
Except for new or modified parts of existing lighting circuit and sign illumination system, the
Department or local agency will maintain the system during test period and pay the electrical
energy cost. Except for electrical energy, you must pay the cost of necessary maintenance
238
performed by the Department or local agency on new circuits or on the portions of existing circuits
modified under the Contract.
Shutdown of electrical system caused by traffic, a power interruption, or unsatisfactory
performance of Department-furnished materials does not constitute discontinuity of the functional
test.
87-2 LIGHTING SYSTEMS
87-2.02 MATERIALS
87-2.02A General
Replace Section 87-2.02A with:
Streetlight poles within the downtown core must be color coated per Section 87-1.03J. See
engineering standard 7910 for other pole requirements.
See engineering standard 7520 for lighting circuit requirements.
All luminaires must be LED. LED Luminaires must be the most current version of Cree Guideway
Series LED, or City-approved equal. Provide submittal to Engineer prior to purchase of luminaires.
Application of Type 1 and 2 luminaires must comply with Engineering Standard 1010 (Uniform
Design Criteria).
Type 1 LED Luminaires must be:
1. Cree Guideway Series LED most current version (GWY-S-A-8L-40K7-UL-GY-Q3)
2. Type 2 Optics
3. 5,075 initial lumens delivered
4. 4000k High Efficacy Module
5. 120-277V Voltage
6. Grey/Silver Color
7. Provide with:
a. Fuse
b. Utility label
c. Photocell
d. Exterior wattage label
Type 2 LED Luminaires must be:
1. Cree Guideway Series LED most current version (GWY-M-A-13L-40K7-UL-GY-Q5)
2. Type 3 Optics
3. 10,175 initial lumens delivered
4. 4000k High Efficacy Module
5. 120-277V Voltage
6. Grey/Silver Color
7. Provide with:
a. Fuse
b. Utility label
c. Photocell
d. Exterior wattage label
239
87-2.04 PAYMENT
Replace Section 87-2.04 with:
Full compensation for work specified in section 87-2 and applicable engineering standards is
included in the payment for other bid items unless a bid item of work is shown on the bid item
list.
87-4 SIGNAL AND LIGHTING SYSTEMS
87-4.03 CONSTRUCTION
Add to Section 87-4.03
87-4.03C Controller Assemblies
87-4.03C(1) General
Furnish a Model 2070E or 2070 LX controller unit (model to be described in plans and at
direction of Engineer) with:
2070-1E CPU Module (2070-1C Module for 2070LX)
13. 2070-2E Field I/O Module (2070-2E+ Module for 2070LX)
14. 2070-3B LCD/Front Panel Module (2070-LX Front Panel Module for 2070LX)
15. 2070-4A Power Supply
16. 2033 Intersection Control Software installed (Omni software for 2070LX)
Controller shall have applicable intersection control software installed by the manufacturer, with
the latest firmware and updates installed.
Deliver controller to the Engineer a minimum of 30 days before the scheduled turn on for
programing and operational inspection.
Equipment shall comply with Caltrans TEES 2020
You must arrange to have a signal technician,
1. qualified to work on the controller unit
2. employed by the controller unit manufacturer or his representative
present at the time the equipment is turned on.
Detector sensors must be Type 222 two-channel sensors. Type 222 requirements are modified
as follows:
1. thumb wheel switches for sensitivity settings.
2. nine levels of sensitivity per channel.
3. a built-in loop monitor (Winky- Blink) that remembers intermittent loop failure
4. ability to resume normal operation following intermittent loop failure.
87-4.03D Battery Backup System
87-4.03D(1) General
87-4.03D(1)(a) Summary
This work includes:
1. furnishing
2. assembling
3. installing
battery backup system (BBS).
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87-4.03D(1)(b) Submittals
Before shipping externail cabinets to the job site, submit a material list including Contract number,
cabinet serial numbers, and contact information to METS.
Submit a certificate of compliance for each external cabinet and batteries.
87-4.03D(1)(c) Quality Control and Assurance
The City may test the external cabinets.
After complete installation, perform BBS functional testing. Test for 30 minutes of continuous,
satisfactory operation with utility power turned off. Perform the test in the presence of the Engineer.
Batteries must be warranted by the manufacturer for 2 years to operate within a temperature
range of -25 to +60 degrees C.
87-4.03D(2) Materials
Batteries must comply with section 86-1.02Z.
Any BBS Cabinet shall be:
Meyers MEUG32-PB-UPS LOWCUT cabinet/power service pedestal combination assembly
(Shall be installed with a concrete foundation and Pad Mounting Base, MEUG32-BASE.)
OR
a NEMA 3R rated cabinet that can be mounted to the top or side of the Model 332LCabinet
All BBS systems shall be able to
House either (8) 41 amp hour batteries or (6) 51 amp hour batteries or (4) 79 amp hour
batteries.
Provide P.E. cell, test switch and lighting relays.
Provide an external generator receptacle, manual transfer switch for generator power,
circuit breaker protection.
Mount the Uninterruptible Power System (UPS) on a standard 19” rack mount.
It is vented for airflow.
Batteries installed must equal a minimum of 300 Amp Hours and comply with Caltrans TEES
Chapter 4: Specification for Battery Backup Systems.
The system shall include wiring of ext. alarm to input file and flash circuit from C1/C2 of UPS.
The battery voltage threshold/useage timer shall be determined by the engineer during testing.
The system shall be connected during traffic signal turn on and verified with the engineer.
System must be approved by the Engineer prior to ordering equipment.
External cabinet must be on listed on the Authorized Material List.
Dimensions and details for the external cabinet, for attaching the external cabinet to the Model
332L cabinet, and for wiring the Department-furnished equipment will be available in an
Information Handout as specified in Section 2-1.06B or as shown.
The following details must comply with section 87-1.03Q(3) and TEES:
241
Door construction, including material, thickness, coating, and welds
Frame
Door seals
Continuous stainless steel piano hinge or 4 leaves with 2 bolts on each side of each leaf
used to connect the door to the external cabinet
Padlock clasp or latch and lock mechanism
The external cabinet must be ventilated by using louvered vents, a filter, and a thermostatically
controlled fan. Fan must be AC operated from the same line output as the Model 332L cabinet.
A 2-position terminal block must be provided on the fan panel along with 10 feet of connected
hookup wire.
The external cabinet surface must be powder coated. Do not use anti-graffiti paint.
The external cabinet must include all bolts, washers, nuts, and cabinet-to-cabinet coupler
fittings necessary for mounting it to the Model 332L cabinet.
Fasteners for the external cabinet must include:
Four 18-8 stainless steel hex head, fully-threaded, 3/8” – 16 x 1” cabinet mounting bolts
2 washers per bolt designed for 18-8 stainless steel, 1-inch OD round, 3/8-inch flat-type
bolt
K-lock nut per bolt consisting of 18-8 stainless steel K-lock washer and a hex-nut
External cabinet to Model 332 L cabinet couplings must include a conduit for power connections
between the 2 cabinets. Couplings must include:
2-inch nylon-insulated steel chase nipple, T & B 1947 or equivalent
2-inch sealing, steel locknut, T & B 146SL or equivalent
2-inch nylon-insulated steel bushing, T & B 1227 or equivalent
87-4.03D(3) Construction
Mount external cabinet to the side of the Model 332L cabinet. The typical side-mounting location
of the external cabinet is flush with the bottom of the Model 332L cabinet and approximately
equidistant from the front and rear door edges. The Engineer shall determine location in the field.
87-4.03E Emergency Vehicle Pre-Emption Equipment
Traffic Signal Pre-emptive equipment must be a Miovision Opticom System or approved equal.
Use one Model 762, 764, or 794 Phase Selector Module for every two channels of pre-emption
and necessary Optical/GPS Detectors to provide the directional input as shown or approved
equal.
Opticom system shall also include GPS Antenna for communication with emergency vehicles.
The GPS equipment shall include, but is not limited to, the most current versions of the following
components:
• A traffic pole mounted Radio/GPS unit containing a GPS receiver with antenna and a 2.4 GHz
transceiver with antenna
242
• Or a Traffic Cabinet mounted Radio/GPS unit containing a GPS receiver and a 2.4 GHz
transceiver with a Radio/GPS antenna (Model 1050)
• Phase Selector
• Auxiliary Interface Panel
Install all equipment in compliance manufacturer's requirements, and in accordance with
equipment installation instructions.
Mount optical detector as shown using an approved mast arm clamp. Do not mount on the
signal head unless directed by the Engineer.
Provide manufacturer representative knowledgeable of the pre-emption equipment to be
present for the first day of the traffic signal function test. Provide a vehicle equipped with an
emitter to test and verify satisfactory operation of the equipment.
87-4.03F Detection
87-4.03F(1) General
This specification sets forth the minimum requirements for a system that detects vehicles on a
roadway using inductive loops, a single camera or multi-sensor detection system.
Contractor shall install video detection devices for all new or replacement detectors unless
directed to install new loops by the Engineer. Loops must comply with section 86-5.01. When
loops are installed, replace any existing loop detector card.
All equipment shall be installed in accordance with the most recently published manufaturer
installation guide.
87-4.03F(2) Video/Radar Detection
Provide one Iteris Apex Multi-sensor detection System (MSDS) per intersection for vehicle and
bicycle detection. The Apex MSDS shall utilize two different sensors of different technologies,
video imaging and radar, to detect and track vehicles at distances over 600 feet (180 meters),
unless otherwise specified by the project plans, specifications or direction of the engineer.
The system shall consist of
1. up to four hybrid video camera/radar sensors or camera only sensors in any combination
(Iteris Vector),
2. Cabinet Interface (CI) capable of processing from one to four sensors (Iteris Apex),
3. sensor mounts,
4. Power Injector (PI),
5. input/output extension modules,
6. cables,
7. surge suppressors and grounding equipment,
8. HDMI monitor,
9. pointing device
or any combination thereof.
The detection sensor shall be an Iteris Vector unit, or approved equal, with installation kit as
provided by manufacturer.
243
The Cabinet Iterface (Apex video processor) shall be 19” standard rack mounted model, 1U
rack height.
Detector extension cards shall be specifically designed to mount in a standard 332 cabinet
detector rack using the Iteris equipment to obtain power, as shown in the installation manual.
No adapters shall be required to mount the interface device in a standard detector rack.
The Cabinet Interface shall be connected to the signal controller via SDLC connection, unless
otherwise specified by the engineer.
87-4.03F(3) Sensors
Install the most current version of the Iteris Vector video detection sensor equipment for each
intersection approach using video/radar detection. Installation shall comply with current Iteris
Vantage Specifications and Iteris Installation manuals and instructions.
In addition, the following is also required to be funished in the cabinet:
1. One Color LCD Monitor Drawer (1U rack mount drawer with monitor, 1 HDMI video
input) (NTSC/PAL), connected via HDMI interface.
2. One optical style pointing device.
Provide submittal to Engineer for review and approval prior to purchase. Items above may be
eliminated if already existing at intersection. Contact the Engineer prior to bidding to determine
what existing equipment is available at the intersection.
87-4.03F(4) Video Transmission Equipment
Install live video equipment as specified in the plans and/or project specifications.
Provide the most current version of Encom COMMPAK BB 5.8 INT radio antennas, or approved
equal. Mount antennas on poles or mast arms with Pelco ASTRO MINI-BRAC AB-0121-42 with
McCain antenna pipework M1046.
Provide 5 working day notice for video transmission equipment to the engineer. Communication
shall be verified after installation by the City inspector and/or the engineer.
87-4.03F(5) Installation
Install cameras as required in Manufacturer Installation and Users Guide . Depending upon the
configuration of an intersection, the Engineer may require that either an:
1. Iteris Universal Camera Bracket
2. Pelco Extended Camera Bracket or
3. approved equal
be used for mounting the cameras. Camera locations must be approved by the Engineer prior
to installation.
Recommended sensor placement height shall be 33 feet (or 10 meters) above the roadway,
and over the traveled way on which vehicles are to be detected. For optimum detection the
MSDS sensor should be centered above the traveled roadway. The camera shall view
approaching vehicles at a distance not to exceed 350 feet (107 meters) for reliable detection
(height to distance ratio of 10:100). Camera placement and field of view (FOV) shall be
unobstructed and as noted in the installation documentation provided by the supplier.
244
The cable to be used between the sensor and the PI in the traffic cabinet shall be 16AWG, 3
core 110VAC, outdoor rated. This cable shall be suitable for installation in conduit, and Sall be
new, unspliced cable.
Detection zones shall be programmed via an embedded application displayed on a video
monitor and a keyboard and a pointing device connected to the CCU. The menu shall facilitate
placement of detection zones and setting of zone parameters or to configure system
parameters. A separate computer shall not be required for programming detection zones or to
view system operation. All programming function shall occur on live video images, no
snapshots or still images are allowed.
Provide a factory certified representative of the supplier of the video detection system to
supervise the installation and testing of the video and computer equipment.
87-4.03F(6) Warranty, Maintenance and Support
Provide the following written documentation from equipment suppliers:
1. A three-year warranty on video detection system for hardware and software failures.
Warranty must include repair or replacement including shipping and handling expenses
during the warranty period.
2. Onsite technical support as requested by the Engineer for one year after the last
purchase made under this contract.
3. Ongoing software support including updates of all software. Software must be updated
free of change during the warranty period.
4. Technical support and software updates maintenance program available after expiration
of the warranty period. Supplier must make available to Engineer this service in a
separate agreement for continuing support.
5. On site adjustments of video detection zone programming due to false calls or missed
detections as requested by the Engineer within 60 days following initial setup. Supplier
must provide additional adjustments as required following the initial 60-day period for
any problem identified in the initial 60-day period and recurring for up to one year.
87-21 EXISTING ELECTRICAL SYSTEMS
87-21.03 CONSTRUCTION
87-21.03D Removing Existing Electrical Systems
Add to Section 87-21.03D
All material shown to be salvaged must be delivered to the:
City of San Luis Obispo Corporation Yard
25 Prado Road
San Luis Obispo, CA
Salvaged material includes mounting and fastening hardware and hand-hole covers.
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DIVISION XI MATERIALS
90 CONCRETE
90-1 GENERAL
91-1.01 GENERAL
90-1.01B Definitions
Add to Section 90-1.01B
Class of Concrete: The City identifies concrete for miscellaneous uses, curb, gutter, sidewalk,
drainage structures, etc. as being specified by class. The class of the concrete as shown or in
compliance with Engineering Standards. The class of concrete is defined as follows:
Class Cement Content
lb/cy
Cement Content Sack
(94 lb per sack per cy)
28-day
strength
7-day
strength Slump
1 675 lb/cy 7.2 5000 3500 2-4 in
2 590 lb/cy 6.3 3000 2100 2-4 in
3 or Minor 550 lb/cy 5.9 2500 1750 2-4 in
High Early Strength: Concrete requiring a high early strength such as that where traffic is
expected within 24 hours after placement must comply with Section 90-3 meeting 2500 psi
prior to traffic loading.
90-1.01C Submittals
Add to Section 90-1.01C(6) Mix Design:
Concrete must contain a maximum of 15% pozolone or fly ash. Course aggregate for concrete
must comply with the gradation specifications for the 1 inch x No. 4 primary aggregate nominal
size.
90-1.02 Materials
90-1.02A General
Add to Section 90-1.02A
Volumetric mobile concrete mixers may be used for concrete installations up to 2 cubic yards per
day.
Concrete installations greater than 2 cubic yards per day must either:
1. Use concrete that is mixed at a batch plant, transported to the construction site, and placed.
2. Provide concrete mix design and Quality Assurance Program (QAP) testing results in
compliance with City’s QAP.
Class 1 or Class 2 concrete installations 2 cubic yards or less per day must either:
1. Use concrete that is mixed at a batch plant, transported to the construction site, and placed.
2. Provide concrete mix design and Quality Assurance Program (QAP) testing results in
compliance with City’s QAP.
The use of bagged concrete or bagged cement shall be submitted for review and approval by
the Engineer and only for the following applications:
1. Sign Post Per Standard 7210 and 7215
2. Rail Fence Footing Per Standard 9050
ENGINEERING
STANDARDS
DECEMBER 2025
APPROVED BY THE CITY ENGINEER:
Approved on: December 2, 2025
Effective: December 12, 2025
BRIAN NELSON
CITY ENGINEER
RCE C79870
ADOPTED BY THE CITY COUNCIL OF SAN LUIS OBISPO
BY RESOLUTION NO. 10889 (2025 SERIES)
PUBLIC WORKS DEPARTMENT
ENGINEERING DIVISION
919 Palm Street
San Luis Obispo, CA 93401
(805) 781-7200
CITY ENGINEERING STANDARDS NO.
December 2025 Edition
1000 - GENERAL
UNIFORM DESIGN CRITERIA ........................................................................................... 1010
2000 - PARKING & DRIVEWAY STANDARDS
DRIVEWAYS
DRIVEWAY RAMP - STANDARD ...................................................................................... 2110
DRIVEWAY RAMP - RIGHT-OF-WAYS LESS THAN 10’ .................................................. 2111
DRIVEWAY RAMP - DETACHED SIDEWALK, STANDARD ............................................. 2115
DRIVEWAY RAMP - DETACHED SIDEWALK, ROWs LESS THAN 10’ ........................... 2116
DRIVEWAY RAMP - SIZE & LOCATION ........................................................................... 2120
STANDARD DRIVEWAY - UPWARD & DOWNWARD ...................................................... 2130
UPWARD & DOWNWARD DRIVEWAYS - MAXIMUM RISE & DESCENT (Residential) . 2140
PARKING LOTS
PAVEMENT DESIGN .......................................................................................................... 2210
OFF-STREET PARKING STANDARDS ............................................................................. 2220
PARKING BAY DIMENSIONS - COMPACT CARS ........................................................... 2230
PARKING BAY DIMENSIONS - AVERAGE CARS ............................................................ 2240
PARKING LOT STRIPING .................................................................................................. 2250
WHEEL STOP ..................................................................................................................... 2260
3000 - DRAINAGE
CATCH BASINS
CATCH BASIN - SIDE OPENING ....................................................................................... 3350
CATCH BASIN - SIDE OPENING WITH SUMP ................................................................. 3355
CATCH BASIN - EXTENDED SIDE OPENING .................................................................. 3360
UNDERDRAINS
SIDEWALK UNDERDRAIN - CONCRETE ......................................................................... 3410
SIDEWALK UNDERDRAIN - WITH PIPES ........................................................................ 3415
SIDEWALK UNDERDRAIN - WITH COVER PLATES ....................................................... 3420
STORM DRAIN MANHOLES
STORM DRAIN MANHOLE - 36” PIPE & LARGER ........................................................... 3510
STORM DRAIN MANHOLE - 18” to 36” PIPE .................................................................... 3520
PRECAST STORM DRAIN MANHOLE - UP TO 3’ O.D. PIPE SIZE ................................. 3530
STORM DRAIN CONNECTIONS ....................................................................................... 3540
4000 - CURB, GUTTER & SIDEWALK
CURB & GUTTER
CURB .................................................................................................................................. 4020
CURB & GUTTER ............................................................................................................... 4030
SIDEWALK
SIDEWALK - INTEGRAL & DETACHED ............................................................................ 4110
SIDEWALK TRANSITIONS ................................................................................................ 4120
CONCRETE PAVER SIDEWALK – RAILROAD DISTRICT ............................................... 4150
CITY ENGINEERING STANDARDS NO.
4000 - CURB, GUTTER & SIDEWALK – Cont.
MISSION STYLE
MISSION STYLE SIDEWALK ............................................................................................. 4220
MISSION STYLE RAILING - HANDRAIL & GUARDRAIL .................................................. 4240
CROSS GUTTERS
CROSS GUTTER ................................................................................................................ 4310
CURB RAMPS
CURB RAMP - CORNERS & MID-BLOCK ......................................................................... 4440
MISCELLANEOUS
CUTTING CONCRETE ....................................................................................................... 4910
CONCRETE BUS TURNOUT ............................................................................................. 4920
BUS STOP .......................................................................................................................... 4930
RAISED COBBLESTONE MEDIAN .................................................................................... 4940
LANDSCAPE MEDIAN ....................................................................................................... 4950 (new)
5000 - RETAINING WALLS
RETAINING WALL DRAINAGE .......................................................................................... 5020
SHORT RETAINING WALLS .............................................................................................. 5030
6000 - UTILITIES
UTILITIES LOCATION ........................................................................................................ 6010
TRENCH DETAIL #1 - PAVED OR UNPAVED STREETS ................................................ 6020
TRENCH DETAIL #2 - UNPAVED NON-TRAFFIC AREAS ............................................... 6030
TRENCH DETAIL #3 - CONDUIT TRENCH ....................................................................... 6035
MICROTRENCHING ……………………………………………………………………………..6037 (new)
UTILITY COVER - GRADE ADJUSTMENT & P.C.C. COLLAR ......................................... 6040
UTILITY PIPELINE - ABANDONMENT .............................................................................. 6050
WATER - SEWER
SEPARATION CRITERIA - TEXT ...................................................................................... 6110 (2p)
SEPARATION CRITERIA - DETAILS ................................................................................. 6140 (2p)
WATER SERVICES
WATER SERVICES - NEW & REPLACEMENTS .............................................................. 6210
WATER SERVICE - CONNECTIONS ................................................................................ 6220
WELL METERING .............................................................................................................. 6240
WATER METER - WITH UNMETERED BYPASS, 3” & LARGER ..................................... 6250
MANIFOLD - MULTIPLE WATER SERVICES ................................................................... 6260
WATER MAINS
FIRE HYDRANT ASSEMBLY ............................................................................................. 6310
RECYCLED WATER HYDRANT ASSEMBLY ................................................................... 6315
VALVE TO FITTING RESTRAINT ...................................................................................... 6320
WATERLINE TIE-IN ............................................................................................................ 6330
WATER VALVE & WELL .................................................................................................... 6340
BLOW-OFF ASSEMBLY ..................................................................................................... 6350
AIR/VAC RELEASE VALVE ASSEMBLY – 1” & 2” ............................................................ 6360
CITY ENGINEERING STANDARDS NO.
6000 – UTILITIES – Cont.
WATER MISCELLANEOUS
BACKFLOW PREVENTER - 2” to 10” ................................................................................ 6420
FIRE SPRINKLER VALVE & WELL - 2” ............................................................................. 6520
NEW FIRE SERVICE - 4” ................................................................................................... 6530
R P BACKFLOW PREVENTER - ¾” to 10” ........................................................................ 6550
FIRE MAIN - BUILDING CONNECTION ............................................................................ 6590
SEWER MANHOLES
SEWER MANHOLE ............................................................................................................ 6610
SEWER DROP MANHOLE ................................................................................................. 6620
SEWER MANHOLE SAND TRAP ...................................................................................... 6650
SEWER MAINS
SEWER CLEANOUT & WELL ............................................................................................ 6710
SEWER SERVICES
SEWER LATERAL .............................................................................................................. 6810
7000 - STREETS & TRAFFIC
GEOMETRY
NEW CUL-DE-SAC REQUIREMENTS ............................................................................... 7020
CLASS I BIKEWAY – PATH ............................................................................................... 7040 (2p)
PAVEMENT
FLEXIBLE PAVEMENT ELEMENTS .................................................................................. 7110
ASPHALT BERM - 6” .......................................................................................................... 7120
SIGNS
METAL SIGN & PARKING METER POSTS ....................................................................... 7210
METAL SIGN & PARKING METER POSTS – IN EXISTING SIDEWALK ......................... 7215
STREET NAME SIGN ......................................................................................................... 7250
TRAFFIC CONTROL
ROAD BUMP - CONSTRUCTION DETAILS ...................................................................... 7320
ROAD BUMP - LOCATION, STRIPING & SIGNS .............................................................. 7321
SPEED TABLE - LOCATION, STRIPING & SIGNS ........................................................... 7325
STREET BARRICADE ........................................................................................................ 7330
REMOVABLE BOLLARD .................................................................................................... 7335
BARRICADE - SIDEWALK CLOSURE ............................................................................... 7340
HI-VIS CROSSWALKS ....................................................................................................... 7350
DECORATIVE PAVER CROSSING ................................................................................... 7355
GREEN BIKE LANE MARKINGS ....................................................................................... 7360
PARKING
STREET PARKING ............................................................................................................. 7410
MISCELLANEOUS
SERVICE & UPS COMBINED ENCLOSURE ................................................................... 7510
LIGHTING CIRCUIT .......................................................................................................... 7520
BIKE PATH LIGHTING ....................................................................................................... 7905
STREET LIGHTING - EMBEDDED STEEL POLE ............................................................. 7910
SMALL CELL FACILITY .................................................................................................... 7911
DOWNTOWN PEDESTRIAN LIGHTING .......................................................................... 7915
CITY ENGINEERING STANDARDS NO.
7000 - STREETS & TRAFFIC – Cont.
HYDRANT REFLECTOR .................................................................................................... 7920
BICYCLE RACK .................................................................................................................. 7930 (2p)
BICYCLE RACK PLACEMENT ........................................................................................... 7935 (new 2p)
CORNER SIGHT DISTANCE AT INTERSECTIONS ......................................................... 7940 (new)
SIGHT DISTANCE AT DRIVEWAYS .................................................................................. 7950 (new)
8000 - LANDSCAPING & IRRIGATION
STREET TREES
STREET TREES - MASTER LIST ...................................................................................... 8010 (2p)
STREET TREES - MAJOR STREETS ............................................................................... 8020
TREE WELLS
TREE WELL ........................................................................................................................ 8130 (2p)
TREE WELL – RAILROAD DISTRICT ................................................................................ 8135
TREE WELL COVER - ALTERNATE METHOD ................................................................. 8150
PLANTING
STREET TREE PLANTING NOTES .................................................................................. 8210
TREE PLANTING & STAKING - ZONES 1, 2 & 3 – 15 GALLON SIZE ............................. 8220
TREE PLANTING & STAKING - ZONES 1 & 2 – 24” BOX & LARGER ............................. 8250
SHRUB PLANTING ............................................................................................................. 8410
GROUND COVER PLANTING PATTERN ......................................................................... 8420
MEDIAN PLANTS ............................................................................................................... 8430 (new)
IRRIGATION
IRRIGATION CONTROLLER ............................................................................................. 8520
MASTER VALVE & FLOW METER .................................................................................... 8550
REDUCED PRESSURE BACKFLOW ASSEMBLY ............................................................ 8560
TRENCH DETAILS & THRUST BLOCKS .......................................................................... 8610
ELECTRIC CONTROL VALVE & BOX ............................................................................... 8620
QUICK COUPLER VALVE & BOX ...................................................................................... 8630
IN-LINE VALVE ................................................................................................................... 8640
POPUP HEAD ..................................................................................................................... 8650
DRIP IRRIGATION .............................................................................................................. 8660
TREE BUBBLER ................................................................................................................. 8670
CONCRETE EDGING ......................................................................................................... 8710
RECYCLED WATER - WARNING TAGS, LABELS AND DECALS ................................... 8810
RECYCLED WATER - WARNING SIGNS .......................................................................... 8820
MEDIAN IRRIGATION ........................................................................................................ 8900 (new)
9000 - MISCELLANEOUS
MAIL BOX LOCATION ........................................................................................................ 9010
MONUMENT & WELL ......................................................................................................... 9020
MANHOLE COVER - CITY COMMUNICATIONS .............................................................. 9030
CITY BENCH ..................................................................................................................... 9040
RAIL FENCE ...................................................................................................................... 9050
TRASH CONTAINER - STANDARD ................................................................................... 9060
HYDRATION STATION ………………………………………………………………………….9070 (new)
CITY ENGINEERING STANDARDS NO.
APPENDICES
A. STATE STANDARD CURB RAMP DETAILS
B. MISSION STYLE SIDEWALK DISTRICT MAP
C. RAILROAD DISTRICT PLAN MAP
D. LIST OF ARTERIAL AND COLLECTOR STREETS
E. SAMPLE NOTICE OF STREET MAINTENANCE (DOOR HANGER)
F. PLAN DEVELOPMENT STANDARDS
G. GUIDELINES FOR CONSTRUCTION ZONES
H. SLO COUNTY APCD: PERMIT TO OPERATE NO. 1850-2
I. GUIDELINE SPECIFICATIONS FOR NURSERY TREE QUALITY
J. QUALITY ASSURANCE PROGRAM
K. TEMPORARY INDUSTRIAL WASTE DISCHARGE PERMIT APPLICATION
L. HOLIDAY RESTRICTION AREA PER CITY COUNCIL RESOLUTION 9784 (2003 SERIES)
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1010 TABLE OF CONTENTS
UNIFORM DESIGN CRITERIA ...................................................................................................... 5
1. Improvement Plans ................................................................................................................... 6
1.1 Preparation of Plans .......................................................................................................... 6
1.1.1 Plan Review Procedure .............................................................................................. 6
1.1.2 Plan and Profile Layout .............................................................................................. 7
1.1.3 Plans Format .............................................................................................................. 9
1.2 Design Exceptions ........................................................................................................... 12
1.3 Americans with Disability Act Requirements.................................................................. 13
2. Site Preparation & Grading ...................................................................................................... 13
2.1 Design Standards ............................................................................................................ 13
2.1.1 Site Preparation ....................................................................................................... 13
2.1.2 Grading Design ......................................................................................................... 14
2.2 Construction .................................................................................................................... 17
2.2.2 Construction Testing ................................................................................................ 17
3. Roadways ................................................................................................................................ 18
3.1 Design Standards ............................................................................................................ 18
3.1.1 General ..................................................................................................................... 18
3.1.2 Roadway Classifications ........................................................................................... 18
3.1.3 Design Speed and Design Vehicle ............................................................................ 19
3.1.4 Longitudinal Grade ................................................................................................... 21
3.1.5 Horizontal and Vertical Alignment ........................................................................... 21
3.1.6 Cross Slope ............................................................................................................... 21
3.1.7 Intersecting Streets, Roads, Driveways, Alleys – Access Control ............................ 22
3.1.8 Access Management ................................................................................................ 22
3.1.9 Roadway Structural Section ..................................................................................... 24
3.1.10 Sidewalks ................................................................................................................ 24
3.1.11 Pedestrian Crossings ............................................................................................. 26
3.1.12 Bike Facilities .......................................................................................................... 27
3.1.13 Shared-Use Paths ................................................................................................... 29
3.1.14 Street Parking ......................................................................................................... 30
3.1.15 Bus Turnouts .......................................................................................................... 31
3.1.16 Cross Gutters .......................................................................................................... 31
3.1.17 Sight Distance......................................................................................................... 31
3.1.18 Roadway Clearances .............................................................................................. 31
3.1.19 Right-of-Way .......................................................................................................... 32
3.1.20 Barricades, Barriers, and Railings .......................................................................... 33
3.1.21 Street Lighting ........................................................................................................ 33
3.1.22 Intersection Controls ............................................................................................. 35
3.1.23 Street Trees ............................................................................................................ 35
3.2 Construction .................................................................................................................... 36
3.2.1 Testing ...................................................................................................................... 36
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4. Driveways and Off-Street Parking ............................................................................................ 36
4.1 General ............................................................................................................................ 36
4.2 Permits ............................................................................................................................ 37
4.3 Plans ................................................................................................................................ 37
4.4 Driveways ........................................................................................................................ 37
4.4.1 Driveways on Arterial and Collector Street ............................................................. 37
4.4.2 Driveway Widths ...................................................................................................... 37
4.4.3 Number of Driveways Permitted ............................................................................. 37
4.4.4 Abandoned Driveways ............................................................................................. 38
4.4.5 Turnarounds – Deep Driveways ............................................................................... 38
4.4.6 Turnarounds – Single-Family House Driveways ....................................................... 38
4.4.7 Common-Access Driveways ..................................................................................... 38
4.5 Off-Street Parking ........................................................................................................... 39
4.5.1 General ..................................................................................................................... 39
5. Drainage .................................................................................................................................. 43
5.1 Design Standards ............................................................................................................ 43
5.1.1 Requirements ........................................................................................................... 43
5.1.2 Alignment of Drainage Facilities .............................................................................. 44
5.1.3 Drainage Structures ................................................................................................. 45
5.1.4 Bioretention Basins .................................................................................................. 46
5.1.5 Bioswales ................................................................................................................. 46
5.1.6 Channel and Swales ................................................................................................. 48
5.1.7 Culverts and Storm Drains ....................................................................................... 49
5.1.8 Outfalls ..................................................................................................................... 49
5.1.9 Bridges ..................................................................................................................... 49
5.1.10 Fencing ................................................................................................................... 50
5.2 Post Construction Stormwater Compliance ................................................................... 51
5.2.1 Performance Requirements ..................................................................................... 51
5.2.2 Stormwater Control Plan ......................................................................................... 54
5.2.3 Operations and Maintenance .................................................................................. 55
5.3 Groundwater ................................................................................................................... 56
5.3.1 Subsurface Groundwater Drainage: ........................................................................ 56
5.3.2 Source Control: ........................................................................................................ 56
5.3.3 Groundwater Well Protection Buffers: .................................................................... 57
6. Water Supply ........................................................................................................................... 57
6.1 Design Standards ............................................................................................................ 57
6.1.1 Quantity of Water .................................................................................................... 57
6.1.2 Distribution System .................................................................................................. 58
6.1.3 Cross Connections .................................................................................................... 60
7. Wastewater ............................................................................................................................. 61
7.1 Design Standards ............................................................................................................ 61
7.1.1 Quantity of Flow ...................................................................................................... 61
7.1.2 Manholes ................................................................................................................. 61
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7.1.3 Pipe .......................................................................................................................... 62
8. Dry Utilities ............................................................................................................................. 63
8.1 Design Standards ............................................................................................................ 63
8.1.1 General Provisions ................................................................................................... 63
9. Survey ..................................................................................................................................... 64
9.1 Street Monuments .......................................................................................................... 64
9.2 Tract Boundary Monuments ........................................................................................... 65
9.3 Lot Stakes ........................................................................................................................ 65
9.4 Vertical Control (Benchmarks) ........................................................................................ 65
10. Landscaping and Irrigation ..................................................................................................... 65
10.1 General .......................................................................................................................... 65
10.2 Submittals ..................................................................................................................... 66
10.2.1 Development Review ............................................................................................. 66
10.2.2 Building Application ............................................................................................... 66
10.2.3 Project Completion ................................................................................................ 66
10.3 Landscaping Design ....................................................................................................... 67
10.3.1 Water Use .............................................................................................................. 67
10.3.2 Irrigation Plan ......................................................................................................... 68
10.3.3 Soils Management Report ..................................................................................... 69
10.3.4 Grading Plan ........................................................................................................... 69
10.4 Miscellaneous City Facility Provisions: ......................................................................... 70
10.4.1 Irrigation System Operational Requirements ........................................................ 70
10.4.2 Hardscape .............................................................................................................. 70
10.4.3 Median islands ....................................................................................................... 70
10.4.4 Playgrounds and Miscellaneous areas ................................................................... 70
10.4.6 System Pressure ..................................................................................................... 71
10.4.7 Controller ............................................................................................................... 71
11. Subdivision Design Criteria and Improvement Standards ........................................................ 72
11.1 General requirement .................................................................................................... 72
11.2 Improvements ............................................................................................................... 72
11.3 Lot Design ...................................................................................................................... 73
11.3.1 Multiple frontages ................................................................................................. 73
11.3.2 Lot lines .................................................................................................................. 73
11.3.3 Flag lots (deep lot subdivision) .............................................................................. 73
12. Construction of Private Development Projects ....................................................................... 73
12.1 Before Construction ...................................................................................................... 74
12.1.1 Pre-Construction Conference ................................................................................ 74
12.1.2 Contractor’s Requirements .................................................................................... 74
12.2 During Construction ...................................................................................................... 75
12.2.1 Inspection by Engineer of Record .......................................................................... 75
12.2.2 Workplace and Worksite Conduct ......................................................................... 75
12.2.3 Clean Up ................................................................................................................. 75
12.3 Project Completion ....................................................................................................... 76
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12.3.1 Clean Up ................................................................................................................. 76
12.3.2 Record Drawings .................................................................................................... 76
12.3.3 Improvements to be Accepted for City Maintenance ........................................... 76
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STANDARD CURRENT AS OF: NOVEMBER 2025
UNIFORM DESIGN CRITERIA
General
The purpose of establishing these Standards is to help provide guidance for design of public facilities to better
ensure health, safety, and enhance community quality of life. These standards are not intended to be a substitute
for engineering knowledge, experience, or judgment. It is incumbent on the users of these standards to exercise
good judgment, and where needed, seek guidance from the appropriate professional.
This document must be used for new or reconstruction of existing facilities. Where deviation from these standards
is necessary, the designer must follow the Design Exception process outlined in this document.
These standards are not retroactive, existing facilities constructed prior to these standards are not required to
comply with these standards. New construction and reconstruction must comply with these standards unless a
design exception has been approved by the City. The applicant is responsible to either ensure facilities are
designed in compliance with these standards, or to secure design exception approval.
This document is supported by various publications that comprise the standard references for Public Works
projects. In event of conflict, it is the applicant’s responsibility to notify the City of that conflict and request
clarification. Without that notification, these standards will take precedence.
Reference documents include the most current version of the following documents, unless otherwise noted:
1. City of San Luis Obispo Engineering Standards
2. City of San Luis Obispo Standard Specifications
3. City of San Luis Obispo Community Design Guidelines
4. City of San Luis Obispo Fire Department Developer’s Guide
5. American Water Works Association (AWWA) Standards
6. Caltrans State Standard Plans (2024 Edition)
7. Caltrans State Standard Specifications (2024 Edition)
8. San Luis Obispo County Public Improvement Standards
9. California Manual for Uniform Traffic Control Devices (CA MUTCD)
10. Caltrans Highway Design Manual (HDM)
11. American Association of State Highway and Transportation Officials (AASHTO), A Policy on Geometric
Design of Highways and Streets and Guide for the Development of Bicycle Facilities
12. Americans with Disabilities Act Guidelines (ADAG)
13. Pedestrian Right-of-Way Accessibility Guidelines (PROWAG)
14. Caltrans DIB 82-05 Pedestrian Accessibility Guidelines for Highway Projects
15. Caltrans DIB 89-02 Class IV Bikeway Guidance
16. Caltrans DIB 94 Complete Streets: Contextual Design Guidance
17. National Association of City Transportation Officials (NACTO) Design Guides
18. Federal Highway Administration (FHWA) Separated Bike Lane Planning and Design Guide
The applicant is responsible for obtaining any other required regulatory permits prior to the start of construction.
The Regulatory Agencies that may have jurisdiction over the applicant’s project include, but are not limited to:
1. California Regional Water Quality Control Board (RWQCB)
2. California Department of Fish and Wildlife
3. U.S. Army Corps of Engineers (ACOE)
4. Air Pollution Control District (APCD)
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5. County of San Luis Obispo
6. State Department of Transportation (Caltrans)
7. United States Environmental Protection Agency
8. United States Fish and Wildlife Service
9. California Department of Water Resources (DWR)
Approval of any improvements plans for construction by the City does not exempt the applicant/owner/contractor
from compliance with regulations from other agencies and obtaining authority to construct improvements from
all required agencies.
1. Improvement Plans
Complete plans and specifications for all proposed public improvements that are not initiated by City of San Luis
Obispo must conform to these Standards. All improvement plans must be prepared and signed by a registered Civil
Engineer. Plans and specifications must be submitted to the City for review and approval prior to the beginning of
construction of any such improvements. Each utility company whose facilities are involved must sign the original
plans indicating they have reviewed and approved the plans. Construction may not begin until the plans are signed by
the City, and all submittals required have been provided to the City.
1.1 Preparation of Plans
1.1.1 Plan Review Procedure
A. Plan Check Intake at First Submittal
The Project Engineer must schedule an “intake” appointment, at which time the City will determine whether the
application package is complete. Checklists for various types of submittals are available on the City’s web site
www.slocity.org. Incomplete application packages or plans not conforming to the normal standards of quality and
neatness will be rejected. Project approval may be subject to public utility review and approval. It is the
responsibility of the Applicant to submit directly to those companies.
B. Plan Revisions
The applicant shall address all plan check comments or redlines prior to resubmittal. The Applicant must provide
a plan check response memo outlining the response to the plan check comments. In addition, the applicant shall
bubble or delta and number any changes made to the plans not associated with the plan check comments. Failure
to supply the required plan check response memo or denote separate plan changes will result in rejection of plans
at resubmittal.
When all corrections have been made to the satisfaction of the City, the Applicant must submit original signed,
sealed and dated drawings for approval. Plans are not approved until the City signifies approval by signature on
the title sheet of the original drawings. Construction is not authorized until the plans are approved and a
construction permits have been issued by the City.
Plan revision must be approved by the City prior to being constructed. The Applicant must submit a plan
addendum that clearly shows the desired change, and if needed, a request for a variance from City Standards.
C. Phased Improvements
Where the submitted improvement plans cover only a portion of the ultimate development, the plans submitted
must be accompanied by the approved overall tentative plan. The tentative plan must demonstrate that the
phased improvements are compatible with future phases.
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1.1.2 Plan and Profile Layout
All plans must be prepared on:
1. Mylar;
2. Vellum;
3. Bond; or
4. Approved equal
Measuring 22" x 34" (ANSI D). Plans prepared for minor projects that do not require design professionals may be
submitted on letter or tabloid size bond paper. Appropriate plan scales are:
Horizontal Vertical
1-inch=20-feet 1-inch=2-feet or 1-inch=4-feet
1-inch=30-feet 1-inch=3-feet or 1-inch=6-feet
1-inch=40-feet 1-inch=4-feet or 1-inch=8-feet
The scale may be varied in rough terrain upon approval of the City.
A. Earthwork
If any grading is proposed outside the roadway prism, a grading plan must be submitted with the other required
improvement plans. Finished grading must be depicted by contour lines, spot elevations, or by “top/toe”
indications, as determined appropriate by the City. The grading plan must include a reference to the project soils
report, including its title, date and author. In addition, the applicant shall provide the City with proof of an
easement or right of entry when grading occurs on private property. The City may request a slope easement for
the offsite improvement.
B. Retaining Walls
For any proposed retaining walls, a separate sheet must be provided which depicts the elevation view and typical
section for each wall. The applicant shall provide appropriate easements for walls located on private property.
Walls on private property for new improvements shall be maintained by the private landowner, maintenance
association or homeowner’s association.
C. Roadway Improvements
Roadway plan and profile sheets must be of appropriate scale to clearly show the proposed plan layout, along
with existing and proposed profiles of all roadways. The boundaries of lots fronting on the roadway, drainage
easements, utility easements, slope easements, section lines and corners, land grant lines and temporary
construction easements must be shown on all roadway improvement sheets, including proper dimensions. Each
roadway plan and profile sheet must include the typical roadway section. The computed curve data for all
centerline curves must be shown on the plans.
Streets may be required to be extended to the boundary of a site proposed for development. In such cases, the
plans must include an extension of the street profile for a minimum distance of 200-feet beyond the project limits,
depicting both existing grade and a potential design grade that comply with the required design speed.
D. Cross Sections
Cross sections must be provided for all designs involving existing road widening. The spacing of cross sections
must be based on the characteristics of the project, and as determined necessary by the City.
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E. Storm Drainage
Plans for minor drainage facilities may be shown on roadway plans. Plans for major drainage facilities must
conform to the sheet size and scale shown above for roadway improvements and included in separate sheets.
Profiles of all culverts and drainage structures must be provided, along with the hydraulic grade line for the design
event.
F. Water Supply and Wastewater Disposal
Plans for water and wastewater disposal system improvement layout may be submitted on the same plans as the
roadways. Improvements outside the roadway prism must be drawn on separate sheets and to an appropriate
scale.
G. Utilities
A layout for all utilities including water, sewer, electric, telephone, fiber optic, cable television and gas system
improvements must be submitted on a composite utility plan in an appropriate scale, unless approved otherwise
by the City. Roadway plans must show placement of utilities in the typical section.
The composite utility plan must clearly show existing overhead utilities, utility poles and guy wires. The exhibit
must clearly show facilities that are going to be undergrounded and poles removed and those poles and facilities
that are to remain overhead. All required easements shall be shown and dimensioned.
A plan completeness checklist is available for download from the Utilities Department’s online documents and
files (http://www.slocity.org/government/department-directory/utilities-department/documents-and-files). The
checklist covers general items that will facilitate the plan check review process.
H. Traffic Control
Plans for work zone traffic control, and for installation of new permanent traffic control devices and roadway
striping, must be drawn on sheets and to an appropriate scale. Work zone traffic control must reference and
comply with the most current version of the California MUTCD. If new permanent traffic control devices include
traffic signals or lighting, the necessary electrical details must be incorporated into the sheets.
I. Erosion Control
Temporary and permanent erosion control measures are to be shown on a separate plan sheet(s).
J. Landscape Plans
Landscape plans must demonstrate that the landscaping, irrigation, and other features within the right-of-way
comply with City Standards including sight distance adequacy, lateral clearance from the roadway and sidewalks,
and other improvements within the right-of-way. Standards for irrigation facilities are contained in these
Engineering Standards.
K. Details
The plans must include one or more sheets entitled “Details,” which show the following as applicable:
1. Detail of all concrete or other structures.
2. Details of any element of the plans required for clarity.
3. Miscellaneous details.
4. Other agencies’ standard details which are referenced in the design.
5. Temporary and permanent erosion control standards/details referenced in the design.
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1.1.3 Plans Format
The following items are to be submitted to the City for review and approval:
A. Title Sheet
On improvement plans exceeding two sheets in the set, a title sheet must be included. The title sheet must include
an index of sheets, stormwater Construction General Permit information and Post Construction Stormwater
Requirements including:
1. Index of sheets
2. Vicinity Map
3. Stormwater Construction General Permit Information
a. WDID
b. Area of project disturbance (Plans that disturb one acre or greater must include a SWPPP)
4. Post Construction Stormwater Information
a. Area of existing impervious surfaces
b. Area of new or reconstructed impervious services
c. Stormwater Post Construction Regulation Tier
5. Current version date of City of San Luis Obispo’s Engineering Standard and Standard Specification
governing work including listing of all requested or approved design standard exceptions.
B. Vicinity Map
The title sheet must include a vicinity map depicting the following:
1. Boundaries of the site with City Limits
2. North arrow and scale reference
3. Street names
C. Title Block
Each sheet of the set of drawings, including the title sheet, must have an approved title block showing:
1. Date.
2. Name and/or project number.
3. Project Engineer’s name, professional registration number, seal and signature, as required by the
Professional Engineers’ Act.
4. Scale of the drawing.
5. Sheet number and total number of sheets.
6. Sheet title matching the Index of Sheets.
7. Signature blocks for City approval.
D. Right-of-Way
Show and properly dimension on plans:
1. Right-of-way lines
2. Boundaries of lots fronting on the roadway
3. Drainage easements
4. Utility easements
5. Slope easements
6. Temporary construction easements (existing and proposed).
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E. Survey Monuments
Pursuant to Section 8771(b) of the California Business and Professions Code, existing survey monuments that
control the location of:
1. subdivisions,
2. tracts,
3. boundaries,
4. roads,
5. streets,
6. highways, and
7. provide survey control,
that are within or adjacent to the area of work, must be located and referenced by a licensed land surveyor or
registered civil engineer. This must occur prior to the time when any:
1. streets,
2. highways,
3. other rights-of-way, and
4. easements,
Are:
1. Improved,
2. constructed,
3. reconstructed,
4. maintained,
5. resurfaced, or
6. relocated.
Survey monuments shall be located, tied out, and a corner record filed, by a Professional Land Surveyor, if the
construction will disturb the monument. If any existing survey monument is disturbed in any way by the
improvement work, as determined by a licensed land surveyor or registered civil engineer licensed prior to 1982,
it must be reset accordingly and an appropriate document must be filed with the County, prior to the final
acceptance of the work by the City.
F. Topography
All pertinent topographic features which may affect the:
1. design,
2. construction, and
3. operation of the improvements,
must be shown on the plans, including but not limited to the following:
1. Curbs, sidewalks, shoulders.
2. Existing structures, fences, trees and other foliage.
3. Existing utility lines and facilities.
4. High water and frequent inundation limits.
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5. Roadway lines.
6. Storm drains, drainage ditches.
7. Wastewater Disposal systems.
8. Water lines, fire hydrants.
Full topography must be provided for a minimum of 50-feet in all directions of a development site, to evaluate
drainage conditions.
G. Profiles
The plans must clearly show the existing and proposed profiles of all:
1. Roadways
2. Drainage ditches
3. Storm drains
4. Water lines
5. Sanitary sewers
6. Clearances at structures and power lines
Including elevations at 25-foot minimum intervals for warped surfaces.
H. Design Basis
The plans must include the basis for design as follows:
1. Road Plans:
a. Design Speed (V)
b. Design Volume (ADT)
c. Traffic Index (TI)
2. Culverts:
a. Slope (S)
b. Design Flow
c. Storm Interval (QX)
3. Storm Drains:
a. Hydraulic Grade Line (HGL)
b. Slope (S)
c. Design Flow & Storm (QX)
4. Drainage Structures: The numerical quantities flow quantity for the Primary Design Storm
5. Drainage Basins:
a. Design Volume,
b. Design Inflow (QIN)
c. Design Outflow (QOUT)
d. Tributary Area (A)
e. Design Infiltration Rate
6. Sewer Systems:
a. Pre-development design flows
b. Post-development design flows
c. Average and peak flow rates
d. Equivalent Dwelling Units (EDUs)
7. Water Systems:
a. Pre-development design flows
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b. Post-development design flows
c. Average Daily Demand (ADD)
d. Maximum Daily Demand (MDD)
e. Peak Hour Flow (PHF)
f. Equivalent Dwelling Units (EDUs)
I. Stationing and Orientation
The stationing on plan and profile sheets must read from left to right. Plans must be arranged so that the north
arrow is either pointed toward the top or to the right edge of the sheet. Adjustments may be considered when
matching existing stations from other plans.
J. Benchmark
The plans datum must be based on published benchmark information from the City of San Luis Obispo. Include a
description of the benchmark and the datum for its reference elevation. The plans must reference a durable local
benchmark that will be utilized for the construction of the improvements and must include an indication of its
location on the Vicinity Map or the plans.
K. Basis of Bearings
The plans must indicate the basis of bearings that will be used for construction of the improvements. The plans
must include a description of the points that form the basis of bearings, along with the appropriate reference
information.
L. Units of Measurement
The units of measurement on plans submitted to the City must be English Units.
M. Text
The minimum text size on full size plans must be 3/32” (or 0.1”).
1.2 Design Exceptions
Unusual site conditions or matching existing infrastructure may warrant a deviation from these standards. Where
such situations occur, the Engineer of Record may request a design exception. The Engineer of Record must
demonstrate that the proposed deviation adequately addresses:
1. public health and safety
2. long term maintenance
3. environmental impacts
4. orderly community development.
Avoiding or reducing project costs is not an adequate justification for design exception approval. As these
assessments require professional engineering judgment, all design exception proposals must be prepared by a
registered professional engineer and submitted to the City for review and approval prior to construction.
Requests for a design exception must be proposed in writing by the Engineer of Record following the prescribed
format. The Engineer of Record must sign and seal the Design Exception Application submitted to the City.
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1.3 Americans with Disability Act Requirements
The Americans with Disability Act (ADA) was signed into Federal law in 1990. ADA seeks to provide equal access
to public facilities for all Americans regardless of age or physical ability.
Since the ADA and accessibility requirements are contained within Federal and State law, users of these standards
are also expected to fully comply with the law. The information included in these standards is provided to assist
the user and to help ensure City facilities are also in compliance.
A. Design Requirements
The design and placement of ADA facilities within the public right-of way including curb ramps and designated
parking spaces must comply with:
1. Caltrans Design Information Bulletin; DIB 82-05 Pedestrian Accessibility Guidelines for Highway Projects
2. Caltrans Standard Drawing A88A – Curb Ramp Details
3. Caltrans Standard Drawing A88B – Curb Ramp and Island Passageway Details
4. Caltrans Standard Drawings A90A and A90B – Accessible Parking
Curb ramps must be designed and detailed with spot elevations, slopes, dimensions, and profiles of both the
existing condition and proposed design.
B. Design Aids
The following are useful design aids for understanding and implementing ADA within the Public Right of Way:
1. CalDAG (California Disabled Accessibility Guidebook)
2. ADAG (Americans with Disabilities Act Guidelines)
3. PROWAG (Pedestrian Right-of-Way Accessibility Guidelines)
C. Design Exceptions
Design exceptions to ADA requirements must be specifically reviewed and approved by the City prior to
construction. Requests for an ADA design exception must be proposed in writing by the Engineer of Record. The
Engineer of Record must also sign and seal the Design Exception.
2. Site Preparation & Grading
2.1 Design Standards
2.1.1 Site Preparation
This section provides standards for all work that is required to prepare a site for construction of any public
improvements, as defined in these Public Improvement Standards.
A. Verification of Underground Utilities
The location of underground utilities must be verified prior to excavation for all work that is covered by these
standards and which also includes excavation or other risk to underground utilities. Potholing for locating utilities,
for placing sign posts, or for placing fence posts must also be considered as excavation for the purposes of this
section.
1. The person(s) performing the excavation must verify the exact location and depth of all utilities including
those not shown on the plan prior to start of work.
2. Contact Underground Service Alert (USA) at (800) 642-2444 at least 48 hours before but not more than
10 days before the excavation.
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B. Clearing and Grubbing
Clearing and grubbing activities must conform to the Standard Specifications. Additional requirements must apply
if determined necessary by the project soils and geological report.
C. Tree Removal
All trees to be removed or impacted must be depicted on the improvement plans, and must be consistent with
the environmental determination which was prepared for the project. Required tree removals must comply with
section 12.24 of the City’s Municipal Code.
D. Refuse Management
All projects must provide a plan for the collection, and disposal of solid waste material for both the residential and
non-residential uses during construction, and post-construction activities. The plan must be submitted for
approval by the City's Utilities Services Manager and the Community Development Director addressing the
following codes and standards:
1. Management of refuse generations for waste, recyclables, and organics shall comply with state law, AB
1826, and the local waste management ordinance aimed to reduce greenhouse gas emissions.
2. Access to trash enclosure(s) shall conform to the requirements by the San Luis Garbage Company and
refuse bins shall be sized to provide a reasonable level of service.
3. Separate refuse bins shall be accommodated within the site for waste, recycling, and organics.
4. Designs of trash enclosures shall comply with engineering standards, and aesthetic standards set by the
Community Development Department.
2.1.2 Grading Design
Where applicable, grading constructed for projects regulated by these City Standards must conform to Sections 4
through 22 of the Standard Specifications and the latest edition of the California Building Code (CBC). In addition,
grading activity reviewed by the City will be subject to the requirements listed below.
A. Grading Plan Submittals
All grading plans reviewed by the City must address the following requirements in their submittals:
1. Soils and Geological Report
The City may require a foundation and soils investigation and/or an engineering geologic report to
substantiate road designs. For any grading, which may or will involve a structure (building pads, retaining
wall foundations, etc.) the City will:
a. require that a foundation and soils investigation and/or engineering geologic report be submitted
with the plans, or
b. documentation that a foundation and soils investigation and/or engineering geologic report is not
required, in accordance with CBC Chapter 18, Section 1803.
If a foundation and soils investigation and/or engineering geologic report are required, the preparer of
the investigation and/or the report must provide, prior to plan approval, a letter to the City stating that
the plans were reviewed by him/her and that the plans conform to the investigation and/or the report.
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2. Grading Quantities
The Project Engineer must enumerate the quantity of cut and of fill on the grading plan Title Sheet. When
the project site is not anticipated to balance, a note must be provided on the grading plans stating that
the earthwork sending/receiving site must secure the necessary permits prior to commencing work. When
requested, then Engineer of Record must demonstrate that the necessary permits have been obtained
prior to importing or exporting soil.
3. Erosion/Sedimentation Control Plan
All public improvements involving grading must prepare an Erosion and Sedimentation Control Plan. The
grading plans must include a note identifying that proper dust control must be maintained at all times
during construction. Dust control must conform to the provisions of Section 10 of the Standard
Specifications.
4. Area of Disturbance
The total Area of Disturbance for the project must be shown on the Title Sheet. All projects involving site
disturbance great than one acre must comply with the requirements of the National Pollutant Discharge
Elimination System (NPDES). The Developer must submit a Notice of intent (NOI) to comply with the
General Permit for Construction Activity with the Regional Water Quality Control Board (RWQCB). The
Developer must provide the City with the Waste Discharge Identification Number (WDID #).
B. Grading Site Boundaries
Each lot line within a proposed new subdivision must be considered a “grading site boundary” for purposes of
implementing grading setbacks as required by the CBC.
C. Foundation Elevations
All grading designs must depict on the plans the “point of discharge” which satisfies the requirements of the CBC,
Section 1805.
D. Elevation Standards
The following requirements for the relationship between street improvements and building elevations must also
apply to the architectural plans for building construction:
1. The plans must depict the finish floor elevation at all building entrances fronting a current or future public
street.
2. The plans must depict the back-of-sidewalk elevations at the locations of all building entrances referenced
in #1, based on a typical sidewalk cross-slope of 1.5%.
3. The plans must demonstrate compliance with ADA and CBC requirements for pedestrian access to all
building entrances.
E. Slope Easements Required
Slope maintenance easements must be required for any excavation or embankment slopes which are steeper than
5:1 (horizontal: vertical) that extend outside the right-of-way. All such easements must also provide for access
and working space rights.
F. Retaining Walls
Prior approval is required for the construction of any:
1. reinforced concrete,
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2. reinforced concrete masonry unit (CMU), or
3. mortar-less element
retaining wall which would require a building permit. If a proposed wall is below the threshold where a building
permit would be required, it must be shown in the grading plan in order to evaluate its relationship to site
drainage. Retaining walls must be constructed based on an approved design. Examples of approved designs
include:
1. Design Standards from the State Standard Plans.
2. Design Standards from an approved alternate reference.
3. Designs prepared, signed and sealed by a registered civil engineer.
In addition, the following requirements apply to any retaining walls proposed as part of any public improvements:
1. Designs for any retaining wall must include the location in plan view, a typical cross section, and an
elevation view of the full length of the proposed wall. The Project Engineer must also provide all design
calculations, signed and sealed, to the City for review, along with any applicable foundation and soils
investigation or engineering geologic reports.
2. Wood retaining walls may not be greater than 2-feet in exposed height, and may be considered
appropriate for landscaping purposes only. Wood retaining walls must not be located within the right-of-
way.
3. Any wall greater than 30-inches in exposed height, within 3 feet of walkway, must include a guard
(pedestrian railing) as defined in CBC Chapter 10, Section 1013 “Guards,” or maintenance worker fence as
defined by Cal-OSHA and shown in the State Standard Plans.
4. The Engineer of Record must demonstrate that wall designs are appropriate for the soil and loading
conditions.
G. Preservation of Trees
Existing trees within the area of any grading must be preserved as required by the conditions of approval for the
subdivision or land use permit. All trees to be removed or impacted must be clearly shown on the grading plan.
H. Stockpile Requirements
If a project will be stockpiling material from either on-site or off-site sources the following design criteria applies:
1. All stockpile location(s) must be shown on the grading plan and erosion control plan as well as the SWPPP,
if a SWPPP is required. Stockpiles must be located a minimum of 50-feet away from drainage structures
and water bodies such as creeks, rivers and drainage courses. Stockpiles must not be in environmentally
sensitive areas.
2. Stockpiles may not be located on slopes greater than 20%.
3. No stockpile may remain longer than 6 months without prior written approval from the City.
4. All stockpiles must be shaped, not left in an “end dump condition”. Stockpiles must have a slope of 3:1 or
flatter with the top surface sloped downhill at minimum of 0.5% and a maximum of 5%.
5. Maximum height of any one stock pile may be 20 feet.
6. No one stockpile may exceed 5,000-cubic yards. Adjacent stock piles must not be located closer than 50-
feet to each other. Measured from edge to edge.
7. All stockpiles regardless of time of year must have silt fence installed immediately around the perimeter
of the stockpile at the toe of slope. This silt fence must be maintained until stockpile is removed.
8. Between April 15th and October 15th stockpiles remaining in-active for longer than one week must be
covered with plastic and secured to control dust.
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9. Between October 15th and April 15th (rainy season) stockpiles must be stripped of plastic coverings and
appropriate Best Management Practices that reduce erosion potential and stabilize the slopes i.e. hydro-
seeding, straw, straw wattles etc. be implemented.
10. Once a stockpile is removed, the area below must be returned to the original contours or final project
finished grades with established vegetation. This must be done prior to acceptance of improvements.
2.2 Construction
2.2.2 Construction Testing
A. Compaction Standards
The Project Engineer must collect compaction data throughout construction and as required by the CBC. Following
completion of the work, the Project Engineer must provide compaction reports to the City, certifying compliance
with these requirements, for all the following areas:
1. Each graded lot pad
2. All roadways
3. All roadway shoulders
4. All sidewalk areas
5. All utility trenches
B. Elevation Certification
The Project Engineer must collect elevation data for all graded lot pads. Following completion of the work, the
Project Engineer must provide elevation certifications to the City prior to grading permit final, or building
foundation pour, whichever occurs first.
C. Inspections
1. The Developer must be responsible for ensuring that all required inspections are requested and
performed; the Project Engineer must be responsible for the competency of all required inspections.
2. The Project Engineer must either: (a) document that no Special Inspections are required, or (b) prepare a
Statement of Special Inspections in accordance with CBC Chapter 17, Section 1704.
D. Grading in Open Space Areas
No grading may occur in any Open Space area before the pertinent Open Space Agreement is recorded.
E. Erosion Control During Construction
Follow-up applications of hydro-seeding must be made as needed to maintain adequate soil protection. These
applications must avoid over-spray onto the traveled way, sidewalks, lined drainage channels, and existing
vegetation. After any rainfall event, the Developer is responsible for maintaining all slopes to prevent erosion.
F. Retaining Walls Inspection
Inspections are required at several phases of wall construction.
1. Footings (prior to pour)
2. Walls:
a. Masonry: Pre-grout/reinforcement steel (prior to grouting)
b. Reinforced concrete: Forms and reinforcement steel (prior to pouring)
3. Backfill/drainage (prior to backfill)
4. Final
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3. Roadways
3.1 Design Standards
3.1.1 General
All roadway cross sections must generally conform with adopted Specific Plans and the Circulation Element of the
General Plan, as modified by City direction specific to the area, and circumstances of development.
The design of a subdivision street system must result from an evaluation of topographical conditions, the traffic
generated by the types and numbers of planned uses, and the purpose of each street. Street systems should be
built to naturally encourage active transportation use and accessibility, community, safety and environmental
stewardship. The City supports concepts such as Complete Streets, Green Streets, and Living Streets. Special approvals
by the Engineer will be needed for alternative street widths and elements that vary from the design guidance
described herein. Minimum clear and passable street widths will be as required by the Fire Department.
A complete street is a street designed and built to accommodate all users of the roadway including:
1. Pedestrians
2. Bicyclists
3. Transit riders
4. Commercial vehicles
5. General motorists.
A complete street provides access for all users regardless of age or ability.
In sloping terrain, separate one-way travel lanes may be used to reduce cut and fill. Such one-way lanes must have
a minimum unobstructed width of twenty feet, a minimum paved width of fourteen feet, and a maximum length
of five hundred feet.
Wet utilities should be placed within the roadway prism for maximum accessibility.
3.1.2 Roadway Classifications
Classification4 Maximum ADT
Per City Policy1
Minimum Auto LOS1 Desired
Maximum Speed
Per City Policy2
Local Commercial Streets 5,000 LOS D
LOS E – Downtown Core
25 mph
Local Residential Streets 1,500 LOS D
LOS E – Downtown Core
25 mph
Commercial Collector Streets 10,000 LOS D
LOS E – Downtown Core
25 mph
Residential Collector Streets
(Minor)
3,000 LOS D
LOS E – Downtown Core
25 mph
Residential Collector Streets
(Major)
5,000 LOS D
LOS E – Downtown Core
25 mph
Residential Arterials - LOS D
LOS E – Downtown Core
N/A3
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Arterial Streets - LOS D
LOS E – Downtown Core
N/A3
Parkway Arterials/ Regional Routes - LOS D
LOS E – Downtown Core
N/A3
Highway/Freeway/Ramps - LOS D
LOS E – Downtown Core
N/A3
1 Desired Maximum Average Daily Traffic (ADT) and Minimum Level of Service (LOS) values established as City
policy per the General Plan Circulation Element. See General Plan Land Use Element, Figure 4, for area designated
as the “Downtown Core”. See General Plan Circulation Element for LOS standards for other travel modes.
2 Desired Maximum Speeds established as City policy per the General Plan Circulation Element and measured
based on 85th percentile speed (the speed at which 85 of 100 motorists travel at or below).
3 The General Plan Circulation Element does not establish a policy on maximum speeds for arterials, regional
routes, or highways/freeways/ramps. For these facilities, speed limits are established per the California Vehicle
Code (CVC).
4 See General Plan Circulation Element, Figure 1, for street classification designations.
See Section 3.1.3 for additional guidance on roadway design speeds for purposes of new street construction and
reconfiguration of existing streets.
Local Commercial Streets directly serve non-residential development that front them and channel traffic to
commercial collector streets.
Local Residential Streets directly serve residential development that front them and channel traffic to residential
collector streets.
Commercial Collector Streets collect traffic from commercial areas and channel it to arterials.
Residential Collector Streets collect traffic from residential areas and channel it to arterials.
Residential Arterials are bordered by residential property where preservation of neighborhood character is as
important as providing for traffic flow and where speeds should be controlled.
Arterial Streets provide circulation between major activity centers and residential areas.
Parkway Arterials are arterial streets with landscaped medians and roadside areas, where the number of cross
streets is limited and direct access from fronting properties is discouraged.
Highway/Regional Routes connect the city with other parts of the county and are used by people traveling
throughout the county and state and are designated as primary traffic carriers. Segments of these routes leading
into San Luis Obispo should include landscaped medians and roadside areas to better define them as community
entryways.
Freeway is a regional route of significance where access is controlled.
3.1.3 Design Speed and Design Vehicle
Speed for City roads is defined as follows:
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1. Design Speed is used to determine the various geometric design features of a roadway. Design speed is
selected in accordance with these standards or as otherwise determined by the City.
2. Target Speed is the desired or intended speed for vehicles on a roadway, considering context and factors
like surrounding land use and multimodal activity.
3. Average Speed is the summation of the instantaneous or spot-measured speeds at a specific location of
vehicles divided by the number of vehicles observed.
4. 85th-Percentile Speed is based upon measured field data and is the speed at or below which 85 percent
of the motor vehicles travel and is often referred to as the “prevailing speed” of a roadway.
5. Posted Speed is the speed limit as determined based on the provisions of the California Vehicle Code.
Unless otherwise approved by the Engineer, Design Speed for existing roadways must be based on the existing
85th percentile vehicle speeds, unless street design changes are incorporated with the intent to align the 85 th
percentile speed with the Target Speed. The Design Speed for new streets and street reconfigurations shall be
based on the Target Speeds shown in the table below:
Classification6 Target Speed Design Vehicle1
Local Commercial Streets 25 mph SU-40
Local Residential Streets 15 - 25 mph2 SU-30
Commercial Collector Streets 25 mph WB-50
Residential Collector Streets 25 mph SU-30
Residential Arterials 30 - 35 mph3
WB-50
CA Legal / STAA5
Arterial Streets
35 - 45 mph4 Parkway Arterials
Highway/Regional Routes
Freeway 55 mph
1 See AASHTO "A Policy on Geometric Design of Highways and Streets" for design vehicle dimensions.
2 A design speed of 15-20 mph shall be used for local residential streets designated as neighborhood greenways
in the City’s Active Transportation Plan, and on local streets located within 500 feet of a school. A design speed of
20-25 mph shall be used on all other local residential streets.
3 A design speed of 35 mph shall be used on residential arterials, except for locations on the City’s designated High
Injury Network or with above average collision rates as identified in the City’s latest published Traffic Safety
Report/Vision Zero Action Plan, for which a 30-mph design speed shall be used.
4 A design speed of 45 mph shall be used on arterials and highways/regional routes outside of built-up areas, with
consistent access control (left turns generally limited to intersections), and with fewer than 200 combined
pedestrian and bicycle trips per day. All other arterials and highways/regional routes shall use a design speed of
35 mph.
5 California Legal trucks shall be accommodated on City truck routes as designated in the General Plan Circulation
Element, Figure 2. STAA trucks shall be accommodated on routes officially designated on the STAA truck network,
as published by Caltrans.
6 See General Plan Circulation Element, Figure 1, for street classification designations.
All roadways and access driveways must provide necessary turn around space for emergency vehicles as required
by the City Fire Department. Unless otherwise approved, fire access roads shall be designed to support the
imposed loads of fire apparatus weighing up to 75,000 lbs. In Wildland-Urban Interface (WUI) areas, as defined in
Section 403.1.3 of the latest edition of the California WUI Code, driveways and drive lanes shall be designed to
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support a 40,000 lb fire apparatus. See the City of San Luis Obispo Fire Department’s Developers Guide for more
details.
3.1.4 Longitudinal Grade
Design of street grades must comply with the most current edition of AASHTO manual "A Policy on Geometric
Design of Highways and Streets."
3.1.5 Horizontal and Vertical Alignment
Design of roadway curvature must comply with the most current edition of AASHTO manual “A Policy on
Geometric Design of Highways and Streets”. In Wildland-Urban Interface areas, as defined in Section 403.1.3 of
the most recent edition of the California WUI Code, roadway curvature must comply with either the most current
edition of AASHTO manual or Section 403.1.5 of the California WUI Code, whichever is more restrictive.
Avoid use of compound curves. Use a minimum of 50-foot separation between horizontal curves.
All streets must intersect other streets at right angles, and must have at least 50 feet of centerline tangent, as
measured from the prolongation of the cross-street property line to the angle point or beginning of curve.
Space for vehicles to turn-around must be provided at the ends of access streets with no outlet. A cul-de-sac may
include landscaping or parking within a central island so long as space for turning and backing from driveways is
provided. Design of terminus streets, such as cul-de-sacs, must be to the satisfaction of the City Fire Department
and Engineer. This requirement may be waived when the City determines the roadway may be extended, within
a reasonable timeframe, in the future
Corner Radii
Provide curb radii that allows for design vehicles to turn at an intersection without crossing the centerline and
into oncoming traffic or tracking over the corner. The minimum standard radius for intersection corners is 15 feet
on local streets and 20 feet at intersections with collectors, arterials, highways and regional routes. Unless
otherwise approved by the City Fire Department, corner radii on fire access roads shall accommodate a fire truck
with an inside turn radius of 20 feet and outside “wall to wall” turn radius of 40 feet. Where corner radii exceeding
20 feet are needed to accommodate design vehicle turning movements, design treatments such as mountable
truck aprons should be considered to control turning speeds for smaller vehicles as determined by the Engineer.
Lane Widths
Travel lane widths of 10-11 feet shall be used for City streets, unless otherwise approved by the Engineer. Travel
lane widths of 10 feet generally provide sufficient width and are encouraged on most streets. 11- to 12-foot-wide
travel lanes may be considered on designated truck and bus routes, and additional lane width may be necessary
for short segments of receiving lanes at turning locations with tight corner radii. For multi-lane roadways where
transit or freight vehicles are present and require a travel lane wider than 10 feet, the wider lane should be the
outside lane (curb side or adjacent to parking or bike lanes).
On-street parking lane widths of 7-9 feet are generally considered acceptable, while 8-10 feet in width should be
provided at commercial loading zones and on-street bus stops.
3.1.6 Cross Slope
The slope transverse to the profile or flowline of roads or streets must conform to the following:
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1. The standard cross-slope to be used for all new construction is 2.0 percent.
2. The minimum cross slope for widening any roads or streets is 1.0 percent, except for superelevated
sections or approaches to cross gutters.
3. The maximum cross slope for widening any roads or streets is 5.0 percent, except for superelevated
sections.
4. Grade breaks in the cross slope must be minimized where possible and in no case, be greater than 1.0
percent (algebraic difference) within the traveled lanes nor more than 3.0 percent (algebraic difference)
within the paved shoulders.
Streets designed with superelevations must comply with the most current version of the HDM.
Slopes for crossings and access points must meet accessibility requirements.
Cross slope must be considered during street construction and rehabilitation design.
3.1.7 Intersecting Streets, Roads, Driveways, Alleys – Access Control
When two streets or roads intersect, neither must have a grade greater than 3.0 percent for a minimum distance
of 40-feet measured from the curb line of the intersected street or road to the beginning of the first vertical curve.
In unusually rough terrain, the City may allow up to a maximum of 5.0 percent.
Driveway connections to streets must be designed to conform to the setback and spacing requirements presented
in Section 3.1.8 and Engineering Standards 2120 and 7410. See Section 3.1.17 for intersection and driveway sight
distance requirements.
Block lengths for local, collector, and arterial streets must comply with the latest version of the HDM Table 405.1B
Application of Sight Distance Requirements for intersection spacing. For local and collector street block lengths in
no case may be less than 150 feet and greater than 600 feet. For arterial streets block lengths in no case may be
less than 600 feet. Street systems should be networked to improve connectivity and reduce travel distances for
walking and bicycling.
Street intersections must meet at an angle of 90 degrees where possible and in no case, may this angle be less
than 85 degrees.
Waiver of access rights from abutting properties to public streets may be required by the City. Waiver of access
rights must be approved by the City and clearly shown on the final or parcel map.
Alleys may be required in industrial, commercial, and residential subdivisions where necessary to provide
alternative controlled access to arterial and thoroughfare streets. Alley right-of-way and pavement width must be
a minimum of twenty feet. Where two alleys intersect, a paved area free of obstructions must be provided for
safe visibility and turning.
3.1.8 Access Management
Private access points shall be designed in accordance with the following principles:
1. Limit and consolidate direct access to streets when possible.
2. Address topographical and geometric limitations that may impact safety and operations.
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3. Minimize interference with through-traffic operations and accommodate adequate lane capacity for on-
site traffic conditions.
4. Promote uniformly and well-spaced full movement intersections to reduce travel delay and crash risk.
Secondary or more access points are provided based on necessity, where more than one access point is
required or indispensable to the property due to circumstances that cannot be sufficiently mitigated by
other means. There should be objective and factual evidence to justify and document necessity for
multiple access points.
A. Intersections & Driveways:
Intersections should be well spaced at uniform intervals to help support the smooth and safe flow of traffic. New
intersections should not be spaced where functional areas (Figure A-1) overlap. Intersections that would
otherwise require all-way stop control or signalization should be controlled by Roundabouts or Neighborhood
Traffic Circle. All-way stop or signal control may be used if a roundabout or traffic circle control is determined to
be not feasible or operate at unacceptable levels. One-half mile spacing is recommended for traffic signals on
major arterials.
New or modified driveways shall not be allowed within the functional area (Figure A-1) of adjacent signalized
intersections with approach speeds of 30 mph or higher. Driveways may be placed within the functional area
when left turns are restricted or the intersection is controlled by a roundabout. New driveways on streets with
speeds of 30 mph or higher should have minimum spacing per the table below. Where property frontage length
restricts attainment of minimum driveway spacing, driveways should be placed at the maximum spacing feasible.
Closely spaced driveways may require restriction of left turns or application of a shared driveway. At the discretion
of the Engineer, raised center medians will be required to effectively restrict left-turn movements at driveways
and intersections.
Figure A-1: Functional Area
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Speed
30 MPH 225' + 95th Percentile Queue Length
35 MPH 320' + 95th Percentile Queue Length
40 MPH 420' + 95th Percentile Queue Length
45 MPH 515' + 95th Percentile Queue Length
50 MPH 610' + 95th Percentile Queue Length
55 MPH 710' + 95th Percentile Queue Length
Upstream Functional Area
Distance
Speed
25 MPH
30 MPH
35 MPH
40 MPH
45 MPH
50 MPH
55 MPH
360'
430'
500'
Downstream Functional Area & Min. Driveway Spacing
Distance
200'
250'
300'
150'
See Section 4 “Driveways and Off-Street Parking” for additional requirements.
3.1.9 Roadway Structural Section
Pavement design must follow the HDM and design requirements of City Engineering Standard 7110.
Pavement thickness must be based on Traffic Indices shown in City Engineering Standard 7110. New Roads must be
designed to include the Caltrans safety factors of 0.20-foot and 0.10-foot, for flexible pavement with a base layer
and for full depth asphalt, respectively. The Empirical Method for calculation of the structural section is discussed
in Topic 633 of the HDM.
Variations of the design standards and pavement materials may be approved by the Engineer to meet individual
circumstances.
3.1.10 Sidewalks
A. General
Sidewalks are required on both sides of a roadway and must be designed and constructed per City Engineering
Standards. In compliance with Municipal Code Section 12.16.020 and 12.16.050 curb, gutter and sidewalk must be
installed and maintained along a property’s full frontage. In area without curb, gutter, and sidewalk, new curb
gutter, and sidewalk must be installed with any building permit issuance that will:
1. construct or move a new building onto the property, or
2. reconstruct or remodel an existing building increasing the valuation of that building more than 50%.
In the event a frontage has been previously improved with concrete curbs, gutters, and sidewalks, the installation
is subject to inspection by the City prior to the final approval of the building permit. In the event the existing
concrete curb, gutter and/or sidewalk is damaged or fails to meet acceptable grades established for the frontage
or ADA requirements. The permittee must remove and replace those portions of curb, gutter and sidewalk found
unacceptable prior to occupancy of the building improvements or finalization of the permit.
B. Sidewalk
New sidewalk installations shall comply with the width standards summarized in the following table:
Location Context Minimum
Sidewalk Width (ft.)
Preferred
Sidewalk Width (ft.)
Unobstructed Clear
Width
Local Streets 5 ft. (detached)
6 ft. (integral)
5 ft. (detached)
6 ft. (integral)
4 ft. min.
Downtown Core 8 ft. 12-16 ft. 6 ft. to 8 ft. 1
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Arterials, Collectors, Highways
and Regional Routes
5 ft. (detached)
6 ft. (integral)
7 ft. (detached)
12 ft. (integral)
4 ft. min.
1 Within the Downtown Core, as designated in Figure 4 of the General Plan Land Use Element, sidewalks shall have a
minimum 8 feet unobstructed clear width (pedestrian path of travel free of signposts, trees, or other impediments).
A reduced clear width of 6 feet is allowed within the Downtown Core on a case-by-case basis when adjacent to
outdoor dining installations with an approved encroachment permit.
Sidewalk widths beyond the minimums listed in the table above should be considered near schools and transit stops,
and may be required to achieve pedestrian Level of Service (LOS) targets as adopted in the General Plan Circulation
Element, which establishes a target objective of LOS B and minimum of LOS C.
Exceptions to minimum required sidewalk widths may be granted at the discretion of the Engineer via formal Design
Exception Request when the required sidewalk width is not consistent with neighborhood character, existing
topography, site constraints, street design, and density.
At transit stops, a minimum 5-foot-wide by 8-foot-deep clear sidewalk area is needed for accessible passenger
boarding/alighting at the transit vehicle front door location per ADA requirements.
New Integral curb, gutter and sidewalk must be constructed without a cold joint between the curb and the sidewalk.
Alternative surface materials may be approved on a case-by-case basis by the Engineer to facilitate infiltration;
however, ADA access requirements must be met. Sidewalks must slope to drainage facilities, either planting areas
or gutters.
Any existing feature in the sidewalk that is of a special, unique, unusual, or historic nature, as determined by the
City, must not be replaced, removed, or altered without specific approval of the Engineer.
See the City’s Active Transportation Plan Design Guidelines for additional design guidance for sidewalks.
C. Curb Ramps Required
Any installation of concrete curbs, gutters and sidewalks fronting a property at a public road intersection must
include the installation of curb ramps that comply with the current Engineering Standards. Curb ramps must be
installed at each corner of an intersection. Existing curb ramps fronting the property that do not meet current
standards must be repaired or replaced as needed. No curb ramps may be constructed of Hot Mix Asphalt. Locate
curb ramps in the most logical place to accommodate pedestrian crossings. Curb extensions or bulb-outs may be
required to improve visibility and to reduce pedestrian crossing distances. Unless otherwise approved by the Engineer,
new intersection curb ramps should use directional ramps in lieu of diagonal/radial or full blended radius ramps.
Curb returns must be designed to minimize overly steep grades of curbs through the returns, to the satisfaction of the
Engineer. Generally, the grades of curb returns should not exceed the grades of the adjacent streets, and include
accessible curb ramps. Additional landing area may be required at corners that are outside the planned right-of-way
to accommodate curb ramps. Curb ramps must comply with the provisions and standards required by the City, State,
and Federal Government. Any deviation from standards requires a signed design exception, approved by the Engineer.
D. Mission Style Sidewalk District:
The following requirements apply to construction in the Mission Style Sidewalk District, which is defined in Resolution
No. 9114 (2000 Series). See map in Appendix.
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Mission Style Sidewalk, curb and gutter must be constructed per City Engineering Standard 4220.
All driveways, curb ramps, tree wells and catch basins must conform to Mission Style Sidewalk requirements.
All signposts and parking meter posts must be relocated behind the tile row and be installed per City Engineering
Standards.
All new utility vaults, water meter boxes, and sewer cleanouts must be located behind the tile row or future tile
row and must conform to City Standards. Wells, boxes, lids and covers must be stained or coated to match
surrounding sidewalk. Stains and coatings must be submitted to the City for approval prior to application. Lids and
covers may be cast iron or dark galvanized slip-resistant diamond-plate. Lids and covers in traffic areas must be
traffic rated.
All new installations of Mission Style Sidewalk must include Mission Style Curb and Gutter.
Any existing feature in the sidewalk that is of a special, unique, unusual, or historic nature, as determined by the
City, must not be replaced, removed, or altered without specific approval of the Engineer.
E. Repair and Replacement of Sidewalk
Existing sidewalk fronting the property must be repaired and/or replaced as determined by the following criteria:
1. ADA maximum allowable sidewalk vertical displacement = 1/4-inch
a. Vertical displacement of 3/4" or less – grind panel to provide smooth transition
b. Vertical displacement greater than 3/4” – remove and replace panel
2. ADA maximum allowable sidewalk horizontal displacement = 1/2-inch
a. Horizontal displacement of 1/2” to 3/4" – use appropriate patch filler
b. Horizontal displacement greater than 3/4” – remove and replace 5-foot panel
3. Misalignment of curb face of 3/4" or greater – remove and replace section
4. Gutters subject to standing water 1/2" deep or greater and for a distance of 5-feet or more – remove and
replace section.
3.1.11 Pedestrian Crossings
A. General
Pedestrian crossings, whether marked or unmarked, exist at all intersections of streets unless the local authority
has implemented traffic controls to restrict the crossing of pedestrian traffic.
For locations not controlled by traffic signals, or where an approach is controlled by a stop or yield sign, the
installation of marked crosswalks, pedestrian refuge islands, flashing beacon systems, and other crossing
enhancements may only be considered after an engineering study is performed in accordance with the CA MUTCD
and the City’s Active Transportation Plan policies and design guidelines. The engineering study should consider:
1. Number of traffic lanes,
2. Median presence,
3. Distance from adjacent signalized intersections,
4. Pedestrian volumes and delays,
5. Average Daily Traffic (ADT),
6. Posted or statutory speed limit or 85th-percentile speed,
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7. Proximity to transit stops,
8. Visibility/sight-distance requirements,
9. Roadway or intersection geometry,
10. Pedestrian desire lines,
11. Crossing point consolidation,
12. Collision history,
13. Street lighting presence, and
14. Other appropriate factors, as needed.
Mid-block pedestrian crosswalks should only be installed if the engineering study concludes there is moderate-to-
high crossing demand and infrequent controlled crossings nearby, and if there is a strong justification for the
crosswalk. Particular attention should be given to roadways with two or more traffic lanes in one direction, as
pedestrians may be hidden from view by a vehicle yielding the right-of-way to pedestrians (multiple-threat
conflict).
Installation of a marked crosswalk alone is often insufficient at uncontrolled crossings on multi-lane, higher-speed
and high-traffic roadways. At these locations, additional design features should be considered to reduce traffic
speeds, shorten crossing distances, enhance driver awareness of the crossing, and/or provide active warning of
pedestrian presence. Design guidance published by Caltrans, the Institute of Transportation Engineers, NACTO,
FHWA, AASHTO and the National Cooperative Highway Research Program may be referenced to guide
recommendations for pedestrian crossing improvements.
If it is determined that marked crosswalks are appropriate, their design shall conform to the CA MUTCD and the
City’s Active Transportation Plan. All new crosswalk installations and replacement of existing crosswalk markings
should use “high-visibility” ladder-style crosswalk markings pursuant to City Engineering Standard 7350, unless
otherwise approved by the Engineer. Pavers, stamped concrete, or other decorative treatments may be used as
marked crosswalks within the Downtown Core in place of high-visibility ladder style markings. Where decorative
crosswalk treatments are used, retroreflective transverse lines shall still be installed on the boundaries of the
crosswalk.
B. Re-Installation or Removal of Marked Crosswalks
Re-installation of marked crosswalks may be evaluated as part of roadway resurfacing projects that cover
pavement markings. Markings that do not meet current design guidelines will be recommended for removal.
The California Vehicle Code, Section 21950.5, requires a public hearing 30 days prior to the removal of a crosswalk.
Any crosswalk scheduled for removal must be posted at the site ten days prior to the scheduled hearing.
3.1.12 Bike Facilities
Bikeways must be incorporated into the design of any public improvements whenever a street is recommended
for bikeway improvements in compliance with the adopted Active Transportation Plan.
Bikeway design must comply with design guidance as provided in the City’s adopted Active Transportation Plan,
Chapter 1000 of the HDM, Caltrans Design Information Bulletin 89-02, CA MUTCD, NACTO, AASHTO and FHWA,
and these Engineering Standards.
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The City may approve alternatives to sidewalks or bicycle lanes incorporated into the roadway section. Such
alternate routes must be within a public right-of-way or public easement and must provide a level of access and
pedestrian/cyclist safety substantially equivalent to or better than provided by conventional locations per the
Active Transportation Plan. Where alternative pedestrian paths or bicycle paths are provided to the satisfaction
of the City, the conventional sidewalks or bicycle lanes may be eliminated. Where curbside parking is provided,
there must be safe pedestrian access to it. The alternative pedestrian path or bicycle paths must be logically
related to conventional sidewalks or bike lanes to safely divert pedestrian/bicycle travel from roadway sections
lacking roadside walks or bike lanes.
The City may require improved walkways, in addition to sidewalks, to provide connectivity for bicyclists and
pedestrians through blocks more than nine hundred feet long to provide access to parks or public facilities.
Bikeway widths shall conform with the City Active Transportation Plan Design Guidelines, as summarized below:
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3.1.13 Shared-Use Paths
A. General
Shared-use paths (also referred to as “Class I Bikeways”) are multipurpose facilities suitable for serving a
combination of:
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1. recreational hikers
2. pedestrians
3. equestrians
4. bicyclists
5. other non-motorized vehicle users.
Shared-use paths within the City right-of-way must be designed and constructed in accordance with the standards
below and width requirements summarized in the previous table.
B. ADA Compliant
Shared-use paths must meet ADA requirements for pedestrian paths including those for surface, width and grade
unless a nearby ADA compliant alternate path is readily available.
C. HDM Compliant
Shared-use paths that are reasonably anticipated to convey bicycle traffic must be designed either as a “Class I
Bikeway” or as “Trail” and must comply with Chapter 1000 of the HDM.
D. Path Setback and Shoulder Requirements
Where a shared-use path is to be constructed, it may be attached (i.e., integral with the edge of the roadway
pavement) or detached (separated from the roadway by a landscaped parkway).
When paths are attached, adequate space must be provided to accommodate 2’ shoulder in addition to space for
street furniture and signs as needed. Unless otherwise approved by the Engineer via formal Design Exception, a
5-foot minimum setback plus standard 2’ shoulder width shall be provided between a shared-use path and edge
of the vehicular traveled way of a parallel road or street.
E. Crossing Locations
Shared-use paths which cross public streets or roads should only cross at intersections, unless otherwise approved
by the Engineer.
F. Path Termini
Where shared-use paths terminate at or cross public streets, paths should be split with a landscape median,
flexible delineators or similar feature (where width allows) to restrict vehicular traffic. Rigid bollards should only
be used to restrict vehicular access to paths when other measures have been implemented and vehicular
encroachment continues to occur.
3.1.14 Street Parking
Parking is not allowed on regional highways. Parking on one or both sides is allowed on all other street types with
Public Works Director approval but is generally discouraged along arterial streets. Where the proposed design
allows parking in only certain areas, parking pockets, extended gutter construction, or other methods of clearly
defining legal parking, are required.
Parking areas may be used for infiltration of stormwater where suited to the site conditions. Design must be such
as to prevent damage to adjacent roadway sections from infiltration to the satisfaction of the Engineer.
The City may approve alternatives to the provision of curbside parking. Alternate parking may be allowed where
the City determines the resulting street design is adequate for the type and extent of planned uses. Curbside
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parking reductions are encouraged in hillside developments to reduce grading, drainage run-off volumes, and
pavement maintenance costs.
If curbside parking is not provided, alternate parking on-site may be required depending on the development type
and anticipated parking demand.
Street parking is prohibited on both sides of streets with less than 28 feet in clear width and on one side of streets
with less than 36 feet in clear width in order to retain 20 feet clear for emergency access. An additional 6 feet
clear width is required above these requirements on access roads with buildings of three stories or more, within
15 feet on either side of fire hydrants, or where ladder truck access is otherwise required according to the City
Fire Department. See the City Fire Department’s Developers Guide for more details, including standards for
proper signage and marking of fire lanes.
3.1.15 Bus Turnouts
Where construction of a bus turnout is required by project conditions of approval, construct bus turnout in
compliance with Engineering Standard 4920. Where possible, bicycle facilities should be routed behind the bus
boarding area to minimize conflicts with transit vehicles as illustrated in the Federal Highway Administration’s
Separated Bike Lane Planning and Design Guide and NACTO Transit Street Design Guide.
3.1.16 Cross Gutters
Cross gutters are only allowed at intersections. Cross gutters are not allowed to cross highway/regional routes or
arterial streets.
3.1.17 Sight Distance
A. General
No signs, hedges, shrubbery, vegetation, fence or other sight distance obstruction may be placed within the
restricted area at the corner of any public road intersection, inside curve of any knuckle, or within the sight triangle
of any common driveway. An obstruction is considered any such item which is higher than 3 feet above either the
nearest pavement surface or the nearest traveled way. Sight distance at public street intersections and driveways
must comply with the Highway Design Manual Topic 405. See City Engineering Standards 7940 and 7950 for more
details on sight distance requirements.
It is the responsibility of property owners to maintain sidewalks and multiuse paths fronting their property free
from all encroachments.
3.1.18 Roadway Clearances
A. Lateral Clearance
Excluding traffic signal equipment and streetlight poles, the minimum lateral clearance is 5 feet for local street
and 10 feet for all other street types.
Lateral clearance is measured from the edge of traveled way to the edge of an un-yielding fixed object. Examples
of unyielding fixed objects include, but are not limited to:
1. Trees
2. utility poles
3. transformers or other above-ground facilities
4. sampling stations or other utility installations
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5. signs mounted on standards without “break-away” provisions.
Examples of yielding fixed objects which may be permitted within the lateral clearance include:
1. landscaping other than trees,
2. signs mounted on standards with “break-away” provisions
3. fire hydrants with “break-away” provisions.
B. Vertical Clearance
A minimum vertical clearance of not less than 15-feet, 18-feet preferred, must be provided above the travel way
and shoulders, and 8-feet above sidewalks.
3.1.19 Right-of-Way
A. General
Right-of-way easement must be offered for dedication to the public and contain all elements of the roadway
prism, as depicted in the Engineering Standards. Right-of-way must extend a minimum of 2’ beyond either the
edge of:
1. roadway shoulder,
2. back of curb, or
3. back of sidewalk
for the ultimate build out roadway section.
B. Cut and Fill Slopes within the Right of Way
Flatter slopes along the roadway provide:
1. improved appearance
2. reduced erosion
3. reduce maintenance needs
4. increase safety
5. increase public usability.
Therefore, where practical slopes should be 5:1 or flatter within the right-of-way. Where flatter side slopes are
not practical the following minimums must apply:
1. 4:1 minimum for a minimum distance of 15 feet from the edge of traveled way on roads with a design
speed greater than 30 MPH.
2. 3:1 minimum for a minimum distance of 15 feet from the edge of traveled way on roads with a design
speed greater than 25 MPH.
3. 2:1 minimum on roads with a design speed equal to or less than 25 MPH.
The City may approve (via the design exception process) steeper slopes when the following conditions are
demonstrated:
1. Proposed slopes have been determined to be stable by a geotechnical engineer
2. Adequate lateral clearance from the travel way is provided
3. Adequate erosion control can be established
4. Adequate access for maintenance is provided
5. Adequate sight distance is provided.
6. Adequate setback is provided from adjoining properties or adjoining facilities.
7. Adequate drainage is provided.
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Where excavation or fill slopes continue beyond the street right-of-way, easements for the slopes may be required
by the City.
3.1.20 Barricades, Barriers, and Railings
Where improvements only cover a portion of the ultimate improvement and where an improved street is
proposed to be extended in the future, the improvements must include a barricade at the end to serve as a
warning to the public. The barricade must be constructed, erected, painted and signed in compliance with
Engineering Standards and in compliance with the most current version of the MUTCD.
Railings and barriers must be placed as needed to address:
1. roadway safety conditions,
2. accommodate pedestrian and bicycle traffic,
3. comply with ADA requirements
4. comply with OSHA requirements.
The Project Engineer must evaluate the need to install such railings and barriers based on the following criteria:
1. Guardrails: Design guardrails in compliance with chapter 7 of Caltrans Highway Design Manual and
AASHTO Roadside Design Guide. The designer must consider the elimination of obstacles prior to
proposing the installation of guardrails.
2. Bikeways : Railings must be installed on structures and along the pavement edge where embankment
slopes drop off steeper than 2:1 within the lateral clearance requirement. Railings must conform to the
Caltrans Bridge Design Specifications Section 2.7.2 “Bicycle Railing”.
3. Pedestrian Railings: Railings are required for sidewalks or multi-use paths when:
4. When a drop off exceeds 30-inches in height is within 5 feet.
5. The adjacent slope exceeds 3:1.
6. For locations along the back of sidewalk where the drop-off is greater than 6-inches but less than 30-
inches, a 6-inch warning curb must be installed along the edge in conformance with CalDAG.
7. Maintenance Work Surfaces: In any road right-of-way with retaining walls greater than 4-feet in height,
but not subject to the bikeway or pedestrian requirements listed above, a railing system must be provided
pursuant to OSHA Standard 1910.23(b) “Protection for wall opening and holes,” for the safety of
maintenance workers. Railing systems must be, at a minimum, a Cable Type railing as detailed in the State
Standard Plans.
3.1.21 Street Lighting
A. General
All significant projects including but not limited to:
1. major remodels/substantial remodels: Projects involving the substantial remodel of existing structures that’s
estimated construction cost is in excess of 50 percent of the value of the existing building.
2. street widenings
3. multi-unit developments
4. high density residential
are subject to providing lighting per the requirements of this standard. Additionally, any
1. major remodels
2. re-developments, or
3. significant sidewalk replacement projects
in the downtown pedestrian lighting master plan area, must provide new pedestrian level lighting.
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See section 87-2.02A of the Standard Specifications for Luminaire information.
See Engineering Standard 7520 for lighting circuit requirements.
See Engineering Standard 7910 for pole requirements.
B. Streetlight Pole
Foundation mounted steel poles are only allowed for replacement of an existing foundation mounted pole on the
existing foundation or as approved by the Engineer. Embedded steel poles are preferred and must be used for all
other conditions.
Streetlights installed in certain areas, such as the Downtown or within the Orcutt Area Specific Plan boundaries, may
be required to be a specialized pole, as determined by the Engineer.
Double arm poles (Type 15D) must be used only in parking lots or areas where a maintenance vehicle can readily
access the pole without traffic control. Otherwise, use of double arm poles will only be allowed upon approval of the
Engineer and will only be authorized when no other option exists.
C. Streetlight Pole Placement Guidelines
Residential Streetlight poles are to be placed on lot lines whenever possible. Streetlight poles and trees should have
a 20-foot minimum horizontal separation. Streetlight poles and shrubs should have a 5-foot minimum horizontal
separation.
Street /
Intersection
Width1
Street Light Pole Spacing Pole Type and
Location3
Pole Arm
Length2,3 Luminaire4
Less than or
equal to 40 feet
Every 200 to 250 feet.
Only one side of street.
One light per intersection.
Embedded Pole
18 inches behind curb
face
8 feet Type 1
Greater than
40 feet
Every 200 to 250 feet.
Alternating sides of street.
Two lights (min.) per
intersection.
Embedded Pole
18 inches behind curb
face
8 feet Type 2
1Curb-to-curb distance
2Not including luminaire
3Intersection lighting must be placed to minimize the likelihood of the pole being struck by turning traffic and may
be set back further from the curb face if needed, and a longer arm installed to meet light placement requirements.
4Refer to Section 87-2.02A “LED LUMINAIRES” of the Standard Specifications for Luminaire information.
D. Street Light Service
Electrical service points must be obtained from PG&E. When the lighting has been installed in conformance with the
City’s requirements, the City will authorize PG&E to energize those lights installed as part of public improvements and
will be owned and maintained by the City. Lights to be owned and maintained by a private party must be authorized
to energize by that party.
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When service points are used for more than one light in series, an electrical design for the lighting circuit must be
submitted to the City for approval. Voltage drop between the point of service and the end of each lighting circuit must
not exceed 5 percent. All street lighting must be 120VAC.
3.1.22 Intersection Controls
New intersections that would otherwise be controlled by all-way stop or signalization shall be controlled by
roundabout or neighborhood traffic circle, except where operational or physical constraints render roundabout or
traffic signals to be infeasible. Roundabout designs shall conform to National Cooperative Highway Research Program
(NCHRP) Report 1043, Guide for Roundabouts, or latest published roundabout design guidance endorsed by the
FHWA.
All-way stop control and signalization shall only be considered if CA MUTCD warrants are satisfied for the respective
control type. Satisfaction of warrants is only a prerequisite for consideration and shall not require the installation of
either control. All-way stop control and traffic signals must comply with current design standards in the CA MUTCD.
Traffic signal conduit fill must not exceed 25%.
3.1.23 Street Trees
A. Definitions
Rights of Way
1. Fee title: City owns the land on which the road is constructed.
2. Easement: Adjoining property owners own the land on which the road and sidewalk is constructed.
3. Street Tree Easement: Easement area adjacent to sidewalk or public utilities easement reserved for street
tree installation.
4. Public Utility Easement: Easement area adjacent to sidewalk typically reserved for utilities and street tree
installations.
5. Public Right-of-Way: Area reserved for road, curb, gutter, and sidewalk. This area width is typically from
back or sidewalk on one side of roadway to back of sidewalk on the other side of the roadway.
Tree Ownership
1. City tree: Any tree partially or wholly based in a “fee title” right-of-way.
2. City tree: Any tree within the public right-of-way, easement or fee title.
3. City tree: Any tree in designated street tree easement or public utility easement, including those trees
planted as a condition of approved development.
4. Privately owned tree: Any tree not designated as City tree.
Hazardous Tree – any tree that contains one or more of the following conditions:
1. Split trunk.
2. Cracked main branches.
3. Trunk leaning off vertical by at least 15 degrees.
4. Diseased or damaged trunk or main branches.
5. Over half of main branches have been broken off leaving skeleton or unsightly tree.
6. Any condition that threatens the safety of the public or endangers City facilities.
7. Dead tree.
A minimum of one street tree shall be installed per 35 feet of street frontage for any commercial or residential building
permit addition or new dwelling unit, unless City Arborist determines that the site cannot accommodate a new tree.
Street trees may be grouped if necessary to avoid conflict with other improvements.
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Unless otherwise approved by the Engineer, parkway areas which include trees must be a minimum of 5 feet wide.
Parkways created in existing integral sidewalk areas will be handled on a case-by-case basis.
Street trees planted within parkway or tree wells must be irrigated unless alternative plant establishment methods
are approved by the Engineer.
B. Preservation of Existing Trees
Existing trees within the area of any roadway public improvement must be preserved unless a tree removal permit
has been issued. All trees within or near the lateral clearance requirements must be shown on the improvement
plans. All trees planned to be removed or impacted by the improvements must be shown on the improvement
plans.
C. Responsibility for Trees
1. The City will maintain City trees (those within fee rights-of-way) after establishment period.
2. Privately owned trees must be maintained by the property owner.
3. Any new tree required by the uniform design criteria shall receive five (5) years of watering establishment
and stake maintenance from the applicant or property owner, after which the City will assume
maintenance responsibilities. If the tree fails to establish, it may be required to be replanted by property
owner.
D. Procedures for Applying for Tree Removal within City Rights-of-Way
Trees within Street Tree Easement or Public Utilities Easement adjacent to the right-of-way may be removed by
the property owner at the property owner’s expense subject to the following the issuance of a Tree Removal
Permit from the City.
3.2 Construction
3.2.1 Testing
A. General
Project testing must conform to the requirements of the City's Quality Assurance Program.
B. Basement Soil
Resistance factor “R” tests must be made by the Project Engineer as required by the City. The location of the tests
within the area must be selected so that an average “R” value may be determined for the entire development
area.
“R” value tests may be required prior to approval of construction plans in cases where a road is anticipated to
have a high forecast traffic volumes and traffic index or known poor quality basement soil.
4. Driveways and Off-Street Parking
4.1 General
Driveways, driveway ramps, parking stalls, and aisles, including pavement, drainage, landscaping, screen fencing, and
lighting, must conform to these standards and all requirements of the Municipal Code. All spaces and driveways must
be designed to function properly. City inspection is required at appropriate times to ensure that all specifications are
met.
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The grade break at the gutter should not exceed 20 percent at a driveway to prevent vehicles from dragging on
the ground or sidewalk.
Parking lots and driveways must be paved with an all-weather surface, such as asphaltic concrete (AC) pavement
or Portland cement concrete (PCC) pavement.
4.2 Permits
If the parking lot is not a part of a larger project, the builder must obtain a parking lot permit from the Community
Development Department prior to constructing a new or modifying an existing parking lot. To obtain a permit, a plan
for the project must be submitted to the Community Development Department.
Any restriping or improvements, other than for maintenance purposes, to a parking lot also requires approval of a
parking lot permit by the Community Development Department.
4.3 Plans
Plans for the parking lots must conform to city standards and must show design for grading, paving, striping, signing,
curbing, lighting, landscaping, and trash enclosures.
4.4 Driveways
4.4.1 Driveways on Arterial and Collector Street
Driveways on arterial streets must conform to the following requirements:
1. Driveway access may must comply with Section 3.1.8 “Access Management “of these standards.
2. Driveways may only be served by a break in a center median when such a break is not detrimental to the
traffic flow or public safety, as determined by the Engineer.
3. Where possible, driveways must be located on cross streets or roads, rather than on arterial or collector
streets.
4.4.2 Driveway Widths
Driveways must be the same width as the curb opening (not including the transitions). They must be within the
width limitations noted on Engineering Standard 2120. Exceptions may be granted in special circumstances by the
Public Works Director or Community Development Director. Unless authorized by the:
1. Public Works Director
2. Property owner
3. Adjacent property owner
4. Community Development Director
the driveway ramp and transition must lie entirely in front of the property served. The Fire Department may
require greater driveway widths to allow for proper emergency vehicle access.
4.4.3 Number of Driveways Permitted
Only one driveway is allowed per street frontage for residential property unless the frontage exceeds 70 feet;
then a maximum of 30 percent of the frontage may be in driveways. The total width of all driveways to commercial
or industrial property must not exceed 50 percent of the frontage of the property. Additional restrictions may be
placed on driveways entering arterial streets in order to minimize the disruption to traffic.
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4.4.4 Abandoned Driveways
As a condition of permit issuance, all abandoned driveways and driveway ramps on the same property must be
removed, landscaped and the curb, gutter, and sidewalk properly restored.
4.4.5 Turnarounds – Deep Driveways
Driveways which are over 100 feet long must have a turnaround at the end allowing cars to safely exit in a forward
direction. In some instances, the Community Development Director may require turnarounds for shorter
driveways.
4.4.6 Turnarounds – Single-Family House Driveways
Single family residential developments generally do not require turnarounds unless there are extreme grade, fire
hazard or alignment problems as determined by the Community Development Director or Fire Marshal.
4.4.7 Common-Access Driveways
Common access driveways may be permitted:
1. On lots of record (existing before the effective date of this section) if the Community Development
Director approves an administrative use permit; or
2. In new subdivisions where a common driveway is proposed as part of subdivision approval.
A common-access driveway must meet all the following criteria:
1. The driveway must not be inappropriately located (for example, too close to a dwelling, play area or
sloped bank).
2. It must be determined that there is no significant potential for conflict between the parties sharing the
driveway because of its location, length, grade, usage, or other characteristics.
Residential common-access driveways, those driveways that serve premises zoned or used for residential
purposes must:
1. Provide an easement and covenant filed with the County Recorder setting forth driveway usage rights and
responsibilities of each parcel serviced. This instrument must be in place prior to any permit issuance
authorizing construction and at a minimum include the following provisions:
2. All affected property owners will be jointly responsible for the improvement and maintenance of all parts
of the common-access driveway.
3. All parking on the commonly used portions of the driveway is prohibited.
4. Any affected property owner may use vehicle-removing authority granted private property owners in
Section 22658 of the California Vehicle Code when any vehicle is parked in the common-access driveway
and interferes with entry or access to a parcel it serves.
5. Property owners agree to hold the City harmless from all claims of damages or liability arising from any
action to tow away vehicles pursuant to section “c” above.
6. If the easement or covenant is abandoned or dissolved, each lot previously served by the common-access
driveway must be provided with standard access as required by these regulations.
7. The driveway must serve no more than four residential units unless special circumstances warrant the
grant of an exception by the Community Development Director.
8. The Director or Planning Commission may add other requirements or conditions deemed necessary or
appropriate.
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Commercial and industrial common access driveways, those that serve premises zoned or used for commercial or
industrial purposes, may be subject to all conditions of residential common access driveways in addition to other
requirements or conditions the City deems necessary or appropriate.
4.5 Off-Street Parking
4.5.1 General
Location and design must comply with the Community Design Guidelines.
A. Pavement Surfacing
Parking lots and driveways must be paved with an all-weather surface, such as asphaltic concrete (AC) pavement
or Portland cement concrete (PCC) pavement. The minimum thickness of pavement must be as specified in these
standards. Base material must be compacted to a minimum of 95 percent. Compaction test reports must be
submitted to the Community Development Department for verification of proper compaction. All motorcycle
spaces within parking lots must be PCC pavement. If surfacing is allowed within the dripline of existing trees,
porous pavement surfaces must be used if approved or required by the City Arborist.
Alternative Permanent Paving: The Community Development Director may approve alternatives to AC or PCC
paving surfaces on private property. The Director may approve such alternative paving to achieve aesthetic and
environmental objectives, such as:
1. improved appearance,
2. increased water percolation,
3. reduced erosion and runoff,
4. increased aeration and water for tree roots,
5. reduced glare,
6. increased area available for landscaping
upon finding that the alternative paving will provide public aesthetic or environmental benefits, and is equal to or
better than AC or PCC paving in terms of:
1. public safety,
2. performance,
3. strength,
4. quality
5. durability
Examples of permanent alternative paving surfaces include, but are not limited to:
1. interlocking pavers,
2. eco-block,
3. porous AC paving,
4. cobblestone,
5. or other equivalent material as determined by the Community Development Director.
Alternative paving materials, when installed per manufacturer's specifications, must provide a suitable, all-
weather, load-bearing surface to support passenger cars and light-duty trucks. Alternative paving surfaces for
driveways or parking lots serving large commercial vehicles or fire trucks must be designed to accommodate a
maximum vehicle weight of 45,000 lbs. Alternative paving materials over City utility easements will not be repaired
or maintained by the City.
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B. Geometrics
Turning Radii: The minimum allowable inside vehicle turning radius in parking and driveway areas must be 20 feet
unless Fire Apparatus access is necessary, in which case the minimum inside radius must be 30.5 feet and the
outside radius must be 46 feet or as required by the Fire Department. (Turning radii are not necessarily the radii
of curbs around islands and other improvements.) Additional details are as shown on the standard drawing.
Spaces Which Back onto Street: Except as noted in Tandem Parking Below, parking spaces which back directly
onto the public street must be set back a minimum of 20 feet from the back of the sidewalk, regardless of the
zoning of the property. No portion of any parking space or aisle, except driveways for ingress or egress, must be
permitted in a required street yard setback area.
Tandem Parking: Residential uses may have required spaces arranged in tandem subject to the approval of the
Community Development Director. Single dwellings where tandem parking is approved may have one unenclosed
parking space within the street yard (refer to Section 17.16.020 - Yards in the city's Zoning Regulations).
Walls/Walkways/Entrances: A parking space facing a wall containing entrances and abutting a walkway to those
entrances must be at least 4 feet clear of such a wall.
Wheel Stops: Wheel stops are required if the space is headed into a wall, fence, landscaped area, building,
walkway, or side of another auto. Additional wheel stops may be required by the Community Development
Department. Concrete curbing may be substituted for wheel stops with the approval of the Community
Development Director.
Overhangs/Encroachments: Dimensions shown on the standards must be clear of overhangs or other
encroachments which might interfere with vehicular access. Circulation areas must be provided at the ends of
aisles.
Maneuvering: Parking lots with more than six spaces must be designed so that automobiles will exit onto a public
street in a forward direction and with no more than two maneuvers. A maneuver is defined as each motion in
either a forward or backward direction. No space may be allowed that requires a vehicle to be maneuvered on
the public sidewalk to exit. All spaces must be designed to be entered in one maneuver. A turnaround may be
required if it's considered unsafe for a vehicle to back into the street by the Community Development Department
and/or Public Works Director.
Stall Sizes: All parking stalls must comply with the parking bay dimension standards for average sized cars as
provided in the engineering standard details. Upon approval of an exception by the Community Development
Director or Architectural Review Commission, a limited number of compact parking spaces may be allowed if
justified by unusual circumstances such as saving a tree or using otherwise unusable space. Compact stalls, if used,
must be designed and constructed in accordance with the engineering standard details. Accessible spaces must
be designed and constructed in accordance with state and local requirements.
Motorcycle Spaces: All motorcycle spaces must be designed and constructed in compliance with the engineering
standards for motorcycle spaces.
Bicycle Parking Standards: Bicycle parking must be provided in accordance with City Zoning Regulations and
Engineering Standards 7930 and 7935. Bicycle parking may include racks and/or lockers to the approval of the
Community Development Department.
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Truck Access: Commercial and industrial parking lots serving loading zones must be designed to accommodate
access and circulation movement for on-site truck circulation. The Community Development Director or Public
Works Director may require wider driveways and aisles as determined warranted.
Safety Features: Additional requirements and guidelines for parking facility safety including:
1. design,
2. internal layout,
3. acceptable turning radii,
4. pavement slope,
5. vehicular and pedestrian circulation, and
6. other design features
may be required by the Community Development Director. Visibility of and between pedestrians, bicyclists and
motorists must be ensured when:
1. entering individual parking spaces,
2. circulating within a parking facility,
3. entering and exiting a parking facility
To the extent possible, the parking facility must be designed so that primary pedestrian access to and from building
entrances is along, rather than across parking aisles. Bicycle and automobile parking areas must be separated by
a physical barrier or sufficient identification and distance to protect parked bicycles from damage by cars.
Access for off-street parking facilities: The location and design of all entrances and exits onto public rights-of-way
is subject to the approval of the Director of Public Works to ensure minimum interference with the traffic flow
and adequate site clearance.
Clearance for off-street parking facilities: All driveways must maintain a vertical clearance of not less than 12
feet. Where fire access is required a vertical clearance of not less than 13.5 feet is required. No encroachment
into this vertical clearance may be permitted.
C. Slope
Parking spaces may not slope more than 5 percent in any direction and no less than 0.5 percent in the direction of
drainage. A maximum of 10 percent slope in aisle and turn-around areas may be allowed. Swales of less than 1 percent
slope must be concrete. Variations of these standards may be allowed by the Community Development Director for
hardship situations providing safety and convenience concerns have been met.
D. Drainage
All parking facilities must be graded and drained to dispose of surface water, subject to the approval of the Engineer.
Oil separation or low impact development stormwater devices are required. Surfacing, curbing and drainage
improvements must be sufficient to prevent the free flow of water onto adjacent properties or public streets or alleys,
and to avoid standing pools of water within the parking facility.
E. Marking and Signing
Except for R-1 zoned and R-2 zoned property, entrances and exits that are one-way must be marked with an approved
sign and pavement marking. Accessible, compact car, and loading spaces must be signed with pavement marking or
markings on wheel stops in accordance with state code and local laws. The minimum dimensions of parking bays
and maneuvering aisles must comply with Engineering Standard. The number and size of accessible spaces are
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specified in the California Building Code (part 2 of Title 24) Chapter 11. Each accessible parking space must comply
with the most current version of Caltrans Standard Plan A90A or A90B.ADA spaces must be marked and signed to
current requirements.
F. Parking Lot Maintenance
It is the duty of the property owner to maintain and repair the parking lot and related improvements in accordance
with the above standards and any other conditions imposed at the time of approval. If the Community Development
Department finds that the lot needs maintenance or repair, to ensure public safety and welfare, the City may pursue
enforcement under the authorities of the Municipal Code.
G. Loading Zones
Off-street loading zones must be a minimum of 12 feet wide and 25 feet long. Loading zones must be designed so that
trucks parking in them will not encroach onto the public right-of-way or into required parking spaces or driveways.
Loading spaces designed for large trucks must have appropriately larger access to allow maneuvering without
encroaching into landscape areas. Loading zones or areas may not encroach into fire lanes. Loading zones (spaces)
must be provided in accordance with the city's zoning regulations (refer to sections 17.46.020 and 17.48.010).
Additional loading zones may be required by the Community Development Department or Fire Department.
H. Screening
In Large Parking Lots: Any parking lot with more than six parking spaces adjoining a street must have the street
frontage screened with a 3-foot (minimum) high wall, fence, and hedge consisting of 5-gallon or larger plants, or
landscaped berm. The area between such screen and the street must be landscaped.
Near Residential Development: A parking lot on a site adjacent to a residential development or next to a residential
zone must be screened by a solid 6-foot-high wall, fence, or an existing mature hedge.
I. Landscaping
Planting Area Placement: Provide planting areas in all parking lots after each sixth parking space in any row and at
the ends of each row of parking spaces. Landscape areas must have a minimum dimension of 4 feet by 4 feet; except,
those areas with trees must have a minimum dimension of 8 feet by 8 feet. Landscape areas must be defined by
concrete curbs or bands designed to minimize damage to pavement caused by irrigation of landscaping. Landscape
areas defining ends of rows must extend to the minimum inside turn radius, must not conflict with an aisle or back-
up area, nor be less than 4 feet in width. (Exceptions to this provision may be granted by the Community Development
Department or the Architectural Review Commission.)
Planting Arrangement: To prevent large expanses of pavement, parking lots must have at least 5 percent of their
surface devoted to landscaping (exclusive of setbacks) arranged in an appropriate and effective manner. Additional
landscape area may be required by the Community Development Department or the Architectural Review
Commission.
Maintenance: In all zones, required street yard areas must be landscaped and perpetually maintained. All landscape
planting must be maintained and dead plants must be replaced as necessary. Drought tolerant planting must be used
in accordance with the city's landscape standards for water conservation.
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J. Landscape Preservation
Planting areas which may be hit by automobiles or where drainage control is necessary must be defined by a 6-
inch curb or berm of reinforced concrete, brick, or block. A header-board protected by parking bumpers or other
suitable permanent material may be approved by the Community Development Department. Header boards, walls
or berms must also be provided between the back of a City sidewalk and a planting area to prevent soil from
washing onto the sidewalk.
K. Temporary Parking Lots
Parking lots and driveways which will be used for one year or less may be developed with Community Development
Director approval. The Director may require a recorded agreement and/or cash surety to guarantee:
1. removal of the temporary parking
2. site restoration
3. and clean-up and/or repair of City streets
Such temporary facilities need not provide landscaping, striping and wheel stops as would otherwise be required for
permanent facilities, but they must meet all other parking and driveway design standards (parking space and driveway
dimensions, aisle widths, and so on). Temporary parking lots and driveways must have an all-weather, dust-free
surface with sufficient compacted base material or undisturbed grade to safely accommodate the intended use.
Examples of temporary paving surfaces include, but are not limited to:
1. compacted "redrock" or decomposed granite;
2. compacted road base over compacted natural grade;
3. other temporary surface which the Director determines to provide an all-weather load-bearing surface
equivalent to the above materials in terms of safety, maintenance, and appearance.
Gravel or similar materials must not be used where average cross-slopes exceeds 5 percent.
L. Irrigation
Landscape areas must have a permanent underground irrigation system. Irrigation must provide uniform
precipitation for overhead areas and adequate water to maintain healthy plants. Check valves are required at the
toe of all slopes to prevent low head drainage. Overspray must be minimized to prevent runoff, and shall be
consistent with the City’s water conservation measures.
M. Lighting
Lighting must comply with Community Design Guidelines 2010 Section 6.1.C.
5. Drainage
5.1 Design Standards
5.1.1 Requirements
A. General
All new development or redevelopment must comply with the criteria and standards set forth in the:
1. Waterways Management Plan – Drainage Design Manual,
2. applicable area specific plans,
3. and the Post-Construction Stormwater Management Requirements for Development Projects in the
Central Coast Region, adopted by the Central Coast Regional Water Quality Control Board, and included
in their appendices.
Where requirements conflict, the stricter requirement applies.
Stormwater Control Plan, and Operation and Maintenance Plan are required prior to final approvals.
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Stormwater management facilities may be built into the right-of-way, including medians, traffic circles, and parkways,
subject to approval by the Engineer. Where stormwater management features are built into the right-of-way, water
must be managed to prevent damage to the roadway structural integrity.
B. Provide for Overland Escape
All components of drainage systems in public improvements must be evaluated to consider the effect of failure of
individual components and identify the route of overland escape. The evaluation must identify any necessary
measures to prevent erosion or flooding along this route.
C. Conveyance of Drainage in Urban Areas
Drainage must be conveyed in surface facilities such as:
1. bioswales,
2. street gutters
3. cross-gutters
4. basins
to the maximum extent possible. Flows which cannot be conveyed within the capacity of these facilities may be
conveyed in culverts or storm drains.
D. Sidewalk Underdrains
No concentrated flows may be permitted across the surface of any sidewalk. Inlets or under-sidewalk drains must
be used in such situations.
5.1.2 Alignment of Drainage Facilities
A. Locate within Road or Public Easement
Drainage facilities accepting runoff from public streets or other public areas must be in a public street or within a
public drainage easement. These easements must be offered for dedication to the public.
B. Avoid Combining with Utility Easements
Drainage easements must be used for drainage purposes exclusively and not combined with easements required
for other public utility purposes.
C. Easement Width
Easements for culverts and drainage facilities must be a minimum width of 15-feet. All such easements must
provide access and future maintenance working areas. Easements must be along or adjacent to property lines and
outside areas of proposed or existing structures.
When drainage pipes are 24-inch in diameter or greater, or trenches exceeding 5-feet in depth, provide additional
drainage width to accommodate future maintenance needs.
D. Storm Drain Alignment
Storm drain pipes must be parallel with the centerline of streets. The design must avoid:
1. Meandering
2. Offsetting
3. unnecessary angular changes.
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No angular changes more than 10 degrees may be made without a junction structure. No single change, even with
a junction structure, may exceed 90 degrees.
E. Cross Culvert Alignment
Cross culverts must be aligned with the natural water course and which might not be perpendicular to the road
way. The culvert must be sized and sloped to not cause downstream erosion.
5.1.3 Drainage Structures
A. Manholes
Standard precast concrete manholes must be used wherever feasible. When cases arise where special manholes
or junction boxes are required, the design must be prepared by a Civil Engineer and submitted to the City for
review. Manholes must conform to the following requirements:
1. Place manholes, at a minimum, every 500 feet.
2. Place manholes at junction points.
3. Place manholes at changes in gradient
4. Place manholes when pipes change size.
5. On curved pipes with radii of 200 feet to 400 feet, place manholes at the BC or EC of the curve and on
300-foot maximum intervals along the curve.
6. Place manhole covers directly above or within 3 feet of Full Capture Device (where installed).
B. Catch Basin
Catch basins must conform to the following requirements:
1. Design capacity and spacing of drainage inlets so the spread of water roadway design event does not
inundate the traveled way see Section 5.1.2.A for design parameters.
2. Sufficient drainage capacity must be provided within the road right-of-way and other drainage facilities
to convey a 100-year storm without damage to any structures.
3. No more than 1.0 cubic feet per second may be allowed to “bypass” a midblock inlet. No more than 0.3
cubic feet per second may be allowed to “bypass” a curb return at an intersection.
4. Sheet flow across a road must not exceed 0.1 cubic feet per second.
5. Full Capture Device must be Stormtek ST3/ST3G or approved equivalent from the State Water Board’s list
of approved devices.
6. Catch Basins must comply with Specification Section 77-4.03E Catch Basins.
C. Junction Boxes
Junction boxes must conform to the following requirements:
1. Junction boxes may be construction per:
a. Engineering Standard Storm Drain Manholes,
b. Caltrans Standard Plans for Junction Boxes, or
c. individual design prepared and stamped by a Civil Engineer that includes the design, structural
calculations, and design loading.
2. The inside dimension of junction boxes must be such as to provide a minimum of 3-inches clearance on
the outside diameter of the largest outfall pipe.
3. Standard manhole entrance.
D. Other Structures
The following requirements apply to drainage structures, as required by the City:
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1. Trash racks must be provided where in the opinion of the City they are necessary to prevent clogging of
culverts, storm drains, or to provide safety to the public.
2. Guardrail or pedestrian/worker railings may be required by the City at culverts, headwalls, and box
culverts and on steep side-slopes.
5.1.4 Bioretention Basins
A. General
In addition to flood control basins, bioretention basins can be used to improve storm water quality and reduce
flooding impacts in storms.
B. Design Criteria
The following must be considered and presented in the design of bioretention basins and bioswales.
1. Lateral distance to vehicle travel lanes, bike lanes, and pedestrian paths
2. Vertical drop offs adjacent to travel lanes, bike lanes, and pedestrian paths
3. Long term percolation rate
4. Landscape establishment and irrigation
5. Maintenance practicality including landscape maintenance and maintenance access
6. Porosity of engineered soil Bioretention Soil Media (BSM)
C. Materials
1. Bioretention Soil Media (BSM). Use a mixture of sand and compost conforming to the post construction
handbook or other source approved by the City
2. Filter fabric is prone to clogging and may not normally be used within the right-of-way.
3. In lieu of filter fabric, use gravel filter conforming to Caltrans Class 2 Permeable Material per Section 68
of the State standards or approved equal.
D. Maintenance
Perpetual maintenance of bioretention basins and landscaping is the responsibility of the Developer, unless the
maintenance responsibility is assumed by a public entity or a property owners’ association.
5.1.5 Bioswales
A. Facility Design and Dimensions
1. Bottom width: Provide 2’ wide minimum flat bottom for facilities with side slopes and longitudinal slope.
2. Allowable standing water duration: 72 hours.
3. Planter minimum widths are typically associated with their application. Considerations influencing minimum
widths include: 4’ minimum for planters with trees, 2’ minimum for planters without trees
4. Ponding depth - Min. 6", max. 12"
5. Planter depth – (from adjacent pedestrian walking surface to facility finished elevation/planting surface) is
based on desired ponding plus freeboard, but also relates to planter width. Planters can be deeper if they are
wider, and need to be shallower as they narrow. This is a pedestrian perception and safety issue. Some
recommended width to depth guidelines are:
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Planter Width Max. Planter Depth
Greater than 5 feet 16 inches
4 – 5 feet 12 inches
3 – 4 feet 10 inches
2 – 3 feet 8 inches
B. Slopes and Grades
1. Side slope: 4:1 or 3:1 maximum with a minimum 12-inch-wide shoulder (2% slope toward facility) adjacent
to pedestrian use or curb.
2. Longitudinal slope: Maximum 6% longitudinal slope of bottom. Erosion and movement of soil and mulch
intensifies with increased longitudinal slope, minimize longitudinal slope. Stair stepping planters on a
slope to provide flat bottomed cells separated by check dam/weir overflows can provide more storage
and infiltration than a sloped facility.
3. Grades on opposite sides within a facility should be similar to optimize ponding across the entire
basin/cell.
C. Infrastructure
1. Inlet curb cut design selection should be based on application considerations:
a. Sloped sided or flat/planter facility
b. Curb and gutter adjacent to facility or separated by pedestrian sidewalk
2. Sidewalk edge type selection should be based on application considerations:
a. New or retrofit
b. Sloped sided or flat/planter
3. Sidewalk Curb: flat/planter requires 4” min. height curb adjacent to sidewalk for pedestrian safety.
Provide 4 to 6-inch-wide sidewalk curb notch when sidewalk drains to planter. Provide as many notches
as required to convey flow.
4. Energy dissipation: provide aggregate splash pads at inlets per inlet details. Provide 6” depth, 3" – 6"
rounded, washed cobble. For sloped sided facilities where inlet flow velocity is high, extend cobble into
facility, but avoid excessive or decorative use.
5. Overflow structure: Provide overflow structure or connect to approved discharge point.
D. Soil, Aggregate and Mulch
1. Aggregate layer: Where an aggregate layer is included in the design use Caltrans Class 2 Permeable.
Caltrans Class 2 Permeable does not require an aggregate filter course between the aggregate storage
layer and the bioretention soil media above. When Caltrans Class 2 Permeable is not available, substitute
Caltrans Class 3 Permeable. Class 3 Permeable requires an overlying 3” deep layer of ¾” (No. 4) open
graded aggregate (between Class 3 and bioretention soil media above). Use a minimum depth of 12
inches.
2. Bioretention Soil Media (BSM): use Bay Area Stormwater Management Agencies Association (BASMAA)
Specification of Soils for Biotreatment or Bioretention Facilities (Attachment L). Provide pre-mixed BSM,
do not mix onsite. Provide a minimum of 24 inches of BSM depth. Where aggregate layer is used and trees
are specified, replace aggregate with increased BSM depth in tree planting locations.
3. Filter fabric - do not use fabric between BSM and aggregate layer
4. Provide mulch depth of 2 to 3 inches. Mulch use optional below ponding high water mark. Do not apply
mulch in ponding zone just prior to or during rainy season. Mulch non-floating mulch.
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E. Planting, Irrigation, and Underdrains
1. Irrigation: Provide irrigation for plant establishment (2-3 years), and supplemental irrigation during
periods of prolonged drought. Provide separate zone for connection to water supply
2. Planting: Do not locate plants at inlets. Consider mature growth to determine planting layout and avoid
future blockage of inlets by plants.
3. Underdrain: Use 4” diameter, PVC SDR 35 perforated pipe. Install underdrain with holes facing down.
Underdrain discharge elevation must be near top of aggregate layer. Underdrain slope may be flat.
Provide capped, threaded PVC cleanout for underdrain, 4" min. dia. with sweep bend.
5.1.6 Channel and Swales
No diversion to roadside ditches will be allowed from natural drainage courses.
A. Types
Open channels may be:
1. natural watercourses
2. earthen channels
3. swales
4. bioswales
or channels or swales lined with the materials such as those listed below. Channels lined with impermeable
surfaces such as:
1. concrete
2. mortar
3. pipe-like materials
are discouraged and may only be used where permeable linings are impractical.
Lining materials must be selected that:
1. are non-erosive under velocities calculated in the design storm
2. provide ease of ongoing maintenance
Where linings are required, they must extend to the full height of freeboard, as defined below.
B. Freeboard and Side Slopes Required
Channels or swales may be required to be lined to an elevation of at least 1.0-foot above the design hydraulic
gradient. The side slopes for channel or swale must not exceed 2:1 or 3:1 in sandy soils. Provide a minimum of 1-
foot of freeboard at design capacity.
C. Improvement Plans
Provide typical sections and profile of the existing and proposed channels for a minimum of 500-feet each side of
the development to establish an average profile grade through the development.
D. Velocity Requirements
Channels or swales must comply with the following requirements:
1. Minimum velocity for channels or swales flowing full, with freeboard, must be 2 feet per second.
2. Minimum velocity in bioswales may be less than 2 feet per second but must provide for positive drainage.
3. The maximum velocity in constructed unlined earth channels or swales must not exceed that which would
cause erosion; which is typically less than 4 feet per second.
4. The maximum velocity concrete lined channels must not exceed 10 feet per second.
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E. Natural Waterways
For natural waterways, the design flow may be allowed in the natural overflow area if a drainage easement is
provided, which will include the overflow area, and freeboard as specified above exists between the water surface
and adjacent ground.
5.1.7 Culverts and Storm Drains
A. Minimum Diameter
Minimum pipe diameter allowable on any storm drain or culverts that are maintained by the City is 18-inches. A
lesser size may be approved for privately maintained facilities.
B. Velocity Requirements
Culverts must comply with the following requirements:
1. Minimum design velocity must be 2 feet per second when conduit is flowing at the 2-year design
discharge.
2. Maximum design velocity must not exceed 15 feet per second when culvert is flowing at the Primary
Design Storm.
5.1.8 Outfalls
A. Culvert Energy Dissipaters
Design energy dissipaters in compliance with the HDM Chapter 870, Channel and Shore Protection Erosion
Control. Show the following items on the plans:
1. Stable rock size (weight)
2. Rock Slope Protection (RSP) class
3. Dissipater trench dimensions
4. Rock placement method
5. RSP fabric type
Culvert energy dissipaters must be designed for the flow from the Design Storm. Rock slope protection gradation
must conform to Section 72 of the State Standard Specifications.
5.1.9 Bridges
A. Design Criteria
Design must conform to the requirements of current California Department of Transportation and AASHTO
guidelines and standards. Any variation from standards must be approved in writing by the Engineer. Bridges must
be clear spans.
All bridge designs require approval by the City’s Architectural Review Commission.
Bridge design must account for impacts of future development considering areas within the City’s adopted urban
reserve line.
Submittals must include the full construction plans for the bridge including:
1. details
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2. geotechnical report including log of test borings, corrosivity testing of the soil, and testing for the presence
of naturally occurring asbestos
3. scour calculations that indicate adequate structure depth to prevent scour damage or undermining for
the life of the structure
4. design calculations including design loads
5. hydrologic and hydraulic calculations
A hard copy and an electronic PDF format copy for archiving must be submitted for documents.
Structures with a required span between 19 feet and 20 feet must be constructed with a minimum span of 20
feet. Clear span bridges must be constructed in lieu of closed culverts whenever possible and a natural channel
maintained. Closed culverts will be allowed where site constraints prevent a bridge from being constructed with
enough clearance to allow for required storm passage with 12 inches of freeboard. Authorization to build culverts
in lieu of clear span bridges must be approved by the Engineer and regulatory agencies. Closed culverts must be
upsized to increase the depth of the culvert to allow the placement of 12 inches of natural gravels in the bottom
of the culvert.
B. Materials
Vehicle bridges must be constructed of a material which requires no maintenance for the first 30 years of its life.
Concrete is the preferred material for construction; however, alternative materials may be approved by
application in writing to the Engineer with sufficient documentation to support an alternative including
information showing the alternative is a superior material, or that concrete will not provide the desired life or
freedom from maintenance in the given conditions. Vehicle bridges may use a pre-approved prefabricated
structure.
Pedestrian and bicycle bridges may be furnished as prefabricated structures, including “weathered” steel. The
material must be approved prior to the submittal for the structure itself.
New bridge decks may not be overlaid with asphalt unless authorized by the Engineer. Where the City approves
an overlay on the deck, an approved waterproof membrane must be installed between the deck surface and the
overlay. Waterproof or sealing membranes such as methacrylate seals may be required prior to acceptance where
cracking of the deck is observed.
C. Barrier Rails
Barrier rails for vehicle crossings must meet current AASHTO guidelines for crash ratings. Barrier rails for
pedestrians on private property adjacent to the Right of Way must comply with the most current California
Building Code.
D. Bicycle and Pedestrian Facilities
Vehicle bridges must be of adequate width to accommodate, bike lanes and sidewalks on both sides. Bike lanes
and sidewalks must be constructed regardless of the presence of those facilities on the abutting roadway.
E. Design Life
All structures must be designed for a minimum 50-year service life.
5.1.10 Fencing
All open channel drainage facilities and drainage basins, must provide fencing as follows:
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1. Constructed channels, swales and basins with side slopes five to one (5:1) or flatter and depths less than
3.0-feet do not require fencing.
2. Natural channels do not require fencing.
3. Any required fence must be located no more than 4-inches within the required easement lines and must
provide sufficient room for maintenance vehicles.
4. Fencing must be 42 inches tall.
5.2 Post Construction Stormwater Compliance
5.2.1 Performance Requirements
A. Performance Requirement No. 1: Site Design and Runoff Reduction
Projects that create and/or replace 2,500 square feet or more of impervious surface must:
1. Limit disturbance of creeks, wetlands, riparian habitats and provide adequate setback
2. Limit clearing and grading of native vegetation and conserve natural areas, existing trees, and soils.
Avoid excessive grading and disturbance of vegetation and soils by conforming the site layout along
natural grades.
3. Minimize impervious surfaces by concentrating improvements on the least-sensitive portions of the
site, leave the remaining land in a natural undisturbed state. Define the development envelope and
protected areas, identifying areas that are most suitable for development and areas to be left
undisturbed.
4. Minimize stormwater runoff by implementing one or more of the following site design measures:
a. Direct roof runoff into cisterns or rain barrels for reuse
b. Direct roof runoff onto vegetated areas
c. Direct runoff from sidewalks, walkways, and patios onto vegetated areas
d. Direct runoff from driveways and uncovered parking lots onto vegetated areas
e. Construct project using permeable surfaces
B. Performance Requirement No. 2: Water Quality Treatment
Projects that create and/or replace 5,000 square feet or more of impervious surface must treat stormwater
runoff from existing, new, and replaced impervious surfaces on sites where runoff from existing impervious
surfaces which cannot be separated from runoff from new and replaced impervious surfaces. Water Quality
Treatment must be treated onsite and designed to treat stormwater runoff equal to the volume of runoff
generated by the 85th percentile 24-hour storm event, of 1.1 to 1.3 inches depending on location in the City.
Water Quality Treatment may implement a treatment system that use multiple methods to comply with Water
Quality Treatment requirements. The Water Quality Treatment system must first implement Low Impact
Development Treatment Systems, then may implement Biofiltration Systems, and then finally may implement
Non-Retention Based Treatment Systems. Projects subject to Performance Requirement No. 2 must also
include design strategies required by Performance Requirement No. 1.
Provide storage for the 85th percentile 24-hour storm event. See Performance Requirement No. 3: Runoff
Retention for information to volumetric design water quality volume.
Provide Biofiltration treatment systems that comply with the following design parameters:
1. Must prevent erosion, scour and channeling within the biofiltration treatment system from a rain
event of 0.2 inches per hour intensity.
2. Provide a minimum surface water storage volume equal to the biofiltration treatment systems surface
area times a depth of 6 inches.
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3. Provide a minimum of 24 inches in depth of Bioretention Soil Media (BSM) equivalent to soil media as
specified in Attachment L.
4. Proper plant selection for facility.
5. Provide a minimum subsurface gravel storage layer of 12 inches for entire biofiltration systems surface
area.
6. Provide underdrain or French drain at the top of gravel layer.
7. Do not compact soils below the biofiltration facility. Rip and loosen soils if previously compacted.
8. Do not use liners or barriers.
9. Hydraulic capacity that collectively achieves at least one of the following criteria:
a. Volumetric Design: Provide storage for the 85th percentile 24-hour storm event.
b. Flow Based: Provide capacity at a minimum of a rain intensity of 0.2 inches per hour.
C. Performance Requirement No. 3: Runoff Retention
Projects that create and/or replace 15,000 square feet or more of impervious surface must retain runoff for
optimal management of watershed processes. Projects subject to Performance Requirement No. 3 must also
include design strategies required by Performance Requirement No. 2 and 1.
Replaced impervious surface, may receive a 50 percent reduction when calculating the volume of runoff subject
to Runoff Retention Performance Requirements.
Retention must meet the following performance requirements:
1. Prevent offsite discharge from events up to the 95th percentile 24-hour rainfall event.
2. Achieve retention by:
a. optimizing soil infiltration
b. storage
c. rainwater harvesting
d. evapotranspiration.
Provide a site assessment document that identify opportunities and constraints to implement LID Stormwater
Control Measures for development site. Site assessment document must review and document the following site
characteristics:
1. Site topography
2. Hydrologic features including contiguous natural areas, wetlands, watercourses, seeps, or springs
3. Depth to seasonal high groundwater
4. Locations of groundwater wells used for drinking water
5. Depth to an impervious layer such as bedrock
6. Presence of unique geology
7. Geotechnical hazards
8. Documented soil and/or groundwater contamination
9. Soil types and hydrologic soil groups
10. Vegetative cover/trees
11. Run-on characteristics (source and estimated runoff from offsite which discharges to the project area)
12. Existing drainage infrastructure for the site and nearby areas including the location of municipal storm
drains
13. Structures including retaining walls
14. Utilities
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15. Easements
16. Covenants
17. Zoning/Land Use
18. Setbacks
19. Open space requirements
20. Other pertinent overlay(s)
Delineation of discrete Drainage Management Areas (DMAs) to support a decentralized approach to stormwater
management. Provide a map or diagram dividing the entire project site into discrete DMAs. Account for the
drainage from each DMA using measures identified as:
1. Self-treating area
2. Self-retaining area
3. Area draining to self-retaining area
4. Area draining to Stormwater Control Measure (SCM)
When the applicant has demonstrated through their Stormwater Control Plans that use of Site Design Measures
of Performance Requirement No. 1 have been implemented to the maximum extent practicable, the use of
Structural Stormwater Control Measures may be used. The Structural Stormwater Control Measure must be
designed for water quality treatment and flow control may be used to comply with Performance Requirement No.
3. Stormwater Control Measures must be designed as to optimize retention and result in Structural Control
Measures that are small-scale, decentralized facilities, that are designed to infiltrate, evapotranspirate, filter, or
capture and use stormwater.
Determine sizing of runoff retention design based on volumetric basis for the 95 percentile 24-hour rainfall event.
Retention Tributary Area must be calculated for each individual Drainage Management Areas as follows:
𝐴𝑟𝑒𝑎ோ௧௧ ்௨௧௬ =𝐴𝑟𝑒𝑎ா௧ ௧ −𝐴𝑟𝑒𝑎ௗ௦௧௨ௗ ௧ௗ ௦ −
𝐴𝑟𝑒𝑎ூ௩௨௦ ௌ௨ ௦ ௧௧ ௦ ௧ ூ௧௧ ோ௦
Calculating the 85th Percentile 24-hour event used for Water Quality Calculations and the 95 th Percentile 24-hour
event used for Retention Volume is completed as follows:
Compute the Runoff Coefficient “C” for each DMA using the equation:
𝐶= 0.858𝑖ଷ − 0.78𝑖ଶ + 0.774𝑖+ 0.04
Where “i” is the fraction of the tributary area that is impervious
Calculate the volumetric design quantity as follows (area in square feet, depth in inches):
𝑉𝑜𝑙𝑢𝑚𝑒ௐ௧ ொ௨௧௬ =𝐶 × 𝐷𝑒𝑝𝑡ℎோ ா௩௧ × 1 𝑓𝑜𝑜𝑡
12 𝑖𝑛𝑐ℎ𝑒𝑠 × 𝐴𝑟𝑒𝑎ோ௧௧ ்௨௧௬
Compute the Retention Volume in cubic feet (area in square feet):
𝑉𝑜𝑙𝑢𝑚𝑒ோ௧௧ =𝐶 × 1.8 𝑖𝑛𝑐ℎ𝑒𝑠 × 1 𝑓𝑜𝑜𝑡
12 𝑖𝑛𝑐ℎ𝑒𝑠 × 𝐴𝑟𝑒𝑎ோ௧௧ ்௨௧௬
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The County of Santa Barbara has developed a sizing calculator that may be used and downloaded at the following
site:
http://www.sbprojectcleanwater.org/development.aspx?id=76
D. Performance Requirement No. 4: Peak Management
Projects that create and/or replace 22,500 square feet or more of impervious surface must retain runoff for the
optimal management of watershed processes. Projects subject to Performance Requirement No. 4 must also
include design strategies required by Performance Requirement No. 3, 2 and 1. Post-development peak flows,
discharged from the site, must not exceed pre-project peak flows for the 2 through 10-year storm events.
E. Impervious Surface Correction Factors
Surface must not broadly be characterized as completely pervious. Use correction factors to calculate equivalent
impervious surface area for Post Construction Stormwater Runoff Requirements.
Surface Equivalent Impervious
Surface Factor
Roof 1.0
Concrete 1.0
Asphalt 1.0
Porous Concrete 0.1
Porous Asphalt 0.1
Grouted Paver Unit 1.0
Solid Paver Unit set in Sand 0.5
Crushed Aggregate 0.1
Landscape 0.1
5.2.2 Stormwater Control Plan
The applicant must provide a Stormwater Control Plan that clearly provides engineering analysis of all Water
Quality Treatment, Runoff Retention, and Peak Flow Management controls for projects subject to those
performance requirements. All reports must be completed by either a Registered Civil Engineer or Qualified
Stormwater Pollution Prevention Plan Developer (QSD).
A. Minimum Requirements for Content
1. Project information including:
a. project name;
b. location;
c. parcel numbers;
d. applicant contact information;
e. land use information;
f. site area;
g. area of existing impervious surfaces,
h. area of new impervious surfaces
i. area of replaced impervious surfaces
j. applicable PCR Performance Requirements
2. Narrative description of site features, opportunities and constraints for stormwater control.
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3. Narrative description of site design characteristics that protect natural resources including endangered
species habitat, vegetation, archaeological resources, natural drainage features, and design features that
minimize imperviousness of project and manage runoff from impervious areas.
4. Tabulation of proposed pervious and impervious DMAs, showing self-treating areas, self-retaining areas,
areas draining to self-retaining areas, and areas tributary to each LID facility.
5. Proposed sizes, including supporting calculations, for each stormwater facility.
6. Narrative description of each DMA and explanation of how runoff is routed from each impervious DMA
to a self-retaining DMA or stormwater control facility.
7. Description of site activities and potential sources of pollutants.
8. Table of pollutant sources and source control measure(s) used to reduce pollutants to the maximum
extent practicable.
9. Description of signage for bioretention facilities.
10. General maintenance requirements for bioretention facilities and site design features.
11. Means by which facility maintenance will be financed and implemented in perpetuity.
12. Statement accepting responsibility for interim operation & maintenance of facilities.
B. Exhibits
1. Existing natural hydrologic features (depressions, watercourses, relatively undisturbed areas) and
significant natural resources.
2. Proposed design features and surface treatments used to minimize imperviousness and reduce runoff.
3. Existing and proposed site drainage network and connections to drainage off-site.
4. Entire site divided into separate Drainage Management Areas (DMAs). Each DMA has a unique identifier
and is characterized as self-retaining (zero-discharge), self-treating, or draining to a LID facility.
5. Proposed locations and footprints of stormwater control facilities.
6. Potential pollutant source areas
5.2.3 Operations and Maintenance
The Applicant must develop, implement and provide the City an Operations and Maintenance Plan and
Maintenance Agreements that clearly establish responsibility for all Water Quality Treatment, Runoff Retention,
and Peak Flow Management controls for projects subject to those performance requirements.
A. Operations and Maintenance Plan
The Operations and Maintenance Plan must include, at minimum:
1. A site map identifying all Stormwater Control Measures requiring Operations and Maintenance practices
to function as designed.
2. Operations and Maintenance Procedures for each structural stormwater control measure including, but
not limited to, Low Impact Design facilities, retention and detention basins, and manufactured or
propriety devices operations and maintenance.
3. Short-and long-term maintenance requirements, recommended frequency of maintenance, and
estimated cost for maintenance.
B. Maintenance Agreement
The Applicant must provide a signed statement accepting responsibility for the Operations and Maintenance of
the installed Storm Water Control Measures. The Applicant must include written conditions in the sales, lease
agreements, deed, CCRs, HOA, or any other legally enforceable mechanism that require the assumed
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responsibility for the Operations and Maintenance of Stormwater Control Facilities. Additionally, the signed
statement must include the following information:
1. The location and address of Storm Water Control Facilities
2. Completion dates of the following milestones
3. Construction
4. Field verification of Stormwater Control Facilities
5. Final Project approval/occupancy
6. Party responsible for O&M
7. Source of funding for O&M
8. Statement indicating the Storm Water Control Facilities are Maintained as required in the Operations and
Maintenance Plan and facilities continues to function as designed or have been repaired or replaced
9. Statement describing any vector or nuisance problems.
C. Maintenance Notification
The Owner/Applicant must provide a signed statement notifying the City of all maintenance of the installed Storm
Water Control Measures. Additionally, the signed statement must include the following information:
1. The location and address of Storm Water Control Facilities
2. Completion date of the maintenance activities
3. Party responsible for O&M
4. Source of funding for O&M
5. Statement indicating the Storm Water Control Facilities are Maintained as required in the Operations and
Maintenance Plan and facilities continues to function as designed or have been repaired or replaced
6. Statement describing any vector or nuisance problems.
5.3 Groundwater
5.3.1 Subsurface Groundwater Drainage:
Underground dewatering improvements (such as retaining wall sub-drains or groundwater collection system) must
not deposit collected groundwater or spring water to the gutter or other surface drainage facility. Such systems must
be designed to retain the water on-site or deposit the collected water to an approved collection system.
5.3.2 Source Control:
(per 2013 State General Stormwater Permit Section E.12.d)
Projects with pollution generating activities and sources must be designed to implement operation or source
control measures consistent with recommendations from the California Stormwater Quality Association
Handbook for New Development and Redevelopment or equivalent, including:
1. Accidental spills or leaks
2. Interior floor drains
3. Parking / storage areas and maintenance
4. Indoor and structural pest control
5. Landscape / outdoor pesticide use
6. Pools, spas, ponds, decorative fountains and other water features
7. Restaurants, grocery stores, and other food service operations
8. Refuse areas
9. Industrial processes
10. Outdoor storage of equipment or materials
11. Vehicle and equipment cleaning, repair, and maintenance
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12. Fuel dispensing areas
13. Loading docks
14. Fire sprinkler test water
15. Drain or wash water from boiler drain lines, condensate drain lines, rooftop equipment, drainage sumps,
and other sources
16. Unauthorized non-stormwater discharges
17. Building and grounds maintenance
Design should prevent water from contacting work areas, prevent pollutants from encountering surfaces used by
stormwater runoff, or where contact is unavoidable, treat stormwater to remove pollutants.
Operations and maintenance activities required to achieve Source Control are to be included in the Operation and
Maintenance Plan submitted for approvals and recorded with the property as required by ordinance.
5.3.3 Groundwater Well Protection Buffers:
Groundwater well protection buffers must follow the standard of practice to meet the minimum horizontal
separations and vertical sanitary seal requirements listed by the California Department of Water Resources, and the
County of San Luis Obispo Department of Public Health. All new water wells shall be located an adequate horizontal
distance from known or potential sources of pollution and contamination. Such sources include, but are not limited
to:
1. Sanitary, industrial, and storm drainage systems;
2. Septic tanks and leach fields;
3. Recycled water irrigation systems;
4. Sewage and industrial waste ponds;
5. Barnyard and stable areas;
6. Feedlots;
7. Solid waste disposal sites; or
8. Above and below ground tanks and pipeline for storage and conveyance of chemicals.
Where a groundwater well exists within the proposed development project, the well will need to be rehabilitated to
meet the protection buffers or may need to be destroyed per County Health Requirements and the California
Department of Water Resources Standard Bulletins.
6. Water Supply
6.1 Design Standards
6.1.1 Quantity of Water
The quantity of water delivered to the distribution system from all sources must be sufficient to:
1. supply adequately
2. dependably
3. safely
the total requirements of all customers, including fire hydrants, under maximum consumption. The distribution
system must be capable of adequately delivering this water supply to all the customers.
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6.1.2 Distribution System
A. Operating Pressure
Water distribution system mains must be designed to maintain normal operating pressures, excluding fire flows,
of not less than 40 psig at the service connection and may not be more than 80-psig. Residual pressures
throughput the entire distribution system under fire flow conditions shall comply with the fire protection
standards.
B. Size of Water Mains
Minimum water main diameter size is 8-inches except:
1. A 6-inch main may be used in normal gridded street patterns where two 8-inch looped mains in adjacent
streets are to be connected if the length is less than 350 feet and it will not have to support a fire hydrant.
2. Dead-end mains require special approval of both Fire Dept. and Utilities Dept. For dead-end mains, the
minimum size must be:
a. 4-inch main if less than 150 feet long and serving less than 10 dwelling units.
b. 6-inch main if over 150 feet but less than 350 feet long and serving less than 25 dwelling units.
c. 8-inch main if over 350 feet but less than 700 feet long and serving less than 50 R-1 dwelling units
(with triple valve at intersection)
d. 10-inch main if over 700 feet but less than 1500 feet long and serving less than 75 R-1 dwelling units
(with triple valve at intersection and 250-foot maximum fire hydrant spacing).
3. Recycled water mains must be sized in accordance with the Recycled Water Master Plan, or as determined
by the Utilities Department.
4. Recycled water mains design pressure may be reduced, if a lesser pressure class can be justified. Pressure
varies in the recycled water system, and shall include a surge allowance per AWWA standards. Designers must
contact the Utilities Department to obtain operating pressures, to properly design any extensions to the
system.
C. Alignment and Layout of Mains
Water mains must be located per Engineering Standards 6010, 6110 and 6140.
Minimum clearance between mains and street surface must be 3 feet.
Minimum clearance between recycled water mains and street surface must be 5 feet.
Clearance between waterlines and other fluid pipelines must comply with California Code of Regulations Title 22,
Division 4, Chapter 16, Article 4, section 64572; Installations in existing developed areas must comply with current
State guidance memorandums on separation.
D. Valves
The distribution system must be equipped with enough valves so that no single shutdown will result in shutting
down a main, or necessitate the removal from service of a length of pipe greater than 500-feet. Valves must not
be in gutters, spandrels or cross-gutters, and shall have 6” clearance between lip of gutter and the outside
concrete collar when the valve is in asphalt pavement. Existing valves must be relocated as necessary.
E. Hydrants
Fire hydrants must be installed per the City Fire Code and to the satisfaction of the Fire Marshal and Engineer.
Fire hydrant location and service sizing must meet the requirements of the City Fire Department’s Developers Guide
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On mains of 12 inches and larger, fire hydrant location and spacing must allow, whenever possible, for the placement
of a fire hydrant instead of a blow-off assembly at low points and at the ends of water mains, as appropriate.
F. Service Lines
Water service must include all facilities necessary for the transmission of water from the nearest point of adequate
supply to a meter vault at the front of each lot. For condominium projects, a separate meter vault must be
provided for each condominium unit at the street frontage or as approved by the Engineer. Pumping and storage
equipment to provide sufficient volume and duration of flow of water must be provided. The design and location
of the water system serving the proposed subdivision must be provided to the satisfaction of the Engineer and
Utilities Director. Water services may not be required to lots which will be in perpetual open space and will not
require irrigation or fire suppression.
All new services must be 1, 2 or 4 inches and larger. All new services 4 inches and larger shall comply with Engineering
Standard 6250.
Size of water services must be based on California Plumbing Code (CPC), and adequate for maximum density allowable
on each specific lot. Meters must not be larger than service line and must be reasonably sized to maintain flow
velocities within the manufacturer’s recommended operating range. In general, the operating range must result in a
95% to 100% meter reading accuracy during average and maximum day demands.
New water services must be installed perpendicular to water main, and must have a minimum of 18” between service
points.
New irrigation services must connect to the recycled water system if the project site is within 500-ft from the existing
recycled water main and within the masterplan service area. Financing of the mainline extension must be performed
by the development and will be eligible for reimbursement agreements in accordance with the City Municipal Code.
G. Thrust Blocks
Concrete thrust blocks must be installed to properly restrain and protect pipeline, as shown in the Standard
Drawings. Thrust blocks must be installed at all:
1. bends of 22 ½ degrees or more
2. end of plugged mains
3. behind each tee
4. each cross which is valved in such a manner that they can act as a tee
5. back of fire hydrants.
The thrust block must extend from the fitting to undisturbed soil, and must be of such bearing area as to assure
adequate resistance to the force to be encountered per the recommendations of a geotechnical engineer. Prior
to pouring concrete, all fittings must be wrapped in minimum 8-mil polyethylene plastic sheet to protect bolts
from being covered with concrete. In lieu of the above, movement may be prevented using restraining joints,
where thrust blocks are not feasible due to limited space or other reasons, subject to the prior approval of the
City.
H. Valve Anchors
Concrete valve anchors must be provided at all in-line valves. Prior to pouring concrete, all fittings must be
wrapped in plastic to protect bolts from being covered with concrete.
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I. Air and Vacuum Release Valves
Air and vacuum release valves must be installed in the water system at all points where it is indicated that air
pockets may form. The design must be such as to ensure the release of air automatically from the water main,
and mitigation of surge pressures when warranted. All valves must be designed for a minimum of 150 psi operating
pressure. Air and Vacuum release stations must be located in order to provide the minimum lateral clearance
from the travel way.
J. Blowoffs
A blowoff or fire hydrant must be installed in the water system at all dead-ends and low points.
K. Sampling Stations
Sampling stations may be required to be installed when directed by the City.
6.1.3 Cross Connections
A. Backflow Prevention Required
Backflow prevention devices must be installed on all service connections that pose a potential threat to health
and safety of the community. At a minimum, the following service connections must require backflow prevention:
1. Landscape irrigation
2. Medical and health care facilities
3. Areas served by private wells
4. Restaurants and other food-preparation facilities
5. Private fire-protection lines, including fire sprinkler systems
6. Laboratories
7. Commercial and industrial facilities that use water for other than domestic purposes
8. Areas in a Manufacturing zone
9. Sites that are used or plumbed to use gray water systems.
B. Location of Backflow Prevention Devices
Backflow prevention devices must be located as close as practical to the point of connection. In addition, backflow
devices must be located in accordance with Section 7603 of the California Code of Regulations.
C. Ownership and Maintenance
Potable Water Systems: The property owner where any service connection requiring a backflow prevention device
is located, must be responsible for operation and maintenance of the device. The City is not responsible for
operation and maintenance of these devices.
Recycled Water Systems: The Applicant must develop, implement and provide the City an Operations and
Maintenance Plan and Maintenance Agreements that clearly establish responsibility for all Recycled Water
Irrigation Systems for projects subject to those performance requirements as listed in the Procedures for Recycled
Water Use Manual.
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7. Wastewater
7.1 Design Standards
7.1.1 Quantity of Flow
Design flow criteria are summarized as follows (for newly constructed mains only – the Utilities Department will
provide data for older mains):
Domestic Sewage Generation Factors
Average dry-weather flow (ADWF):
Single Family Residential 150 gpd/EDU
Multi-Family Residential 105 gpd/EDU
Industrial / Manufacturing 54 gpd/k-sqft gross floor area
Business Park 54 gpd/k-sqft gross floor area
Commercial 60 gpd/k-sqft gross floor area
Motel / Hotel 70 gpd/room
Peak dry-weather flow (PDWF): ADWF x Peaking Factor
Reductions in peak flows occur because of storage in the system and diversification of development. The following
peaking factor must be used to obtain peak dry-weather flows:
Residential Peaking Factor = 2.6*(Q^-0.10)
Where Q is the cumulative average dry weather flow in the conveyance system calculated in million gallons per day
(MGD). Example: PF=2.6*(5.4MGD^-0.10) equals a peaking factor of 2.19.
Curves may be permitted if pipe deflection is limited to manufacturer's recommendations, with a minimum radius of
100 feet, and the curves are only in one plane (either horizontal or vertical) between adjacent manholes. Sewer mains
and laterals must be located as shown in Engineering Standards 6010, 6110, 6140 and 6810.
Clearance between waterlines and other fluid pipelines must comply with California Code of Regulations Title 22,
Division 4, Chapter 16, Article 4, section 64572, Installations in existing developed areas must comply with current
State guidance memorandums on separation.
7.1.2 Manholes
Manholes may not be spaced further than 400 feet apart. Upstream ends of sewer mains must terminate at manholes.
Coatings will be required for drop manholes and other locations where gases are expected to accumulate. Drop
manholes must be installed where invert transitions are greater than 30 inches.
All inlets must be designed and installed such that the top of pipe elevations match. Where pipelines transition flows
within the manhole more than 45 degrees, the flowline of the pipe flowing into the manhole must be a minimum of
0.10-foot above the flowline of the pipe flowing out from the manhole, or an amount necessary to match the top of
pipe and hydraulic grade line, whichever is greater.
All manholes must be constructed with precast bases as shown in Engineering Standards 6610 and 6620. Manholes
must be 4 feet in diameter unless the size and/or number of inlet(s) and outlet(s) warrant the use of a 5-foot diameter
manhole. Brick or block manholes will not be allowed. Cast-in-place manholes may be allowed under special
circumstances where it is not feasible to construct pre-cast manholes.
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Concentric cones must be used. Eccentric cones may be used only in special cases, and only with approval of the City
Utilities Department. Steps will not be allowed in manholes. Manholes must be watertight and pass vacuum test
requirements.
Manholes may not be located at the centerline of intersections.
Where two or more lines enter a manhole, sufficient elevation difference must be provided in the trough elevations,
whenever possible, to prevent the smaller of the lines from being surcharged by the larger line(s) under normal
operating conditions. Top of smaller pipe must be no lower than top of larger pipe(s).
7.1.3 Pipe
A. General
Sewer main size must be determined by designing for flowing half-full, considering the flow generated by the
development, the ultimate upstream development, and existing infiltration. New sewer systems shall be provided
with pipe materials that eliminate infiltration and reduce the potential for root intrusion.
Minimum sewer main size is 8-inches diameter; except a 6-inch minimum size main may be allowed for the last run
which ends in a manhole and cannot be later extended to serve other properties. Laterals must be sized to be
adequate (4 inch minimum) for maximum allowable density on each specific lot.
Pipe material must be fused HDPE unless otherwise required for special conditions such as bridge crossings.
B. Laterals
Sanitary sewer laterals must be stubbed to the front property line of each lot. All facilities for the transmission of
sewage from each of the lots to the nearest adequate point of connection to the City’s sewer system must be
installed as acceptable to the Engineer. Sewer services are not required for lots which will be in perpetual open
space use. The requirement for a sewer lateral may be waived upon a finding by the City that an alternative waste
disposal system, which will provide a level of protection for public health and natural resources at least equivalent
to public sewer, will be installed and maintained.
Sewer laterals must have backwater valves installed whenever the flood level rim of the lowest fixture in the building
(including basements) is less than adjacent upper or lower manhole, whichever controls, as determined by the
Engineer. See municipal code section 13.08.390.
New developments planning to re-use an existing lateral shall provide CCTV inspection to confirm the integrity of the
pipe preventing infiltration and root intrusion. CCTV requirements listed in the engineering specifications must be
used in the video recording and reporting of the lateral condition.
C. Slope and Alignment
Sewer main slopes must be sufficient to provide a minimum velocity of 2 feet per second based on the peak dry-
weather flow conveyed in the pipe. Grades must be designed from manhole outlets to inlets. Design velocities for
sanitary sewers must not exceed 10 fps at peak flow, and must remain in a sub-critical flow.
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Minimum Slope for Sanitary Sewer
Diameter Slope (%)
6 inch 0.50%
8 inch 0.35%
10 inch 0.25%
12 inch 0.20%
15 inch 0.15%
18 inch 0.12%
Lateral 2.00%
Sewer mains and laterals must be designed to be usable by each lot without the need for an ejector pump. Exceptions
may be granted on a case-by-case basis by the Engineer. Sewer main depth must accommodate all lateral connections
and allow a 12-inch minimum vertical clearance between laterals and other utility conduits.
Sewerage systems must be designed to have a minimum of curvature, both horizontal and vertical. Whenever
possible, sewer lines must be laid out in a straight line between structures. Curved sewer lines will be allowed only
under the following conditions:
1. All curve data must be shown on the plans.
2. Minimum radius of curvature must be as recommended by the pipe manufacturer and approved by the
City.
3. No deflections may be made at the pipe joints.
D. Sewer Lines Within Easements
All sewers must be located within a dedicated city street or alley or within a recorded easement. Sewer main and
manholes not within a street of paved drive must be within an all-weather dust free access road at least 12 feet wide
and must provide access to all manholes for maintenance with truck-mounted equipment. The access road grade
must not exceed 20 percent, and a truck turn-around may be required. When required due to terrain or depth of
sewer line the required easement width must be increased. All easements must include right of ingress and egress
over adjoining property for maintenance, replacement and operation.
8. Dry Utilities
8.1 Design Standards
8.1.1 General Provisions
A. Improvements Required
Subdivision improvements include:
1. Electrical
2. Telephone
3. Gas
4. cable television.
Other public improvements, as defined in this document, must include utility improvements where required by
conditions of approval or as determined necessary by the City.
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B. Plan Requirements
The intent of these requirements is that sufficient utility detail be shown to permit the City, or other appropriate
agency, to locate all utilities when maintenance to the roads and other utilities in the public right-of-way or
easements becomes necessary. The plans must show the following utility information as a minimum:
1. Show all utilities in detail on the typical street sections. Include trench dimensions, depth, number of lines,
and description of lines (line material, size, etc.)
2. Show complete utility layout. Include line location, road crossings, junction boxes, manholes, service
connections or stubouts, etc.
3. The following note must be placed on utility improvement plans:
“All wire and gas utility connections, distribution lines, and service locations shown on these plans
are for information only and should not be considered final design. Utility purveyors may need to
alter their design from what is depicted herein based upon future design modifications or during
construction. This may result in additional redesign costs or charges to the owner for this work.
No revisions to what is depicted herein may be constructed without the prior approval of the City.
No above-ground facilities may be located where they block the accessible path of travel or
intersection or driveway sight distance.
Prior to final project acceptance it will be the owner’s responsibility to verify final utility alignments
and ensure that adequate easements for such facilities are provided”
C. Underground Installation Required
All new and remodeled buildings must have service supplied by underground facilities in compliance with the
City’s Municipal Code section 13.12.
D. Service Extensions Required
All utilities must be installed with service laterals to serve all new lots being created in any subdivision project.
E. Acceptance by Utility
Utility improvements will not be accepted as complete by the City, until written correspondence has been received
from each utility providing service to the subdivision, indicating that their respective facilities are completed to
their satisfaction and “ready for service,” or that sufficient financial arrangements have been made to assure
same.
9. Survey
9.1 Street Monuments
Street monuments must be set to reference street centerlines at all intersections, angle points, beginning and ending
of curves, radius point of cul-de-sacs, and at tract boundary as required by the Engineer.
Monuments may not be set further than 500 feet apart along centerlines, and must be shown on the parcel or final
map.
Monuments must be constructed and set per Engineering Standard 9020.
Set permanent monuments at angle, curve points, and intersections of street centerlines.
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Any monument that is disturbed or destroyed must be replaced and corner record filed with County of San Luis
Obispo.
Set monuments in streets in compliance with Engineering Standard 9020.
9.2 Tract Boundary Monuments
Tract boundary monuments must be set to reference tract boundary lines at all angle points, beginning and ending of
curves, and intersections with street right-of-way lines.
Provide survey monuments for all parcels contained within map.
Tract boundary monuments must be set no further apart than 500 feet along boundary lines, and must be shown on
the parcel or final map.
Tract boundary monuments must be constructed of iron pipe, no smaller than 1.5 inches in diameter, no shorter than
30 inches in length, capped and stamped with either the land surveyor's or registered engineer's number, and
indicated by a marker stake extending above the ground surface.
9.3 Lot Stakes
Lot stakes must be set to reference lot lines at all angle points, and beginning and ending of curves, except where said
point is to be set with a tract boundary monument.
Lot stakes must be constructed of ¾ inch plugged galvanized pipe at least 18 inches in length, or a #5 rebar with plastic
cap. If a lot corner falls on concrete or rock, the corner must be set with a lead plug. All corners must be tagged or
marked with either the land surveyor's or registered engineer's number.
All lot stakes must be set at ground surface, with white marker stakes located immediately adjacent. Offset staking or
alternative staking will not be allowed without prior approval of the Engineer.
9.4 Vertical Control (Benchmarks)
Points of known elevation must be set at approximately every 1000 to 1200 feet horizontally in new street systems,
minimum of one point.
Points are to be set in curbs or other concrete facilities near street corners or ends of cul-de-sacs, where they can be
easily located by description. A nail and tag or copper disc, or brass cap labeled “Benchmark” with the surveyor’s
license number, is to be set in the concrete.
Provide record showing the location, elevation, and elevation basis to the Engineer for inclusion in the City’s published
Benchmarks.
10. Landscaping and Irrigation
10.1 General
Landscaping and Irrigation must conform to the provisions in Section 17.87 of the City Municipal Code and
Engineering Standards. The provisions of the Engineering Standards apply to the following landscape projects:
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1. New residential, commercial, institutional and multi-family development projects with an aggregate
landscape area equal to or greater than 500 square feet subject to a building permit or development
review.
2. Rehabilitated landscapes for residential, institutional, commercial and multi-family development
projects with a landscape area equal to or greater than 2,500 square feet which are otherwise subject to
a building permit or development review.
10.2 Submittals
10.2.1 Development Review
For projects that require development review (tentative parcel map, tentative tract, development plan or
conditional use permit), project applicants must submit the following documentation:
1. A completed Maximum Applied Water Allowance (MAWA) for the conceptual landscape design. The
MAWA estimate will be used as a maximum allowance for the project’s building permit application.
2. A conceptual landscape design plan which demonstrates that the landscape will meet the landscape
design specifications of the City Engineering Standards Uniform Design Criteria for Landscaping and
Irrigation.
3. A conceptual irrigation design plan which notes the irrigation methods and design actions that will be
employed to meet the irrigation specifications of the City Engineering Standards Uniform Design Criteria
for Landscaping and Irrigation.
4. A grading plan which demonstrates the landscape will meet the specifications of the City Engineering
Standards Uniform Design Criteria for Landscaping and Irrigation.
10.2.2 Building Application
Prior to the issuance of a building permit, project applicants must submit the following:
1. A completed Maximum Applied Water Allowance (MAWA) form based on the final landscape design plan.
MAWA calculator is available at:
www.slocity.org/government/department-directory/utilities-department/documents-and-files
2. A final landscape design plan that includes all the criteria required in the City Engineering Standards
Uniform Design Criteria for Landscaping and Irrigation.
3. A final irrigation plan that includes all the criteria required in the City Engineering Standards Uniform
Design Criteria for Landscaping and Irrigation.
4. A soils management report that includes at a minimum the criteria required in the City Engineering
Standards Uniform Design Criteria for Landscaping and Irrigation.
5. A final grading plan that includes all the criteria required in the City Engineering Standards Uniform
Design Criteria for Landscaping and Irrigation.
6. A hydrozone table with a summary of Estimated Total Water Use (ETWU) and the corresponding
irrigation window. ETWU calculator is available at:
www.slocity.org/government/department-directory/utilities-department/documents-and-files
7. Plans must comply with City Engineering Drafting Guidelines included in appendix.
10.2.3 Project Completion
Upon completion of the installation of the landscape and irrigation system and prior to the issuance of the
Certificate of Occupancy, the project applicant must submit the following:
15. A Certification of Completion (Form RD-100) signed by the professional of record for the landscape and
irrigation design certifying that the project was installed per the City approved landscape design, irrigation
and grading plans and meets or exceeds an average landscape irrigation efficiency of 0.75. The City
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reserves the right to inspect and audit any irrigation system which has received an approval through the
provisions of this chapter.
www.slocity.org/government/department-directory/utilities-department/documents-and-files
16. A project applicant must develop and provide to the owner or owner representative and the City an
irrigation schedule that assists in the water management of the project and utilizes the minimum amount
of water required to maintain plant health. Irrigation schedules must meet the criteria in the City
Engineering Standards Uniform Design Criteria for Landscaping and Irrigation.
17. A regular maintenance schedule must be submitted by the project applicant with the Certificate of
Completion that includes: routine inspections, adjustment and repairs to the irrigation system, aerating
and dethatching turf areas, replenishing mulch, fertilizing, pruning and weeding. The maintenance
schedule will be provided to the owner or owner representative.
10.3 Landscaping Design
10.3.1 Water Use
For the efficient use of water, a landscape must be designed and planned for the intended function of the project.
For each landscape project, applicants must submit a landscape design plan in accordance with the following:
1. Any combination of plant materials that do not exceed the Maximum Applied Water Allowance (MAWA).
The method to calculate the Maximum Applied Water Allowance and Estimated Total Water Use (ETWU)
must be in accordance with the MAWA calculator.
www.slocity.org/government/department-directory/utilities-department/documents-and-files
2. Plant factors used to calculate the MAWA must be derived from the most recent edition of the
Department of Water Resources “Water Use Classification of Landscape Species (WUCOLS)”.
3. Each hydrozone must have plant materials with similar water requirements and be identified as low,
moderate or high water use on the plans.
4. Plants must be selected and planted appropriately based upon their adaptability to the climatic, soil, and
topographical conditions of the project site, and water attributes.
5. Turf is not allowed on slopes greater than 25% (1-foot rise for every 4 feet of horizontal distance) where
the toe of the slope is adjacent to an impermeable hardscape.
6. Turf must not be used in areas less than 8 feet by 8 feet in size, irregularly shaped areas, street medians,
traffic islands, planter strips, bulbouts of any size or raised beds for maximum water efficiency and ease
of maintenance.
7. Low and moderate water-use plants can be mixed, but the entire hydrozone will be classified as
moderate water use for MAWA calculations.
8. High water-use plants must not be mixed in the same hydrozone with low or moderate water-use plants.
9. New trees must be clear from sewer and water services per engineering specifications.
10. Invasive plants as listed by the Cal-IPC are prohibited.
11. High use plants, characterized by a plant factor of 0.7 to 1.0, are prohibited in street medians.
12. Recirculating water systems must be used for water features.
13. The surface area of water features, including swimming pools, will be included in a high water-use
hydrozone.
14. A landscape design plan for projects in fire-prone areas must address fire safety and prevention. A
defensible space or zone around a building or structure is required per Public Resources Code Section
4219 (a) and (b). Avoid fire-prone plant materials and highly flammable mulches.
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10.3.2 Irrigation Plan
The irrigation system and its related components must be planned and designed to allow for proper installation,
management, and maintenance. Project applicants must submit an irrigation design plan that is designed and
installed to meet irrigation efficiency criteria:
1. Landscape water meters must be installed for all non-residential irrigated landscapes of 1,000 square
feet or more.
2. Soil types and infiltration rates must be considered when designing irrigation systems. All irrigation
systems must be designed to avoid runoff, low-head drainage, overspray, or other similar conditions
where water flows onto adjacent property, non-irrigated areas, walks, roadways, or structures.
3. Proper irrigation equipment and schedules, including features such as repeat cycles, must be used to
closely match application rates to infiltration rates, to minimize or eliminate runoff.
4. Overhead irrigation spray (using manufacturer specified throw distances) is not be permitted within 24
inches of any non-pervious surface, to prevent runoff and overspray. Allowable irrigation within the
setback from non-pervious surfaces may include drip, drip line, or other low flow or non-spray
technology. These restrictions may be modified if the adjacent non-pervious surfaces are designed and
constructed to drain entirely to landscaping.
5. Irrigation systems must be designed, maintained, and managed using such techniques as low-
precipitation heads, drip irrigation, moisture sensors, check valves, matched precipitation rates of
sprinkler heads and other emission devices, and other water-conserving techniques where appropriate.
6. Each valve must irrigate a hydrozone with similar site, slope, sun exposure, soil conditions, and plant
materials with similar water use. A single valve must not irrigate hydrozones that mix high water-use
plants with moderate or low water-use plants.
7. Irrigation systems must be designed, maintained, and managed to meet or exceed an average landscape
irrigation efficiency of 0.75 where irrigation efficiency means the measurement of the amount of water
beneficially used divided by the amount of water applied. Irrigation efficiency is derived from
measurements and estimates of irrigation system characteristics and management practices.
8. Rain sensors, either integral or auxiliary, that suspend or alter irrigation operation during rainy weather
conditions is required on all irrigation systems.
9. Head-to-head coverage is required unless otherwise directed by the manufacturer’s specifications.
10. Low volume irrigation is required where plant height at maturity will affect the uniformity of an overhead
system.
11. The irrigation system must be designed to ensure that the dynamic pressure at each emission device is
within the manufacturer’s recommended pressure range for optimal performance.
12. Manual shut-off valves (such as a gate valve, ball valve, or butterfly valve) is required, as close as possible
to the point of connection of the water supply, to minimize water loss in case of an emergency (such as
a main line break) or routine repair.
13. Automatic irrigation controllers utilizing either evapotranspiration or soil moisture sensor data is
required for irrigation scheduling in irrigation systems for applicable projects in section 17.87.020 (A) (1)
of the Municipal Code.
14. If the project is within the Recycled Water Master Plan area, the irrigation system must be designed and
operated consistent with recycled water standards described in the City’s Procedures for Recycled Water
Use, including the requirement that sites utilizing recycled water include backflow protection on all
potable service connections.
15. For City facilities, if the project is within the Recycled Water Master Plan area, drip irrigation and small
pop-up sprayers may not be used in the irrigation system unless authorized by the Parks Maintenance
Supervisor.
16. For City facilities, pull box spacing must not exceed 200’, and conduit fill must not exceed 26%.
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17. For City facilities, irrigation boxes must be placed in landscaped areas whenever possible. If irrigation
boxes are set in hardscape areas, they must be concrete boxes. The boxes must be traffic rated if the
area is open to public traffic or used by maintenance vehicles. Irrigation boxes in playing fields must be
buried 4 inches below grade.
18. All irrigation emission devices must meet the requirements set in the American National Standards
Institute (ANSI) standards, American society of Agricultural and biological Engineers/International code
Council’s (ASABE/ICC) 802-2014 “Landscape Irrigation Sprinkler and Emitter Standard. All sprinkler heads
installed in the landscape must document a distribution uniformity low quarter of 0.65 or high using the
protocol defined in ASABE/ICC 802-2014.
10.3.3 Soils Management Report
To reduce runoff and encourage healthy plant growth, soil amendment, mulching and soil conditioning
recommendations must be prepared by a licensed landscape architect, licensed landscape contractor, licensed
civil engineer or licensed architect. Prior to planting of any materials, compacted soils must be transformed to a
friable condition.
1. If the characteristics of the project’s soil are known, the minimum requirements of the report must include
the following:
2. A minimum of 6 inches of non-mechanically compacted soil must be available for water absorption and
root growth in the planted areas.
3. For landscape installations, compost at a rate of minimum of cubic yards per 1,000 square feet of
permeable area must be incorporated to the depth of six inches into the soil. Soils with greater than 6%
organic matter in the top six inches of soil are exempt from this requirement.
4. A minimum of 3 inches of mulch must be applied on all exposed soil surfaces of planting areas except in
turf areas, creeping or rooting groundcovers or direct seeding applications. Plant mulch must be shredded
redwood bark unless otherwise approved by the Engineer.
5. If the characteristics of the project’s soil are unknown, the project applicant must submit soil samples to
a laboratory for analysis and recommendations.
6. Soil sampling must be conducted in accordance with laboratory protocol, including protocols regarding
adequate sampling depth for the intended plants.
7. The soil analysis may include: soil texture; infiltration rate determined by laboratory test or soil texture
infiltration rate table; pH; total soluble salts; sodium; percent organic matter; and recommendations.
8. The soil analysis report must be made available, in a timely manner, to the professionals preparing the
landscape design plans and irrigation design plans to make any necessary adjustments to the design plans.
9. The project applicant must submit documentation verifying implementation of soil analysis report
recommendations to the City with Certificate of Completion.
10.3.4 Grading Plan
For the efficient use of water, grading of a project site must be designed to minimize soil erosion, runoff, and
water waste.
1. The project applicant must submit a landscape grading plan that indicates finished configurations and
elevations of the landscape area including:
2. Height of graded slopes;
3. Drainage patterns;
4. Pad elevations;
5. Finish grade; and
6. Stormwater retention improvements, if applicable.
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7. To prevent excessive erosion and runoff, grading must comply with the following to the maximum extent
practicable:
8. Grade so that all irrigation and normal rainfall remains within property lines and does not drain onto non-
permeable hardscapes;
9. Avoid disruption of natural drainage patterns and undisturbed soil;
10. Avoid soil compaction in landscape areas; and
11. Preserve natural drainage channels.
10.4 Miscellaneous City Facility Provisions:
10.4.1 Irrigation System Operational Requirements
Design must ensure areas of turf are not under watered, relative to the rest of the turf, resulting in brown patches.
The designer may review the irrigation installation and make recommendations for corrective action on the part
of the installer; however, if the system cannot, despite proper installation and adjustment of the irrigation, be
operated to provide proper coverage, the designer must redesign and direct revised installation at his/her cost
until the system can be shown to operate properly via an audit and empirical data. All irrigation wiring must be
conventional. No 2-wire systems will be approved. Different color pilot wires must be used for each valve.
10.4.2 Hardscape
Walkways and pads for appurtenances in parks must be concrete or pervious concrete built in accordance with
City Standards for sidewalk construction and graded to prevent water from ponding on the walkway or pad. Unless
variances are justified and approved by the Engineer, walkways must meet current ADA accessibility
requirements.
Pads in sod areas, such as picnic table pads, must be round, oval or have rounded edges to allow mowing without
damage to mow blades and pads.
Skateboard prevention devices will be required on raised hardscape where directed by the Engineer.
10.4.3 Median islands
Median island noses must have a 5-foot section of standard sidewalk concrete at intersections as a pedestrian
refuge. Island noses should not extend into intersection crosswalk areas. Island areas 4 feet or less must be
hardscaped. All hardscaped surfaces within median islands, except for pedestrian areas, must be decorative.
Median island irrigation systems must be sized to planned street island build-out (multi-island plans), including
mainline sizing, water and control connections, and control systems configuration and capacity. Include safety
band around perimeter of all planted medians, minimum of 18 inches from back of curb.
Median islands, including traffic circles, and center cul-de-sac landscaping may be used for infiltration of
stormwater where suited to the site conditions. Design must be such as to prevent damage to adjacent roadway
sections from infiltration, to the satisfaction of the Engineer.
10.4.4 Playgrounds and Miscellaneous areas
An engineered wood surfacing, meeting accessibility requirements, must be used under play equipment.
Alternative surfaces must be submitted to the Engineer for review and approval.
Benches and picnic tables must be of a low maintenance material such as rubber coated steel. No wood is allowed.
Alternative materials must be submitted to the Engineer for review and approval.
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STANDARD CURRENT AS OF: NOVEMBER 2025
Unless otherwise approved or specified, park tables shall be as follows.
1. High quality aluminum with no required maintenance.
2. Table frames shall be constructed of mill finish aluminum 2" x 2" x 1/8" square tube design.
3. All planking shall be 6063-T6.
4. Tabletop shall be three (3) 2' x 10' planks, and each seat plank shall be 2' x 10'.
Table shall be a one-piece wielded walk-through design with plank ends fitted with heavy duty channel end caps.
All connecting hardware shall be hot dipped galvanized. All planking shall be 104-R1 anodized finish. Where
required, ADA tables shall follow the above requirements and have a 2' overhand on one side.
10.4.5 Parks and City Open Space or Publicly Maintained Areas
Any new or redeveloped parks and City open space or publicly maintained areas, pathways and trails must install
dog bag waste dispensers unless otherwise approved by the Engineer. If area requires dog bag waste dispenser
they must be MittN Bag Dispenser (SKU:ZW919-GRN) SIZE: 18” l x 11” w x 5” d, or approved equal.
10.4.6 System Pressure
Where an existing meter or irrigation system is present, the designer must obtain the current line pressure to use
in design. Where no existing system exists, the City of San Luis Obispo Utilities Department must be contacted to
determine approximate existing system pressures.
For systems that will be temporarily connected to the potable water system and eventually connected to the
recycled water system, or for areas that may be set up to use both systems, the designer must consider the
pressure in both systems and design the irrigation system so that it will work with either pressure.
The designer must contact the responsible maintenance division for the landscaped area (City of San Luis Obispo
Public Works for City projects or areas to be dedicated) to determine the watering window to be used for the
area. The designer must use that window in determining the number of valves turned on at any given time and
the resulting load on the system. Calculations of system capacities and any assumptions made about the system
must be submitted for review and approval. Calculations submitted must clearly show an accounting for system
losses and concurrent loading to prevent under-sizing of the system. Where systems do not operate as needed to
provide even distribution of water, including problems resulting from an undersized service, the designer will be
responsible to provide any needed redesign and to pay for necessary field corrections.
The irrigation design must include a pressure reducer or booster pump to be installed, if needed, based on the
actual pressure in the new irrigation system. System must be designed for maximum efficiency.
10.4.7 Controller
Irrigation controller shall be a Calsense Conventionally Wired Controller CS3000 in a stainless steel pedestal
enclosure with cellular communications, a cellular stubby antenna, flow meter, and 5 years of communication
service with Calsense (CS3 - XX [number of stations] - S - GR - GR STUBBY - FM - [size] - COMM-5YR). Number of
stations and flow meter size shall be designed specific to each project. Systems are to be designed to current City
Standards for Controller equipment where an irrigated area is City owned or to be dedicated. If control is to be
via phone line, the designer must coordinate with the City’s telephone system representative or City project
manager to arrange for hook up.
DEC 2025
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UNIFORM DESIGN CRITERIA
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STANDARD CURRENT AS OF: NOVEMBER 2025
10.4.8 Trash Enclosure
The design and construction of trash enclosures must adhere to SLOMC 17.70.200 and 8.05.020 and comply with
Senate Bill 1383 (SB 1383), Assembly Bill 341 (AB 341) and Assembly Bill 1826 (AB 1826). Visit the link below to
the City of San Luis Obispo's Utilities Department for reference documents.
https://www.slocity.org/government/department-directory/utilities-department/documents-and-files
11. Subdivision Design Criteria and Improvement Standards
11.1 General requirement
The design criteria for subdivisions and required physical improvements must be in compliance with the City’s
grading ordinance, zoning regulations, subdivision standards, City Standard Specifications and Engineering
Standards and other applicable regulations.
11.2 Improvements
Improvement work, including grading, must not commence until plans for all such work have been approved and
permitted by the City, including required stormwater related plans and submittals. Improvements to be installed
by the subdivider, in accordance with these standards, include the following:
1. The full width of each street must be improved by grading, base preparation, and paving. If a street
constitutes a boundary of the subdivision or connects the subdivision with the rest of the City’s street
system, even though it is not within the area to be subdivided, the full width of the roadway must be
improved. The City may, depending on individual circumstances, require full right-of-way improvements,
including curb, gutter, and sidewalk, on the side opposite the subdivision.
2. Streets must include any required curb, gutter, sidewalk, driveway ramps, curb ramps and associated
landscaping (street trees, parkway, and medians) along both sides. Alternative pedestrian walkways and
bikeways must be concrete or other accessible surface material approved by the City.
3. The subdivider must complete any railroad crossing necessary for the subdivision, including application to
the California Public Utilities Commission.
4. Separate paths or bicycle / pedestrian areas may be required.
5. Bus stops and benches must be provided where the subdivision abuts existing or planned City bus routes
and a stop is required for the use of the neighborhood.
6. Durable boundary monuments must be installed and shown on the final map.
7. Street trees must be provided as required by the tree regulations, as set forth in Chapter 12.24 of the
City’s Municipal Code.
8. Street name signs, traffic control, and warning signs must be installed. Traffic signals and traffic signal
control conduits may be required by the Engineer.
9. Utilities to be installed by the subdivider must include those listed in this standard. The development of
these facilities may require financial contribution for previous improvements to the systems, as provided
in Chapter 13.04 of the City’s Municipal Code, in the most recent council resolution on utility connection
charges, or in any agreement affecting a particular portion of a system. All new utility distribution facilities
must be placed underground, except accessory facilities such as terminal boxes, meter cabinets, and
transformers may be installed aboveground. The subdivider must make all necessary arrangements with
the utility companies for the following facilities:
a. A water system for domestic service and fire protection provided to each lot of the proposed
subdivision or, for condominium projects, to each condominium unit
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STANDARD CURRENT AS OF: NOVEMBER 2025
b. Where identified as a recycled water service area in the Recycled Water Master Plan, recycled
water lines installed to serve those areas
c. A sewer system for domestic use provided to each lot of the proposed subdivision
d. Stormwater management and drainage, water quality, erosion and flood control facilities
e. Street lights and signals
f. Electric power, gas, cable, and telephone services stubbed to each lot or, for condominium
projects, to each condominium unit; and all facilities to distribute such services provided per the
requirements of the responsible utility companies
10. All new utility distribution facilities must be placed underground, except accessory facilities such as
terminal boxes, meter cabinets, and transformers may be installed aboveground. The subdivider must
make all necessary arrangements with the utility companies for these facilities.
11. The subdivider must carry out protective measures as required by the City to assure the proper
functioning and maintenance of other required improvements and properties adjacent to the subdivision.
Temporary protective improvements may be required prior to or concurrent with the construction of
permanent improvements.
11.3 Lot Design
11.3.1 Multiple frontages
Single-family residential lots with frontage on more than one street are discouraged, except for corner lots or
where topography makes a single frontage impractical. The City may require the release of access rights on one
frontage which must be noted on the parcel or final map.
11.3.2 Lot lines
Lot lines should be at the top of slope banks.
Side lot lines should be perpendicular to the street on straight streets, or radial to the street on curved streets,
unless another angle would provide better building orientation as documented in the submittal.
On corner lots, the lot lines adjacent to streets must be rounded with a radius adequate to provide for street
improvements.
11.3.3 Flag lots (deep lot subdivision)
Flag lots may be approved for subdividing deep lots where development would not be feasible with the installation
of a standard street, either alone or in conjunction with neighboring properties, or where justified by
topographical conditions. Such subdivision must conform to Subdivision Regulations, Section 16.18.060 of the
Municipal Code.
12. Construction of Private Development Projects
The section generally describes the requirements and responsibilities for all construction and maintenance
projects that occur within the right-of-way. However, the following format and procedure are unique to
improvements associated with private development projects within the right-of-way.
DEC 2025
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UNIFORM DESIGN CRITERIA
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STANDARD CURRENT AS OF: NOVEMBER 2025
12.1 Before Construction
12.1.1 Pre-Construction Conference
A Pre-Construction Conference is required prior to commencing the work shown on the approved improvement
plans. The Engineer of Record must arrange this, and notify the City. The conference agenda will typically review
the following items, as appropriate:
1. Contact information
2. Construction Schedule
3. Potential Utility conflicts
4. Typical and Special Inspection requirements
5. Unique project safety requirements including:
a. trench safety
b. confined space safety
c. Work Zone Safety
6. Traffic Control and accessibility
7. Environmental site constraints
8. Regulatory permit requirements
9. Storm water control and requirements
10. Accommodation and coordination with project neighbors
11. Any unique projects constraints
The conference must include the following attendees, as appropriate:
1. The Developer
2. The Engineer of Record
3. The Contractor
4. The Soils Engineer
5. Representatives of the affected utility providers
6. Representatives of the permitting agencies
7. Representatives of City
8. At least five working day advanced notice of the time and location of the conference must be provided to
the City.
12.1.2 Contractor’s Requirements
Contractors and subcontractors performing the work under these Standards must possess a valid State license to
perform such work. The Contractor or his/her duly authorized representative must be available on the job site
during the time when any work is in progress.
A. Trench Safety
All work must be performed in accordance with the requirements of the State of California Department of
Industrial Relations. The Contractor must conform to the permit requirements of the Division of Industrial Safety
and must obtain any necessary trenching permit directly from the Department of Industrial Relations. The
Contractor’s attention is directed to the provisions of Section 6705 of the Labor Code concerning trench
excavation safety plans. Excavation for any trench 5-feet or more in depth must not begin until the Contractor has
obtained a trenching permit from the California Department of Industrial Relations.
DEC 2025
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UNIFORM DESIGN CRITERIA
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STANDARD CURRENT AS OF: NOVEMBER 2025
B. Agency Permits
All needed regulatory permits must be obtained by the developer prior to starting any work covered by or
impacted by those permit(s). The developer must keep these permits current. Copies of the permit documentation
must be kept on site for review by the City. Issuance of an encroachment permit or other permits by the City does
not relieve the developer from obtaining these permits.
C. Encroachment Permit
After approval of the improvement plans and prior to starting any work within the City right-of-way, the Developer
must obtain an encroachment permit from the City. Copies of the encroachment permit must be kept on site for
review by the City or other agency representatives.
12.2 During Construction
12.2.1 Inspection by Engineer of Record
The Engineer of Record has is responsibility for inspection during the construction of all improvements that are
regulated by these Standards. The Engineer of Record, at a minimum, must inspect the following milestones during
construction, and provide a written inspection report to the City:
1. Concrete form work
2. Hot Mix Asphalt paving operations
3. Initiating the placement of the roadway base course
4. Substantial completion of roadway base placement and compaction
5. Substantial completion of roadway subgrade excavation/fill placement
6. Trench bedding and compaction
Other required inspections may be determined necessary by the City.
12.2.2 Workplace and Worksite Conduct
1. It is expected that developers and their contractors will promote a businesslike workplace (including work
sites) that assures courteous treatment for workers, fellow contractors, City employees, and the public.
Harassment or discrimination based on race, religion, national origin, marital status, disability, age, sex or
sexual orientation is not to be tolerated.
2. It is expected that the developer and contractors will promote good relations with the neighbors and
public affected by a project. This typically requires regulating construction activity to minimize impacts to
the neighborhood caused by noise, dust, construction debris, and traffic disruption. When access or traffic
will be delayed, advanced notification must be provided to the affected neighbors as well as to local
emergency responders.
3. It is incumbent on the contractor to control the work site and provide a safe working environment.
Contractor must require employees to wear appropriate personal protective equipment while on the
work site.
4. It is incumbent on the contractor to control the work site and ensure all erosion control measures, traffic
control devices are in place and properly maintained. The work site must also be kept in clean and orderly.
12.2.3 Clean Up
During the progress of the work, the Contractor must keep the entire job site in a clean and orderly condition.
Excess or unsuitable backfill material, broken pipe, or other waste material must be removed from the job site.
Spillage resulting from hauling operations along or across existing streets or roads must be removed immediately
DEC 2025
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UNIFORM DESIGN CRITERIA
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STANDARD CURRENT AS OF: NOVEMBER 2025
by the Contractor. All gutters and roadside ditches must be kept clean and free from obstructions. Any deviation
from this practice must have prior approval from the City.
12.3 Project Completion
Once the work on the project site is complete, including:
1. site cleanup,
2. dressing and hydroseeding graded slopes,
3. completion of all utility and drainage facilities
4. removal of temporary traffic control devices from public roads
the Project Engineer may initiate the final processing of the improvements.
12.3.1 Clean Up
Before final acceptance of the work, the Contractor must:
1. carefully clean up the work and premises
2. remove all temporary structures built
3. remove all surplus construction materials and rubbish of all kinds
4. leave the site in a neat condition.
12.3.2 Record Drawings
During the progress of the work, the Engineer of Record must maintain one set of prints of the improvement plans
showing all as-built changes. Each as-built change must be approved by the City before being made. This set must
be available on the job for inspection by the City at any time. Upon completion of the work, the Engineer of Work
must document the as-built changes on the original plans, and return them to the City prior to acceptance of the
project.
12.3.3 Improvements to be Accepted for City Maintenance
For any public improvement which is to be accepted for City maintenance, the Engineer of Record must submit
records of the improvements to be accepted, in AutoCAD and PDF format of all construction drawings.
DEC 2025
SECTION
PLAN
ELEVATION
GUTTER 10% MAX.CROSS1%
MI
N.
1.5% (1% MIN., 2% MAX.)
10% MAX.
R/W
SLOPE *(6" CURB)
4'
(8" CURB)
3'
4'RAMP10' MIN.(SEE NOTES H & I)DRIVEWAY WIDTH
CURB FACE
3'
(8" CURB)
4'
(6" CURB)
CROSS SLOPE 1.5%
(1.0% MIN., 2.0% MAX.)*
DRIVEWAY RAMP
STANDARD
2110
Notes revised SR BL 1-14
add 95% compaction KH MH 1-20
Notes revised KH MH 1-17
GENERAL NOTES:
A. A depression in a new curb and gutter for a driveway will not be permitted unless the ramp and sidewalk extension are constructed also.
B. Slope of ramp is a straight grade from the top of the back of ramp to the top of the lip at the gutter.
C. Concrete shall be Class 3.
D. Dowels at expansion or cold joint with new construction shall be
12" smooth bars, 15" long at 24" O.C., one end shall be sleeved or greased.
E. All ramps and sidewalk shall be reinforced with rebar, #4 @ 24" O.C., continuous both ways. Rebar shall run continuous through cold or
expansion joints.
F. Commercial and industrial driveways ramps serving more than six (6) parking spaces shall be 10' deep (long) unless otherwise approved by
the City Engineer.
G. See Engineering Standard 4110 for notes regarding required pavement removal and repair.
H. If design will not fit within right-of-way, use Engineering Standard 2111, with approval of City Engineer.
I. If right-of-way is more than 10' from curb face, back of sidewalk extension shall not extend beyond 10' from curb face.
ADD'L NOTES FOR MISSION STYLE AREA*:
1. Comply with Section 73-4 of Standard Specification colored concrete.
2. No tile shall be set in mortar prior to approval of tile by City Engineer.
3. Tile band shall terminate as shown on either side of driveway.
* Additional notes for Mission Style shall apply in those areas designated as Mission Style Sidewalk area per City Council Resolution.
TILE FOR MISSION AREA
(SEE NOTES 1-3)
SIDEWALK
REBAR REINF.
(SEE NOTE E)SIDEWALKEXTENSION6' MIN.3"
T
Y
P
.
LIMIT OF REINFORCEMENT
(SEE NOTE E)
RAMP - 6' MIN.6"TYP.VARIESCOLD JOINT6"TYP.4'-0" MIN.
SIDEWALK EXTENSION
10"R/W
1" HIGH LIP6"12"
REBAR (SEE NOTE E)
CLASS 2R AGGREGATE BASE, COMPACTED TO 95%, 6"
MIN. DEPTH UNLESS OTHERWISE SPECIFIED.
2%
M
A
X.CROSSCOLD JOINT OR
EXPANSION JOINTSLOPEBACK OF RAMP
COLD JOINT OR
EXPANSION JOINT
WEAKENED PLANE JOINTCOLD
JO
INT
DOWELS
(SEE NOTE D)
SIDEWALK
GUTTER GRADE
SIDEWALK
CURB FACEWEAKENED PLANE JOINTWEAKENED PLANE JOINTNOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
SECTION
PLAN
ELEVATION
GUTTER 10% MAX.CROSS1% MIN.1.5% (1% MIN., 2% MAX.)
10% MAX.
R/W
SLOPE *(6" CURB)
4'
(8" CURB)
3'3'
(8" CURB)
4'
(6" CURB)
GENERAL NOTES:
A. A depression in a new curb and gutter for a driveway will not be permitted unless the ramp and sidewalk extension are constructed also.
B. Slope of ramp is a straight grade from the top of the back of ramp to the top of the lip at the gutter.
C. Concrete shall be Class 3.
D. Dowels at expansion or cold joint with new construction shall be
12" smooth bars, 15" long at 24" O.C., one end shall be sleeved or
greased.
E. All ramps and sidewalk shall be reinforced with rebar, #4 @ 24" O.C., continuous both ways. Rebar shall run continuous through cold or
expansion joints.
F. Commercial and industrial driveways ramps serving more than six (6) parking spaces shall be 10' deep (long) unless otherwise
approved by the City Engineer.
G. See Engineering Standard 4110 for notes regarding required pavement removal and repair.
H. This design must be approved for use by Engineer.
ADD'L NOTES FOR MISSION STYLE AREA*:
1. Comply with Section 73-4 of Standard Specification colored concrete.
2. No tile shall be set in mortar prior to approval of tile by City Engineer.
3. Tile band shall terminate as shown on either side of driveway.
* Additional notes for Mission Style shall apply in those areas designated as Mission Style Sidewalk area per City Council Resolution.
TILE FOR MISSION AREA
(SEE NOTES 1-3)DRIVEWAY WIDTH
DOWELS
(SEE NOTE D)
REBAR REINF. (SEE NOTE E)6"TYP.CROSS SLOPE 1.5%
(1% MIN., 2% MAX.)*10"4'-0" MIN.
SIDEWALK EXTENSION RAMP - VARIES
6"1" HIGH LIP
12"
REBAR (SEE NOTE E)
CLASS 2R AGGREGATE BASE, COMPACTED TO 95%,
6" MIN. DEPTH UNLESS OTHERWISE SPECIFIED.
DRIVEWAY RAMP
RIGHT-OF-WAYS
LESS THAN 10'
2111
Notes revised KH MH 1-17
add 95% compaction KH MH 1-20
Notes revised SR BL 1-14
GUTTER GRADE
LIMIT OF REINFORCEMENT
(SEE NOTE E)6"TYP.REMODEL PRIVATE DRIVE
TO MATCH DEPRESSED
SIDEWALK
2%
M
A
X
.
7.5%
(8.33% MAX.)8.33%
MAX.COLD JOINT OR
EXPANSION JOINT
INTEGRALSIDEWALK,VARIOUSWIDTHSCOLD JOINT OR
EXPANSION JOINT
4'
M
I
N
.4' MIN.3"
TYP.
DEPRESSED SIDEWALK 2% MAX.COLD JOINTCOLD
JO
IN
T
WEAKENED PLANE JOINTWEAKENED PLANE JOINTWEAKENED PLANE JOINT1%
M
I
N
.
BACK OF RAMP
SIDEWALK
SIDEWALK
CURB FACE
CURB FACE
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
SECTION
PLAN
ELEVATION
GUTTER 10% MAX.1% MIN.1.5% (1% MIN., 2% MAX.)
10% MAX.
3' (6" CURB)
4' (8" CURB)
GENERAL NOTES:
A. A depression in a new curb and gutter for a driveway will not be permitted unless the ramp and sidewalk extension are constructed also.
B. Slope of ramp is a straight grade from the top of the back of ramp to the top of the lip at the gutter.
C. Concrete shall be Class 3; and comply with Section 90 of the Standard Specification.
D. Dowels at expansion or cold joint with new construction shall be
12" smooth bars, 15" long at 24" O.C., one end shall be sleeved or greased.
E. All ramps and sidewalk shall be reinforced with rebar, #4 @ 24" O.C., continuous both ways. Rebar shall run continuous through cold or
expansion joints.
F. Commercial and industrial driveways ramps serving more than six (6) parking spaces shall be 10' deep (long) unless otherwise approved by
the City Engineer.
G. See Engineering Standard 4110 for notes regarding required pavement removal and repair.
H. If design will not fit within right-of-way, use Engineering Standard 2116, if applicable, with approval of City Engineer.
I. If right-of-way is more than 10' from curb face, back of sidewalk extension shall not extend beyond 10' from curb face.
SIDEWALKRAMPSIDEWALKEXTENSION10' MIN. (SEE NOTES H & I)DRIVEWAY WIDTH
GUTTER GRADE 6' MIN.VARIESDOWELS
(SEE NOTE D)
REBAR REINF.
(SEE NOTE E)
LIMIT OF REINFORCEMENT
(SEE NOTE E)6"TYP.CROSS SLOPE 1.5%
(1% MIN., 2% MAX.)*10"4'-0" MIN.
SIDEWALK EXTENSION RAMP - 6' MIN.6"1" HIGH LIP
12"
REBAR (SEE NOTE E)
CLASS 2R AGGREGATE BASE,
COMPACTED TO 95%, 6" MIN. DEPTH
UNLESS OTHERWISE SPECIFIED.
DRIVEWAY RAMP
DETACHED SIDEWALK
STANDARD
2115
Notes revised KH MH 1-17
add 95% compaction KH MH 1-20
Revised Note C SR MH 1-14
COLD JOINT
3" TYP.
PARKWAY
SIDEWALK
R/WR/W
3"
TYP.
COLD JOINT OR
EXPANSION JOINT
2% MAX.BACK OF RAMP
3' (6" CURB)
4' (8" CURB)
CURB FACE
CURB FACE WEAKENED PLANE JOINTWEAKENED PLANE JOINTWEAKENED PLANE JOINTCOLD JOINTNOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
SECTION
GUTTER 10% MAX.1% MIN.1.5% (1% MIN., 2% MAX.)
10% MAX.
4' (8" CURB)
3' (6" CURB)
GENERAL NOTES:
A. A depression in a new curb and gutter for a driveway will not be permitted unless the ramp and sidewalk extension are constructed also.
B. Slope of ramp is a straight grade from the top of the back of ramp to the top of the lip at the gutter.
C. Concrete shall be Class 3; and comply with Section 90 of the Standard Specifications.
D. Dowels at expansion or cold joint with new construction shall be
12" smooth bars, 15" long at 24" O.C., one end shall be sleeved or greased.
E. All ramps and sidewalk shall be reinforced with rebar, #4 @ 24" O.C., continuous both ways. Rebar shall run continuous through cold or
expansion joints.
F. Commercial and industrial driveways ramps serving more than six (6) parking spaces shall be 10' deep (long) unless otherwise approved by
the City Engineer.
G. See Engineering Standard 4110 for notes regarding required pavement removal and repair.
H. This design must be approved for use by City Engineer.RAMPSIDEWALKEXTENSION4' MIN.DRIVEWAY WIDTH
GUTTER GRADE VARIESDOWELS
(SEE NOTE D)
REBAR REINFORCEMENT
(SEE NOTE E)
LIMIT OF REINFORCEMENT
(SEE NOTE E)6"TYP.CROSS SLOPE 1.5%
(1% MIN., 2% MAX.)*10"4'-0" MIN. SIDEWALK RAMP - VARIES
6"1" HIGH LIP
12"
REBAR (SEE NOTE E)
CLASS 2R AGGREGATE BASE,
COMPACTED TO 95%, 6" MIN. DEPTH
UNLESS OTHERWISE SPECIFIED.
DRIVEWAY RAMP
DETACHED SIDEWALK
ROWs LESS THAN 10'
2116
add 95% compaction KH MH 1-20
Update Cross Slope percentagesJDL MH 2-13
Revised Note C SR MH 1-14
PARKWAY
SIDEWALK
6"
TYP.
COLD JOINT OR
EXPANSION JOINT
PLAN
ELEVATION
R/WR/W
REMODEL PRIVATE DRIVE TO
MATCH DEPRESSED SIDEWALK
3"
TYP.2% MAX.8.33%8.33%
MAX.MAX.
DEPRESSED SIDEWALK 2% MAX.BACK OF RAMP
COLD JOINTWEAKENED PLANE JOINTCOLD JOINT
SIDEWALK
CURB FACE
CURB FACE
4' (8" CURB)
3' (6" CURB)
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
R/W R/W
2 2
Traffic signal or
light standard
Drivew
a
y
Width
Fire hydrant
or utility pole
10'
12'
12'
16'
20'
20'
16'
16'
30'
30'
30'
30'
MIN.
WIDTH
MAX.
WIDTHAPPLICATIONSTREET1
1
2
DRIVEWAY RAMP
SIZE & LOCATION
2120
Drafting edits JDL MH 10-12
Revise Note 2 RMH WAP 1-95
Revise sidewalk location DVB BL 10-06
Lots with six (6) or fewer spaces serving residential uses, existing structures
converted to office use, and newly constructed offices.
Lots with six (6) or fewer spaces serving commercial and industrial uses and
where any building to be served is more than 148' from the street right-of-way.
Lots with more than six (6) spaces but fewer than twenty (20) spaces and with
separate entrances and exits (one-way driveways).
Lots with more than six (6) spaces but fewer than twenty (20) spaces and with
only one point of entrance and exit (two-way driveways) and lots with twenty (20)
or more spaces serving office and residential uses.
Lots with twenty (20) or more spaces serving commercial and industrial uses.
Lots where any type of use requires fire truck access by driveway.
36'
3' min., full
height curb ALLEYNOTES:
Setback from corner may be shortened with approval of the City Engineer. Minimum distance:
Curb return radius + 5'
Construct per Driveway Ramp Standards.
In Wildland-Urban Interface areas as defined in Section 202 of the latest edition of the California
WUI Code, driveway width minimum shall be 24'.
Driveway
Width
22' min.,
full height
curb between
driveways serving
same parcel of land
50% max. of
lot frontage
in any one driveway
or combination of
driveways, 30' max.
(30% max. residential)
6' min.,
full hgt.
curb
3' min.,
full hgt.
curb
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
3 3
3
DEC 2025
UPWARD DRIVEWAY
DOWNWARD DRIVEWAY
20%
max.
STANDARD DRIVEWAY
UPWARD & DOWNWARD
2130
New Border JDL WAP 9-97
Sidewalk Extension RMH WAP 7-95
Drafting edits JDL MH 10-12
GENERAL NOTES:
A. Twenty percent (20%) maximum slope for residential uses. Ten percent (10%) maximum slope for
commercial and industrial uses. Five percent (5%) deviation allowed with special construction
techniques if approved by the City Engineer. Where Fire Department access is required, the maximum
slope shall not exceed fifteen percent (15%).
B. Maximum rise and descent, and the run, shall be measured for the WORST condition between the back
of the sidewalk extension and the finished floor at the garage or carport entrance.
C. Sidewalk extension cross-slope may not exceed two percent (2%) and must slope toward the street.
Straight grade A to C
Slope 2% B to C
4'-0"
Sidewalk
Extension
Back of
Sidewalk
Back of
Driveway
Integral
Driveway
Face of
Curb
B
A
C 2% max.
20% max.
1.00'
10' Vertical Curve
Floor of
garage or
carport
10.0'
7.5'
5.0'
2.5'
0.56'
0.25'0.06'
Straight grade A to C
Slope 2% B to C
Integral
Driveway
Face of
Curb
B
A
C
Back of
Driveway
2% max.Floor of
garage or
carport
Back of
Sidewalk
0.08'
6'-0"
0.42'
8' Vertical Curve
0.80'
0.20'
4'
2"x2" drainage
slot (slope to
drain)
4'-0"
Sidewalk
Extension
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
Revise General Notes
New border
NOVEMBER 2025
UPWARD & DOWNWARD
DRIVEWAYS
MAXIMUM RISE & DESCENT
(RESIDENTIAL) 2140
DVB BL 11-06
BL MH 1-14
MAXIMUM RISE & DESCENT PERMITTED
ON STANDARD DRIVEWAYS
UPWARD DRIVEWAY
MAXIMUM RISE
DOWNWARD DRIVEWAY
MAXIMUM DESCENT
Maximum Maximum Maximum Maximum
Run Rise Run Rise Run Descent Run Descent
10' 1.0' 39' 6.8' 6' 0.4' 35' 5.4'
11' 1.2' 40' 7.0' 7' 0.5' 36' 5.6'
12' 1.4' 41' 7.2' 8' 0.6' 37' 5.8'
13' 1.6' 42' 7.4' 9' 0.7' 38' 6.0'
14' 1.8' 43' 7.6' 10' 0.8' 39' 6.2'
15' 2.0' 44' 7.8' 11' 0.9' 40' 6.4'
16' 2.2' 45' 8.0' 12' 1.0' 41' 6.6'
17' 2.4' 46' 8.2' 13' 1.2' 42' 6.8'
18' 2.6' 47' 8.4' 14' 1.3' 43' 7.0'
19' 2.8' 48' 8.6' 15' 1.4' 44' 7.2'
20' 3.0' 49' 8.8' 16' 1.6' 45' 7.4'
21' 3.2' 50' 9.0' 17' 1.8' 46' 7.6'
22' 3.4' 51' 9.2' 18' 2.0' 47' 7.8'
23' 3.6' 52' 9.4' 19' 2.2' 48' 8.0'
24' 3.8' 53' 9.6' 20' 2.4' 49' 8.2'
25' 4.0' 54' 9.8' 21' 2.6' 50' 8.4'
26' 4.2' 55' 10.0' 22' 2.8' 51' 8.6'
27' 4.4' 56' 10.2' 23' 3.0' 52' 8.8'
28' 4.6' 57' 10.4' 24' 3.2' 53' 9.0'
29' 4.8' 58' 10.6' 25' 3.4' 54' 9.2'
30' 5.0' 59' 10.8' 26' 3.6' 55' 9.4'
31' 5.2' 60' 11.0' 27' 3.8' 56' 9.6'
32' 5.4' 61' 11.2' 28' 4.0' 57' 9.8'
33' 5.6' 62' 11.4' 29' 4.2' 58' 10.0'
34' 5.8' 63' 11.6' 30' 4.4' 59' 10.2'
35' 6.0' 64' 11.8' 31' 4.6' 60' 10.4'
36' 6.2' 65' 12.0' 32' 4.8' 65' 11.4'
37' 6.4' 70' 13.0' 33' 5.0' 70' 12.4'
38' 6.6' 80' 15.0' 34' 5.2' 80' 14.4'
GENERAL NOTES:
A. All values shown in feet unless otherwise noted.
B. Maximum rise and descent and run shall be measured for the WORST condition between the back
of the sidewalk extension and the finished floor grade at the garage entrance.
DEC 2025
6"4"4"
7"4"
8"6"4"
9"8"6"
TRAFFIC TYPE
PAVEMENT THICKNESS (in)
(Asphalt concrete with no base)
PAVEMENT DESIGN
2210
New border JDL WAP 1-98
Change Class "III" to "2"JDL JDW 9-02
Drafting edits JDL MH 10-12
5"
5 1/2" 4 1/2"
5"
4 1/2"
SUBGRADE QUALITY
FAIR TO GOOD
Retains a moderate degree of firmness under adverse
moisture conditions. Included are poorly-graded sands
or gravelly sands with little or no fines, and silty sands.
Minumum Sand Equivalent = 25
GOOD TO EXCELLENT
Unaffected by moisture or retains a substantial
amount of support capacity when wet. Included are
well or poorly-graded gravels or sand gravels, silty
gravels, and well-graded sands.
Minimum Sand Equivalent = 30
POOR TO FAIR
Some softness and plasticity appears when wet.
Included are clayey sands, inorganic silts, very fine
sands, inorganic clays of low, medium or high
plasticity, and gravelly to silty clays.
POOR
Becomes extremely soft and plastic when wet.
Included are organic silts or silt-clays of low plasticity,
inorganic silts, and organic clays of medium to high
plasticity.
REF: Pamphlet No. PCD-3, distributed by
THE ASPHALT INSTITUTE
NOTE:
Each 1" of asphalt may be substituted with 2" of Class 2 base. 2" minumum AC.
LIGHT PARKING
General parking areas for autos and light trucks.
HEAVY PARKING
Warehouse approaches, warehouse parking areas, ramps, all
heavy-duty truck loadings, or parking areas. Up to 20 heavy truck
and trailer units per day. (To be used in areas where garbage
trucks will park to load dumpsters.) Shopping center roads serving
truck access to loading areas.
MEDIUM PARKING
Access roads and drives, store frontage traffic and service
stations. Shopping center roads serving only autos and light
trucks.
EXTRA HEAVY PARKING
Heavy industrial types of pavement loadings. Areas for use by 20-400
heavy truck and trailer units per day.
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
LANDSCAPING
TANDEM STALLS
PARKI
N
G A
N
GLE
MOTORCYCLE SPACES *
SINGLE STALL
OBSTRUCTIONS
DOUBLE LOADED BAY
OFF-STREET
PARKING STANDARDS
2220
New border ME BN 8-25
Tandem Stall reference correctionJDL MH 10-12
Drafting edits JDL MH 10-12
SINGLE LOADED BAY
GENERAL NOTES:
A. Curbing may be substituted for wheel stops.
B. Handicap spaces shall meet State of California requirements.
C. See Engineering Standards 2230 and 2240 for bay widths.
AISLEAISLE SINGLE LOADED
BAY
BAYS MAY OVERLAP
WITH ANGLED PARKING
DOUBLE LOADED BAY
4'
TYP.8'* SET ON 312" PCC
AND CLASS 3 BASESTALL WIDTHWHEELSTOPS SHALL BE
LOCATED ON SIDE OF
STALL CLOSEST TO BAY
WIDTH LIMIT LINE, AS
SHOWN.
4' MIN.
(WITH APPROVAL OF COMMUNITY DEVELOPMENT
DIRECTOR AND AS ALLOWED IN ENG. STD. 1010,
SECTION 4.5.1 OFF STREET PARKING, GENERAL,
B. GEOMETRICS.)
4'11' 3'18'
4'14'LOCATION OF
OBSTRUCTION
INCREASE STALL WIDTH BY:
12" IF ON ONE SIDE
24" IF ON BOTH SIDES
DRIVEWAY
RAMP
SCREEN
PROPERTY LINE
SETBACK LINE
R= 2' MIN.
FENCE OR WALL
BAY WIDTH
POST OR
COLUMN
WALL
SEE ENG. STD. 2250 FOR
VALUE OF STALL WIDTH (W)
3' MIN.
4' MIN.
30"
30"WW5'WW+1WBUILDING
ENTRY
BUILDING
ENTRY
BUILDING
ENTRY W+1W+1W+1WWNOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
BAY WIDTH *
COMPACT CARS
30°
32.5°
35°
37.5°
40°
42.5°
45°
47.5°
50°
52.5°
55°
57.5°
60°
62.5°
65°
67.5°
70°
72.5°
75°
77.5°
80°
82.5°
85°
87.5°
90°
26.0
26.5
26.8
27.3
27.6
27.8
28.2
29.0
29.8
30.5
31.3
31.9
32.7
33.3
33.9
34.6
35.2
35.8
36.5
37.2
37.8
38.3
39.0
39.7
40.3
40.0
40.9
41.8
42.6
43.2
43.6
44.3
45.4
46.4
47.2
48.0
48.6
49.3
50.0
50.8
51.3
51.8
52.3
52.8
53.3
53.9
54.3
54.7
55.0
55.3
34.0
34.4
34.7
35.2
35.5
35.8
36.3
36.5
36.8
37.2
37.3
37.7
37.9
38.2
38.8
38.9
39.2
39.3
39.6
39.8
39.9
40.1
40.2
40.3
38.4
48.2
49.1
49.8
50.5
50.9
51.5
52.1
52.6
52.9
53.3
53.6
53.8
54.1
54.3
54.5
54.7
54.8
54.8
54.9
55.1
55.2
55.3
55.3
55.3
55.3
16.01
14.90
13.95
13.15
12.45
11.85
11.32
10.85
10.45
10.09
9.77
9.49
9.24
9.02
8.83
8.66
8.52
8.39
8.28
8.20
8.12
8.07
8.03
8.01
8.00
(feet)
PARKING BAY
DIMENSIONS
COMPACT CAR
2230
Rearrange RMH WAP 1-95
New border JDL WAP 1-98
Drafting Edits JDL MH 10-12
Use of Compact Spaces requires approval of an exception by the Community Development
Director or the Architectural Review commission. Compact spaces are allowed only if justified
by unusual circumstances such as saving a tree or using otherwise unusable space.
Bay widths are based on 16' stall lengths. A maximum of 40% of the stalls in a parking lot may
be compact. (In residential apartment projects involving ten or more units, 50% of spaces may
be compact.)
Compact parking spaces shall be clustered.
* See Engineering Standard 2220
for clarification of "BAY WIDTH"
PARKING
ANGLE
WIDTH
AT
CURB
SINGLE LOADED
AISLES
DOUBLE LOADED
AISLES
ONE-WAY
TRAFFIC
TWO-WAY
TRAFFIC
ONE-WAY
TRAFFIC
TWO-WAY
TRAFFIC
STALL WIDTH8.0'NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
AVERAGE CARS
30°
32.5°
35°
37.5°
40°
42.5°
45°
50°
52.5°
55°
57.5°
60°
62.5°
65°
67.5°
70°
72.5°
75°
77.5°
80°
82.5°
85°
87.5°
90°
16.61
15.45
14.48
13.64
12.92
12.29
11.74
11.26
10.84
10.47
10.14
9.84
9.59
9.36
9.16
8.99
8.83
8.70
8.59
8.43
8.67
8.63
8.61
8.60
26.9
27.5
27.9
28.4
28.7
29.4
30.2
31.1
32.0
32.7
33.6
34.3
35.1
35.8
36.5
37.2
37.9
38.5
39.2
40.0
40.6
41.3
42.0
42.6
43.3
41.9
42.9
43.9
44.8
45.5
47.6
48.8
49.9
50.9
51.7
52.4
53.3
54.1
54.9
55.5
56.1
56.7
57.3
57.9
58.5
58.9
59.4
59.7
60.1
34.9
35.4
35.8
36.3
36.7
37.1
38.0
38.3
38.7
39.0
39.4
39.7
40.1
40.4
40.8
41.1
41.4
41.7
42.0
42.3
42.6
42.9
43.1
43.3
50.0
51.0
52.7
53.3
54.6
55.2
55.8
56.3
56.7
57.5
57.8
58.2
58.5
58.8
59.0
59.2
59.5
59.7
59.8
59.9
60.0
60.1
46.4
37.6
51.9
53.9
57.1
8.50
47.5°STALL WIDTHSPARKING BAY
DIMENSIONS
AVERAGE CARS
2240
Rearrange RMH WAP 1-95
New border JDL WAP 1-98
Drafting edits JDL MH 10-12
PARKING
ANGLE
WIDTH
AT
CURB
SINGLE LOADED
AISLES
DOUBLE LOADED
AISLES
ONE-WAY
TRAFFIC
TWO-WAY
TRAFFIC
ONE-WAY
TRAFFIC
TWO-WAY
TRAFFIC
BAY WIDTH *(feet)
* See Engineering Standard 2220
for clarification of "BAY WIDTH"
Bay widths are based on 18.4' stall lengths. Stall widths as noted.
Alternate stall widths may only be used for 82.5° - 90° parking angles and
must have special approval of the Community Development Director.
9'-0" width - Subtract 2 feet from bay width
9'-6" width - Subtract 4 feet from bay width 8.6'8.3'NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
30° - 80°82.5° - 90°
82.5° - 90°30° - 80°
PARKING LOT STRIPING
2250
General Note B MH BL 2-14
Drafting edits JDL MH 10-12
Modified Stall Width MH BL 10-09
* THESE DIMENSIONS ARE TO BE USED ONLY FOR STRIPING AND NOT FOR PARKING LOT LAYOUT.
GENERAL NOTES:
A. Each compact space must be labeled as such on the pavement or wheelstop.
B. Single-line marking is approved alternate.
C. Wheelstop shall be located as shown, if required.
STRIPING FOR
AVERAGE PARKING STALLS
STRIPING FOR
COMPACT PARKING STALLS1'16' MIN. (>45°)*15' MIN. (<45°)*8.
3
'
S
T
A
L
L
W
I
D
T
H
2.5'4"
T
Y
P
.
8.6'
STALL
WIDTH
2.5'16' MIN.*PARKINGANGLE
8.0'
STALL
WIDTH
13' MIN.*2.5'8.
0
'
S
T
A
L
L
W
I
D
T
H
1'2.5'13' MIN. (>45°)*12' MIN. (<45°)*1'1'PARKINGANGLE9"
T
Y
P
.
18
"
T
Y
P
.
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
WHEEL STOP
2260
New Standard JDL BL 4-13
Revision Note A SR BL 1-14
Revision Note A KH BN 5-24
GENERAL NOTES:
A. Wheel stops are required if the space is headed into a wall, fence, landscaped area,
building or side of another auto. Additional wheel stops may be required by the community
development department. Wheel stop location shall not create a barrier for pedestrians.
B. Wheel stop shall be securely attached onto at-grade concrete and at-grade asphalt
pavement with #4 deformed steel reinforcing bars embedded in holes cast into wheel stops.
At concrete pavement, drill holes in pavement for dowels. At parking structure slabs, epoxy
to slab.
6"
4"
48" or 72"
100% Recycled Rubber Wheel Stop,
Black with reflective strip or Federal Yellow
Anchoring Hole
(2) min. for 48" length,
(3) min. for 72" length
SECTION VIEW
Pavement
#4 deformed steel
reinforcing bar
Apply suitable bonding
adhesive to each bar.
Submit for approval.
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
PLAN
SECTION A-A
STORM
SEWER
A
112"3
10"MAX.4
36"
4" x 4"
CHAMFER15"TYP.4"
7 1210
8"
CLASS 3 OR
2R AGG. BASE
18"DIA. MIN.8"
A
18"7'8"7'3' MIN.812"3"4"4"
CATCH BASIN
SIDE OPENING
3350
Revised Note 1-5 KH BN 6-24
Drafting edits JDL MH 8-12
Revised Note 13 SR MH 1-14
4' - 3"
24"6'4"5
1 2
6
4"LONGITUDINAL BARS
SHALL EXTEND THE FULL
LENGTH OF GUTTER.
#4 @ 12"
#4 @ 12"
8"6"8"11
#4 @ 12"
#4 @ 8"
#4 @ 4"
20"
EMBED 12" MIN.
20"
8
INSTALLATION NOTES:
Items 1 through 3 shall be galvanized South Bay Foundry or
equal.
Formed steel face plate: 5/16 X 10 South Bay Foundry, with
factory installed anchors. Face plate shall be 6" longer on each
side of the opening at the face of the curb.
Protection bar: 3/4" Protection Bar South Bay Foundry ID
E4040G and end Anchors from South Bay Foundry ID E4024G
and E4023G.
Protection bar support bolt(s): South Bay Foundry-A.P.W.A
Support Bolt ID #E4069G spaced 42" apart. Catch basin
opening must have minimum of one protection bar.
Steps are required when depth exceeds 4' and shall be steel
reinforced polypropylene, M-A Industries PS2-PFS or equal.
Manhole frame and cover, South Bay Foundry 1530 or
approved equal, placed adjacent to the back wall in the center
of the basin. Where the horizontal dimension of the basin
equals or exceeds 8', a second lid shall be installed. One lid
over the outlet and a second lid centered in the remaining area
or as directed by the Engineer.
Reinforcing steel shall be covered by no less than 112" of
concrete in the top and no less than 2" in the rest of the
structure.
Floor of the basin (including extended opening for Engineering
Standard 3360) shall be smooth and shall slope 8.3% toward
the outlet.
Top of catch basin shall slope 2% toward curb.
Concrete shall be Class 3.
See Engineering Standard 4110 for notes regarding required
pavement removal and repair.
Inlet and outlet pipe(s) may be placed in any wall.
Height equals 4" for a 6" curb and 6" for an 8" curb.
Install Catch Basin Placard per Section 77-4 of the Standard
Specifications.
13
9
9
1
2
3
4
5
6
7
8
9
10
11
12
13 8"10"5"NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
PLAN
SECTION A-A
STORM
SEWER
A
112"3
10"MAX.4 5"36"24"MAX.4" x 4"
CHAMFER15"TYP.4"
710"1210
8"
CLASS 3 OR
2R AGG. BASE
18"DIA. MIN.8"
A
12"7'8"7'3' MIN.812"3"4"4"
CATCH BASIN
SIDE OPENING WITH SUMP
3355
Revised Note 15 SR BL 1-14
Revised Note13; Weep hole depthJDL MH 8-12
Rebar dim. at gutter; Drafting editsJDL MH 10-12
4' - 3"
24"6'4"5
1 2
6
4"LONGITUDINAL BARS
SHALL EXTEND THE FULL
LENGTH OF GUTTER.
#4 @ 12"
#4 @ 12"
8"6"8"11
#4 @ 12"
#4 @ 8"
#4 @ 4"
20"
EMBED 12" MIN.
20"
8
INSTALLATION NOTES:
Items 1 through 3 shall be galvanized Alhambra, South Bay Foundry or
equal.
Formed steel face plate: A-3911, with factory installed anchors. Face
plate shall be 6" longer on each side of the opening at the face of the
curb.
Protection bar: A-1565; bar and anchors, A-1577
Protection bar support bolt(s): A-1574, spaced 207 8" apart.
Steps are required when depth exceeds 4' and shall be steel reinforced
polypropylene, M-A Industries PS2-PFS or equal.
Manhole frame and cover, South Bay Foundry 1530, Alhambra A-1530 or
approved equal, placed adjacent to the back wall in the center of the
basin. Where the horizontal dimension of the basin equals or exceeds 8',
a second lid shall be installed. One lid over the outlet and a second lid
centered in the remaining area or as directed by the Engineer.
Reinforcing steel shall be covered by no less than 112" of concrete in the
top and no less than 2" in the rest of the structure.
Floor of the basin (including extended opening for Engineering Standard
3360) shall be smooth and shall slope 8.3% toward the outlet.
Top of catch basin shall slope 2% toward curb.
Concrete shall be Class 3.
See Engineering Standard 4110 for notes regarding required pavement
removal and repair.
Inlet and outlet pipe(s) may be placed in any wall.
Height equals 4" for a 6" curb and 6" for an 8" curb.
Filter fabric shall be placed between concrete and gravel. Overlap sheet
of fabric 6". Filter fabric shall conform to the requirements in Section 88
of the Standard Specifications and shall be permeable and non-woven.
Filter fabric shall be MIRAFI 140 or equal.
6" of 112" diameter gravel.
Install Catch Basin Placard per Section 77-4 of the Standard
Specifications.
15
8"18"13
14
3" PVC WEEP HOLES,
20" O.C. EACH WAY,
TO BE ELIMINATED
PER ENGINEER'S
RECOMMENDATION
IF GROUND WATER IS
DISCOVERED, TYP.
9
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
SECTION C-C
SECTION B-B
PLAN
C
C
B B
WIDTH
W
C
7'-3"10'-9" 14'-6"
4'-0" 7'-6"11'-2"
A
A
INLET
PIPE
CATCH BASIN
EXTENDED SIDE OPENING
3360
Remove "D" at plan; Drafting editsJDL MH 10-12
"H" Dimension at Section B-B JDL MH 7-14
Revised Note B SR BL 1-14
GENERAL NOTES:
A. See Engineering Standards 3350 and 3355 for
Notes and Section A-A.
B. Install Catch Basin Placard per Section 77-4 of
the Standard Specifications.
27"
1 32
1210
8"1"8"8"12"8"
* HEIGHT "H" EQUALS 18" AT
6" CURB, 20" AT 8" CURB.
STORM
SEWER
6'-6"3'-3"C 6'-6"
W
#4 @ 16"
#4 @ 12"
(2)- #4 @ 4"
LONGITUDINAL BARS SHALL
EXTEND FULL LENGTH OF
GUTTER(3)- #4 @ 16"45°THIS PORTION TO BE BUILT AS
ENGINEERING STANDARD 3355.
74" x 4"
CHAMFER H*#4 @ 12"
7
9
#4 @ 12"
6
8"
#4 @ 12"18"5"
8"
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
AAB
B
Sidewalk
Gutter Dir
e
c
t
i
o
n
o
f
f
l
ow
AAELEVATION
PLAN VIEW
SECTION B-B
FACE PLATE DETAIL
SECTION A-A
6
7
INSTALLATION NOTES:
1 Inlet shall be paved swale, rectangular conduit or
pipe. Inlet dia/height larger than 4" must be
reduced with a manifold or junction box. A
junction box shall have access/cleanout. Inlet
type shall have approval of City Engineer.
2 10
12" radius at end of channel, each side of inlet.
3 Underdrain shall not be closer than 5 ft from
driveway or curb return.
4 #4 rebar @ 9" o.c., both ways. All other rebar #4
@ 18" o.c., both ways.
5 Concrete shall be Class 3.
6 Face Plate: 3" x 3" x
14" , galvanized with
welded-on hook anchors @ 12" o.c. Face Plate
shall be 12" longer than the opening at the face
of the curb.
7 Channel slope shall be parallel with sidewalk
surface.
SIDEWALK UNDERDRAIN
CONCRETE
3410
Allow Class 2R Base DVB BL 11-08
Revised Note 6; Metric conv.JDL MH 9-12
Revise Note 6 DVB BL 10-06
12"Sidewalk width varies
3 1/2"
12" Lip
Flow
12"
min.
Width varies
2' min.
4' max.
12"
min.
6"6"
4
1 4 5
(See "FACE PLATE" detail above)
6"
6"
Class 2R Agg.
base, typ.
8"3
Varies
2' min.
4'max.
Varies depending
on angle Transition
Transition at curb face
Normal gutter flowline
No local depression
Normal curb
height 6" or 8"
Normal
curb
height
6" or 8"
Top of curb
2
90°
1
45° min.
60° max.
TC sidewalk
4' transition
(6" curb only)
Parallel to street grade
Back to sidewalk
4' transition
(6" curb only)
3"
12"
Flow Flow
See Engineering Standard 4110 for notes regarding required
pavement removal and repair.
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
SECTION A-A
SECTION B-B
SECTION C-C
A A
C
C
B
BCURB FACESIDEWALK UNDERDRAIN
WITH PIPES
3415
Revised Note 2 MH BL 11-09
Revised Note 3 MH BL 12-09
Misc. drafting edits JDL MH 10-12
NOTES:
Inlet shall be paved swale, rectangular conduit or pipe(s). Maximum inlet diameter/height shall be curb height minus 2".
Inlet conduits larger than 4" diameter/height must be reduced with a manifold or junction box. A junction box shall have
access/cleanout. Inlet shall be approved by the City Engineer.
Underdrain shall not be installed in driveway wings or curb return.
Rectangular cast iron pipe: Alhambra A-470, South Bay Foundry A9000 or approved equal.
Cast iron pipe: 3" max. diameter (6" curb) or 4" max. diameter (8" curb).
#4 Rebar @ 12" O.C.
Concrete shall be Class 3.
Channel slope shall be parallel with sidewalk surface.
Multiple drains shall have 3" minimum to 6" maximum clearance with maximum of 3 drains per 10' of sidewalk. Drains
shall not extend beyond curb face into gutter.
See Engineering Standard 4110 for notes regarding required pavement removal and repair.
1" LIP
SIDEWALK WIDTH VARIES 12"
5
6
CLASS 2R
AGGREGATE BASE
1
4"
6"
1
3
4
2
1
5
2
8
1
2
3
4
5
6
7
8
9
7
5
12"
MIN.
90° MAX.
60°MIN.
2
2" MIN.
ALL AROUND
18" MIN.
2" MIN.
4"
9
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
Flow
Class 2R Aggregate Base
InletGutterA AB
BPLAN
ALTERNATE METHOD
SECTION B-B
SECTION A-A Back ofSidewalkSIDEWALK UNDERDRAIN
WITH COVER PLATES
3420
Drafting edits JDL MH 10-12
Revise rebar specs JDL WAP 11-98
Revise Note 2; Class 2R Base DVB BL 11-08
NOTES:
Inlet shall be paved swale, rectangular conduit, or pipe(s).
Maximum inlet diameter/height shall be curb height minus 2". A
junction box shall have access/cleanout. Inlet type shall have
approval of City Engineer.
Frame and Covers: NEENAH R-4990, type D, solid top with
PERMA-GRIP surface, or approved equal. There shall be a 18"
space between the frame and the lid.
Cover length shall maintain a cover weight of at least 100 lbs
each.
Underdrain shall not be closer than 5' from driveway or curb
return.
1" radius at end of channel, each side of outlet.
Frame end piece, required for alternate method.
Channel slope shall be parallel with sidewalk surface.
#4 Rebar @ 12" O.C., both ways.
Concrete shall be Class 3.
Channel width varies: 18" min. to 27" max.
See Engineering Standard 4110 for notes regarding pavement
removal and repair.
9 8
6"6"10
12" min.
1
2
3
4
5
6
7
8
9
10
11
8
1" Lip
To match
curb height
7
6"
6"
Sidewalk width varies 12"2
6 1
12"
6"
2
3
4
4
1
Curb
Face
5
11
2
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
B
B
A A
PLAN
SECTION A - A SECTION B - B
DIMENSIONS (in)
36 42 48 54 and greater
B 20 14 8
E 32 38 44 48
STORM DRAIN MANHOLE
36" PIPE & LARGER
3510
Drafting edits JDL MH 10-12
Add Note 10 JDL WAP 7-00
Class 3 Concrete JDL MH 2-13
INSTALLATION NOTES:
Precast pipe, adjusting rings, and tapered sections shall be constructed
as per ASTM C-478 using Type ll cement.
For RCP, cut and bend rebar into cast-in-place concrete.
Steps shall be included if manhole depth exceeds 4'. Steps shall be
steel-reinforced polypropylene M-A Industries PS2-PFS or equal.
In manholes with lateral connections the steps shall be placed in the wall
with no laterals or the wall with the least diameter lateral such that a
continuous vertical alignment of steps may be achieved.
Collar shall be constructed per City Engineering Standard 6040.
Provide PCC fillets as needed to support manhole shaft, 4 each.
#4 bar @ 12" O.C. each way, 3" clear, typical.
Construct Class 3 PCC base to dimensions shown above. It shall rest on
undisturbed material and bottom shaft shall be wet-set or set in formed
groove.
GENERAL NOTES:
A. All joints between precast sections shall be mortared.
B. Manhole interiors shall have a smooth trowelled surface.
7
6
Pipe
Dia.
Equals pipe wall
thickness
5'-4"8"PIPE
DIAMETER B
1
1
ADJUSTING RINGS
AS REQUIRED
5
5
CONCRETE COLLAR
FLUSH WITH COVER
PROVIDE KEYED BASE
FOR PRECAST RISER
SECTION
4"
48"VARIES24"MAX.24"MAX.15"TYP.FLOW
LINE
PIP
E
D
I
A
.
MI
N
.
3
6
"
E 6"MIN.2
8
7
B
1
2
3
4
5
6
7
8
3
4
10"
MANHOLE FRAME AND
COVER, USE SBF-1900
10"48"
8"6"MIN.6
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
B
AA
B
SECTION A-A SECTION B-B
PLAN
STORM DRAIN MANHOLE
18" to 36" PIPE
3520
Class 3 Concrete JDL MH 2-13
Revised Note 7 SR BL 1-14
Drafting edits JDL MH 10-12
INSTALLATION NOTES:
Manhole cover and frame shall be Phoenix P-1090, S.B. Foundries
1900, or equal, lettered "Storm Sewer".
Collar shall be constructed per Engineering Standard 6040.
Adjusting rings as needed, grouted on the inside.
Steps are required when depth exceeds 4' and shall be
steel-reinforced polypropylene per ASTM C-478, MA Industries
PS-2-PFS, or equal.
Precast shaft(s) and eccentric cone per ASTM C-478. Straight side
of cone shall be positioned over shelf. Concentric cone may be
used only with written approval of City Engineer.
Joints shall be set with butyl rubber sealant - (RUB'R-NEK).
Manhole base shall be Class 2 PCC and rest on undisturbed
material. Bottom shaft shall be wet-set or set in formed groove.
Pipe shall be laid through manhole and top portion shall be
removed after base is poured. Trough shall have steel-trowel
finish, vertical sides, and rounded corners. Top surface shall have
8.33% slope toward trough.
#4 @ 18" O.C.
#4 x 4' (2 total)
#4 x 5' (8 total)
2
3
1
8
4
5
6
7
10
11
9
71189
36"
7 6 10
6
2
1
48"12"10"
SEE NOTE 5
FOR
RESTRICTIONS
3
4
510"MAX.4"15"MAX.48"
5
3" TYP.12"MAX.2"
TYP.
8
8
11
8"PIPEDIAMETERVARIES4"9
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
A
A
SECTION A-A
COVER:
Manhole frame and cover shall have a 24" clear opening and a
sealed blind pickhole (SBF-1900 or approved equal). The cover
shall be lettered "STORM SEWER". The inside of the frame shall
be grouted with non-shrink grout.
ADJUSTMENT TO GRADE:
Adjust to grade per Engineering Standard 6040.
COLLAR:
Collar shall be constructed per Engineering Standard 6040.
CONE:
Cone shall be eccentric and conform to the requirements for risers.
MANHOLE RISERS:
Manhole risers shall be precast concrete conforming to ASTM
C-478 and shall have a 5" minimum wall thickness with minimal
reinforcements. Manholes shall be 4' in diameter unless the size
and/or number of inlet(s) and outlet(s) warrants the use of a 5'
diameter manhole.
JOINTS:
Joints shall be set with butyl rubber sealant (RUB'R-NEK). Inside of
joints shall be grouted with non-shrink grout.
BASE:
Manhole base shall be precast reinforced Class 2 concrete with
extended base and shall conform to the requirements for manhole
risers. Base may be square or round with key for risers. All pipe
connections shall be cored by the manufacturer to fit the O.D. of the
pipe plus 2". The precast base shall be bedded on a minimum of 6"
of well graded crushed rock (see Standard Specifications) over
native material that is either undisturbed or compacted to 95%. Pipe
is to be centered in the core and concrete collars poured around
pipe. Concrete shall be worked into the voids around the pipe and
smoothed on the interior.
STEPS:
Steps shall be included if manhole depth exceeds 4'. Steps shall be
steel reinforced polypropylene. Steps shall be placed in the wall
with no laterals, or the wall with the smallest lateral such that a
continuous vertical alignment of steps may be achieved. The cone
shall also align to this end.
INVERT:
Invert shall be completed in a single pour using Class 3 concrete
with steel trowel finish. Any change in direction shall be a fixed
radius curve extending from the inlet wall to the outlet wall. Inside
surface of invert and area between pipe connection and channel
shall be free from gaps, holes and sharp edges. All inlets shall be
designed and installed such that the top of pipe elevations match
as much as possible.
PRECAST
STORM DRAIN MANHOLE
UP TO 3' O.D. PIPE SIZE
3530
Revised Base Note SR BL 1-14
Drafting edits JDL MH 10-12
Class 3 Concrete JDL MH 2-1315"TYP.32"Varies24"24"95% Comp.Depth varies90% CompactionSelect Backfill4' or 5'
6"
min.6"min.3"typ.4"min.6"
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
CASE A:
A1. Core a hole 4" diameter larger than the new pipe OD.
A2. Concrete the pipe in place using a Class 3,
3 8" concrete mix, incorporating #4 dowel bars @8" O.C.
Drill and epoxy 4 inches into existing structure. Install two #4 hoop bars. Concrete shall completely
fill the void between the pipe and the manhole and form a collar around the pipe behind the
manhole of 18" min. length and 6" min. thickness to cover the reinforcing steel with 2" of concrete.
Concrete shall be flush with interior of existing facility. Any voids that appear in the seal between
the manhole and the pipe after setting shall be patched with a non-shrink grout.
A3. Pipe shall be flush cut with the manhole inside wall.
A4. Whenever possible, the new pipe should enter the manhole at an angle, pointing the flow
downstream.
A5. The manhole shall be replaced and enlarged when the penetration from the new line will result in
an inadequate section of the manhole remaining between the new penetration and existing
penetrations to properly support the structure.
CASE B:
B1. Where a catch basin or manhole exist within 30' of the proposed connection, or the new pipe is less
than 12" in size and serves a private property, the connection may be made without the installation
of a manhole at the junction point. In either case, the new pipe must be at least one size smaller
than the existing pipe. In all other cases a manhole shall be installed.
B2. Connection to an existing HDPE line shall be made using a manufactured wye connection cut into
the existing line with connection of the wye to the line made in accordance with the manufacturer's
recommendation.
B3. Connection to an existing RCP line shall be made in the manner described above for connection to
an existing manhole. New penetrations must be made a minimum of 3 feet from any existing
penetrations.
B4. Connection to an existing CMP line shall be done by replacing the portion of the CMP at the
junction point with a City approved pipe material and completing the connection as specified above
and constructing a collar to connect the new section to the existing CMP.
In all cases connections shall not be made to the City's storm drain system until calculations have been
received and approved by the City showing the existing system is capable of handling the additional
water for the required design storm per the City's Waterway Management Plan and Drainage Design
Manual, and for private systems, that an encroachment permit has been obtained.
STORM DRAIN
CONNECTIONS
3540
Note revision B1 & Last SR BL 1-14
Revise notes A1, A2 KH BN 9-24
Class 3 Concrete JDL MH 2-13
CASE A CASE B
(E)(E)MH or DI PIPE
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
CURB
4020
Allow Class 2R Base DVB BL 11-08
add 95% compaction KH MH 1-20
Drafting edits JDL MH 10-12
GENERAL NOTES:
A. This section is to be used only for parking
lots or as approved by the City Engineer.
B. When curb is placed adjacent to existing or
future irrigated landscape area, PCC shall
extend down as shown for moisture barrier.
Any alternate moisture barrier shall be
approved by the City.
C. When curb is not located as in Note B,
depth may be reduced.
D. Expansion joints shall be placed at corners,
BC's and EC's, and at 33 feet maximum
spacing.
E. See Engineering Standard 4110 for notes
regarding required pavement removal and
repair.
6"112"
R = 14"R = 3 4"
Class 3 PCC,
4" max. slump 6" or 8"
18" min.
Pavement
8" min.
See Note C
Class 2R aggregate
base, compacted to 95%,
6" minimum depth unless
otherwise noted
(2) - 18" long #4 bars
at expansion joints
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
2% SLOPE
24" GUTTER
18" GUTTER
112"
13 4"
23 4"
CURB & GUTTER
4030
Drafting edits JDL MH 10-12
Overall dimension correction JDL MH 9-16
add 95% compaction KH MH 1-20
CLASS 2R AGGREGATE BASE, COMPACTED TO
95%, 6" MIN. DEPTH UNLESS OTHERWISE NOTED
NOTE:
ALL DIMENSIONS ARE FULL, SEE
ENG. STD. 4110 FOR NOTES.
6"
33"
24"112"
R = 14"
R = 3 4"
R = 3 4"
HEIGHT PER
PLAN OR PERMIT R = 14"
4" SLICK LINE WHERE
GRADE IS LESS THAN 1%6"
NOTE:
ALL DIMENSIONS ARE
FULL, SEE ENG. STD.
4110 FOR NOTES.
R = 14"
R = 3 4"
R = 3 4"R = 14"
2% SLOPE
4" SLICK LINE WHERE
GRADE IS LESS THAN 1%6"
112"
2"
HEIGHT PER
PLAN OR PERMIT
112"6"
27"
18"112"
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
CLASS 2R AGGREGATE BASE, COMPACTED TO
95%, 6" MIN. DEPTH UNLESS OTHERWISE NOTED
DEC 2025
4"
LP
DETACHED SIDEWALK
INTEGRAL SIDEWALK *
SIDEWALK
INTEGRAL & DETACHED
4110
Added General Note K JDL DA 10-15
AG layer min Note L KH MH 07-17
add 95% compaction KH MH 1-20
GENERAL NOTES:
* Detached sidewalk is the City standard. Integral sidewalk shall not be used without approval of City Engineer.
A. CONCRETE: Class 3.
B. FINISH: PCC sidewalk shall be given a broom finish.
C. SEAL and CURE: Apply curing compound in compliance with section 73-1.03F of the Standard Specifications.
D. DOWELS:
12" smooth bar dowels, 18" long at 24" O.C. at expansion joints and cold joints, to be greased or sleeved at one end.
E. EXPANSION JOINTS:
14" expansion material shall be placed at driveways, BCRs, and at 100' intervals.
F. WEAKENED PLANE JOINTS: Plastic pulltop quickjoint strips, or approved equal, shall be at 5' or 10' O.C. and 1
12" deep.
G. SCORE MARKS: Sidewalks shall be scored at least
14" deep, perpendicular to the curb face at 5' intervals. Sidewalks with a width of 8'
or more shall have one score mark parallel to the curb face evenly spaced in the concrete surface.
H. AT COLD JOINTS BETWEEN SIDEWALK AND CURB: #3 x 6" dowels shall be drilled in back of curb at 24" O.C.
I. REBAR: Sidewalk 8' or wider must include reinforcement (#4 @24" O.C. EW, full width of sidewalk, curb end bent 4" x 90 degrees).
When a utility box is located within the sidewalk area, the concrete surrounding the box shall be reinforced with continuous #4 rebar.
J. JOINTS: Expansion joints and weakened plane joints shall extend through sidewalk into curb and gutter.
K. CUTTING: See Engineering Standard 4910.
L. BASE: Thickness may be reduced to 4" with on-site approval of a geotechnical engineer or if rocky non-expansive material is present.
INSTALLATION NOTES:
PAVEMENT REMOVAL and REPAIR: Sawcut, remove and replace AC paving 18" minimum from gutter, 6" thick (local) or 10" minimum
thick (collector and arterial). If pavement is PCC, sawcut existing PCC paving at gutter lip do not dowel. If existing PCC pavement has an
AC cap, sawcut and remove AC cap 18" minimum (except as required in Note 2) from gutter lip and 3' up and downstream and replace
AC to provide a smooth, uniform surface to match existing surfaces. New gutter lip to be at finished A.C. elevation. If AC cap is less than
2", replace full depth of PCC and 2" AC cap unless otherwise approved by the Engineer.
BIKE LANES: No longitudinal joints or seams are allowed in bike lanes. If a longitudinal joint results due to the contractor's work or the
above requirements in Note 1, the contractor shall remove a minimum of 2" of asphalt from the pavement across the entire bike lane
using a method approved be the City and resurface the bike lane to the satisfaction of the City.
5' MIN.VARIES
4"
CLASS 2, 2R OR 3 AGGREGATE
BASE, COMPACTED TO 95%, 6" MIN.
DEPTH (SEE GENERAL NOTE L)
SEE ENG. STD. 4030
VARIESLP
6' MIN.
SEE ENG. STD. 4030
CLASS 2 OR 2R AGGREGATE BASE,
COMPACTED TO 95% 6" MIN. DEPTH
(SEE GENERAL NOTE L)
1
1
1
2
2
2
1.5% (1% min, 2% max.) SLOPE
2' FLAT AREA
AT BACK OF
SIDEWALK
2' FLAT AREA
AT BACK OF
SIDEWALK
1.5% (1% min, 2% max.) SLOPE
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
PL LP
LP LP
Curb Face
Back of Walk
6' Walk 6' Walk
5'
Varies
Curb Face
Back of Walk
Varies
RR R5' Walk
6'
10' Min.
5' WalkR
RR
R/W
10' Min.
R/W
INSTALLATION NOTES:
Driveway location may vary. See Engineering Standards 2110 thru 2116 for construction notes
as appropriate for conditions.
Radius point is the intersection of the prolongation of the property line with the back of curb. "R"
varies with sidewalk width and parkway width.
1
2
1
2
1
2
SIDEWALK TRANSITIONS
4120
Add Bulbout; Rename Standard JDL BL 5-13
Revise sidewalk width DVB BL 11-08
Added Notes; Drafting edits JDL MH 10-12
INTEGRAL TO DETACHED
R=20' min.R=10' min.R=20' min.R=10' min.
INTEGRAL TO DETACHED
BULBOUT
Curb Face
Back of Walk
(SAME FOR INTERSECTIONS AND MID-BLOCK SECTIONS)
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
4"5' - 3 3 8"
(VERIFY 16 PAVERS PER ROW PRIOR TO POURING FORMS)
SIDEWALK
RAILROAD DISTRICT
4150
New (Replaces former Boardwalk)JDL DA 3-17
Brick to Concrete Paver KH MH 3-18
SECTION A-A
PLAN
SECTION B-B
A A
4"
B
1
5
4"
R = 14"
SIDEWALK AND BASE
PER ENG. STD. 4110
1
6
SEE ENG. STD. 4030
1
2
3
4
5
4
1 1"2
21 3
3GENERAL NOTES:
A. For use in Railroad District only.
B. See Engineering Standard 8135 for Tree Well in Railroad District.
INSTALLATION NOTES:
DRAINAGE: Trowel a 3 4" wide x 1" deep weep slot at 10' O.C. sloping toward the drain outlet. Install a 3 4" diameter PVC
drain pipe through curb face, aligned to bottom of troweled weep slots. Cover paver side of pipe with plastic window
screen mesh and attach with zip tie. Cover mesh with tape during installation and remove tape after forms are removed.
Pipe shall be cut flush with concrete.
BEDDING SAND: 1" min. (2" at weep slots) concrete bedding sand in compliance with ASTM C33 specifications.
PAVERS: Air Vol Block Holland Pavers, "Railroad Blend" tumbled concrete pavers or approved equal. Pavers shall be
Type 1 and meet ASTM C936 specifications. Red brick is not an approved equal.
PATTERN: Pavers shall be installed in a standard "Running Bond" pattern. Cut pavers shall be no less than 2" long or
wide. Surface of paver shall be set flush with curbs.
COMPACTION: After pavers have been laid, sweep surface clean of any debris. ASTM C33 sand shall be swept into
joints. Tamp the pavers into bedding sand with a plate compactor and vibrate sand up into joints. Adjust speed of
compactor to run with high vibration, low amplitude, to avoid a jumping motion. Start at one edge of the sidewalk and
compact the perimeter. Compact remaining area in 4" - 6" overlapping passes. Repeat process, compacting in opposite
direction. Tamp pavers with at least two passes of the compactor at 90° angles to each other. Inspect and replace any
broken pavers.
PAVEMENT REMOVAL & REPAIR: See Engineering Standard 4110.
INSTALLATION: Pavers shall be installed with the non-beveled side facing up.
6
1.5% SLOPE
(1% MIN., 2% MAX.)
6"
7
7
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
CONCRETE PAVER
DEC 2025
C C
B
B
D
D
AA
PLAN
SECTION A-A
SECTION C-C SECTION B-B SECTION D-D
MISSION STYLE
SIDEWALK
4220
Revised G, deleted 2-3, renumberedSR MH 1-14
add 95% compaction KH MH 1-20
edit note 8 KH BN 7-25
4
3
7
5 8
8
6
1 2 4
3
8 8
1
INSTALLATION NOTES:
PCC shall be Class 3, colored concrete with salt finish. Salt shall be
course water softener salt spread at a rate of 12 lb per 100 square feet.
Salt finish shall be applied to sidewalk area only. Salt finish shall not be
applied to curbs, gutters, or ramps.
Surface of sidewalk to slope 1.5% (1% min., 2% max.) toward curb.
For driveways, increase concrete thickness to 6" minimum, exclude tile.
Rebar: #4 @ 24" O.C. each way, full width of sidewalk, curb end bent 4" x
90°.
Smooth steel dowels 12" @ 24" O.C., 18" long, to be sleeved or greased.
For curb and gutter, see Engineering Standard 4030.
No tile shall be set in mortar prior to approval of tile by City Engineer.
Expansion joints, scoring, and weakened plane joints shall be per
Engineering Standard 4110.
GENERAL NOTES:
A. Mission Style Sidewalk may only be installed in the Mission Style
Sidewalk District unless specifically authorized the the City Engineer.
B. All new installations shall include curb and gutter.
C. Tiles shall be trimmed or arranged to allow mortar joints to coincide with
expansion joints, tree wells, etc. Tiles adjacent to curb ramps shall
come up to, but terminate, at the grooved curb ramp border. Flush
ramps without grooves, tile shall terminate at truncated domes.
D. All sign posts, parking meter posts, and new utility vaults shall be
located behind the tile row and shall be installed per City Engineering
Standards.
E. All new and existing wells, boxes, lids and covers shall be stained or
coated to match surrounding sidewalk. Stains and coatings shall be
submitted to the Engineer for approval prior to application. Lids and
covers may be cast iron or dark galvanized slip-resistant diamond-plate.
Lids and covers in traffic areas shall be traffic rated.
F. Pavement removal and repair shall be per Engineering Standard 4110.
G. See Standard Specifications 73-1, 73-4 and 90.
L. BASE: Thickness may be reduced to 4" with on-site approval of a
geotechnical engineer or is rocky, non-expansive material is present.
1
2
3
4
5
6
7
8
123 4"
Varies
6"4"5"112"On (E) vaults/boxes, tile may be
eliminated when box encroaches into
tile band as directed by the Engineer.
Class 2 or 2R aggregate base,
compacted to 95%, 6" min. depth
(see general note L)
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
New vaults/boxes must be
located behind tile band
DEC 2025
2
3
4
2
1
2
1
3
2
1
2
3
2
3
CUT OFF POST
TO MATCH SLOPE
CUT OFF POST
TO MATCH SLOPE
18"12"
CONTINUOUS
4"2"7"3" G GUARDRAIL OR HANDRAIL4 1/2"18"G12" CHAMFER ON ALL
EDGES AND TOP END
HANDRAILING: 2" x 4" REDWOOD,
CONSTRUCTION HEART S4S,
KILN DRIED. DADO OUT FOR
TOP RAIL.
TOP RAIL: 12" x 2" STEEL
BRACKET: SEE E
PICKET: 5 8" x 5 8"
STEEL BAR STOCK
POST: 6" x 6" REDWOOD,
CONSTRUCTION HEART S4S,
KILN DRIED. DRILL FOR PIPE.
BOTTOM RAIL: 12" x 2"
BRACKET: SEE E
GALV. STEEL PIPE, 112" DIA.
#3 REBAR, WELDED TO PIPE
G4' MIN.
6' MAX.
ELEVATION
SECTION A-A
CONNECTION DETAILS
HANDRAILING
BRACKET
0-10%
SLOPE
0-75%
SLOPE
A
A
NOTE: PICKETS, RAILS, AND BRACKETS SHALL BE Q-36 STEEL
24" O.C., STAGGERED 3"3"1"114"1 4"
MISSION STYLE RAILING
HANDRAIL & GUARDRAIL
4240
Revised Lumber Grade MH BL 2-14
Note A, Railing KH MH 11-17
Kiln-dried Handrail; Welding JDL DA 10-15
NOTES:
Redwood posts and handrailing shall be free of splits and splinters, sanded smooth, and stained with two (2)
coats of ARBORCOAT solid deck & siding stain 640 (color #2134-10/Night Horizon) or approved equal.
Railing may be stepped on slopes of 10% or less but must be parallel to steeper slopes.
All welds shall be free of slag and wire brushed. All edges and corners of pickets, rails, and brackets shall be
ground smooth, and assembly shall be sand blasted and primed with a shop-applied primer (such as rustoleum
damp-proof primer) and then shall be given two (2) coats of shop-appled semi-gloss black enamel.
Each through connection shall have a bolt/machine screw, nut, and lock washer. All fasteners shall have a
black finish and meet ASTM A307 standards.
Brackets shall be fabricated as shown and have an oblong hole on one arm for field adjustment. Bracket arm
length and angles may vary depending on slope. Brackets shall be arranged to minimize use of long bolts, and
top rail brackets shall only point down. Lag screws shall be used if bracket arm length exceeds 518".
At ends and corners use large washer and nut, countersink, plug, and finish to match.
Height and spacing shall conform to current CBC requirements.
HARDWARE NOTES:
MACHINE SCREW: 3 8" X 4" ROUNDED
HEAD WITH SLOT
BOLT: 12" X 118"
BOLT: 12" X 718"
LAG SCREW: 3 8" X 318" (PRE-DRILL)
1
2" x 4" HANDRAILING
UPPER EDGES SHALL
BE ROUNDED
TOP RAIL
4", TYP.G8"
MIN.1"2"
SEE NOTE
E
1
2
3
4
A
B
C
D
E
F
G
F
F
CLASS 3
PC CONCRETE
14"
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
(DOWNHILL SIDE)
SECTION C-C
SECTION B-B
SECTION A-A
(UPHILL SIDE)
PLAN
B
BAA C
C
5% Max.BCRECR
BCRRadius
CROSS GUTTER
4310
Revised section A&C ramp SR BL 1-14
Modified for ADA requirements MG MH 1-13
Drafting edits JDL MH 10-12
INSTALLATION NOTES:
Standard expansion joint, see Note 3 .
If curb return radius is 20' or larger,
spandrels shall have extra expansion
joints at locations to be determined by
the City Engineer. Rebar shall be cut
and dowels installed per Note 3 .
All expansion joints shall have 12" x 18"
smooth dowels @ 22" O.C., wrapped
or greased.
See Engineering Standard 4440 for
note regarding required curb ramps.
All flowlines shall have an 8" wide
steel-trowel finish.
6" Class 2 aggregate base.
GENERAL NOTES:
A. All PCC shall be Class 2, including
curb.
B. See Engineering Standard 4110 for
notes regarding required pavement
removal and repair.
C. Curb ramps shall be install with cross
gutter for monolithic pour, no joints will
be allowed.
1
2
3
4
5
48" Min.36"
1"
18"
8"
5
6
6
6
6
2%
5
2%2%
5% Max.2%
5
8"
36"
1"
18"
8"
36"
1"
18"
18"
1"
36"
48" Min.
0.7 Rad.
2
1
1
4
2
1
0.7 Rad.
0.3% min. grade at flow line
3" typ.
Longitudinal bars,
#4 @ 22" O.C.
1
2
4ECR
Spandrel bars,
#4 @ 22" O.C.,
each way
Transverse bars,
#4 @ 48" O.C.
1
2
1 Radiu
s
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
GENERAL NOTES:
Curb ramps shall be constructed per Engineering Standard 4440 in conjunction with current California Department of Transportation Standard Plans
RSP A88A and RSP A88B with the following exceptions (a copy of the standard current at the time of this printing is included in the appendices):
1. Dimension “T” for the thickness of the concrete shall be 4” in the curb ramp area and 6” in the curb and gutter area in accordance with
Engineering Standards 4030 and 4110. Concrete shall be Class 3.
2. Curb ramps shall include 4” of Class 3 aggregate base under the sidewalk area of the curb ramp and 6” of Class 3 aggregate base under the curb
and gutter area of the curb ramp.
3. Curb ramp shall be reinforced (#3 @ 18” O.C. or #4 @ 24” O.C.) both ways the full width and depth of the curb ramp. For corner curb ramps
reinforcement shall be installed throughout the curb ramp beginning at the BCR and end at the ECR. For mid-block curb ramps reinforcement
shall be installed throughout ramp and flare.
4. ½” X 18” smooth bar dowels shall be provided at expansion joints at 24” O.C.
5. Curb ramp gutter dimensions to match adjacent gutters. For case C, CH, and CM ramps, cross slopes of gutters at ramps shall be 1%. Transition
gutter cross slopes at each end to the satisfaction of the Engineer.
6. See Engineering Standard 4110 for notes regarding pavement removal and repair.
7. Counter slope surfaces immediately adjacent to and within 24" of curb ramp must be concrete. Counter slopes of adjoining gutters and road
surfaces immediately adjacent to and within 24 inches of the curb ramp shall not be steeper than 1V:100H (1.0%). Gutter pan slope shall
not exceed 1" of depth for each 2'-0" of width.
TRUNCATED DOMES:
Truncated domes / Tactile Detectable Warning System shall conform to the following:
1. Truncated domes / Tactile Detectable Warning Systems shall be SafetyStep TD Traditional, EqualTile (Low Profile), or approved equal and installed
in accordance with manufacturer's recommendations.
2. The finished surface of the detectable warning mat shall be free from blemishes.
3. Dome pattern shall be aligned with the path of travel.
4. When installing Detectable Warning Material on an existing curb ramp all cracks with elevation differences shall be ground smooth. Cracks with
width or depth greater than 1 4" shall be patched with a non-shrink grout to a surface even with existing sidewalk prior to installation. Any elevation
differences shall be ground smooth prior to installing domes.
5. Detectable warning material at all curb ramp locations shall be installed to a depth of 3' and to a width equal to that of the ramp width.
ADDITIONAL NOTES FOR MISSION STYLE AREA:
1. Additional notes for Mission Style Sidewalk Areas shall apply to those areas designated as Mission Style Sidewalk Areas per City Council Resolution
(Mission Style Sidewalk District Map included in the appendices).
2. Ramp and adjoining sidewalks shall be constructed in accordance with Engineering Standard 4220 for color, finish and tile placement.
System Type: Flexible mat with wear-resistant coating.
Material:Polymer-modified concrete with fiberglass reinforcement.
Coating: Field-applied system consisting of pigmented acrylic sealer and clear acrylic sealer.
Installation:Bonded to concrete substrate on 100% of area by flexible acrylic resins.
Fitting: Mats can be abutted with visually seamless result.
Field Cutting:Can be trimmed to size and shape with razor-knife.
Water Absorption:ASTM D570 Water Absorptions of Plastics: 6.5%
Water Vapor Transmission:ASTM E69 Test Methods for Water Vapor Transmission of Materials: PERM = 0.958
Non-Slip Surface: Bonded application of #30 or #20 silver silica sand of entire field and domes.
Slip Resistance:In addition to dome, system incorporates medium (#20 mesh) or fine (#30 mesh) graded silver silica sand into top coating.
Compressive Strength: ASTM C109 compressive Strength of Hydraulic Cement Mortars: 5690 PSI
Tensile Strength: ASTM C190-85 Tensile Strength of Hydraulic Cement Mortars: 855 PSI
ADA Compliance: Conformance with Department of General Services, Division of State Architect.
Flexural Strength:1835 PSI
Warranty: 5 years
Color:Yellow conforming to Federal Standard 595B, color No. 33538.
CURB RAMP
CORNERS & MID-BLOCK
4440
Add note 7 KH MH 06-20
Revise notes 4, 6 KH MH 11-17
Truncated Domes JDL BL 06-12
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
CutCutGutter
Street
Sidewalk
SIDEWALK SECTION
PLAN OF CURB, GUTTER & SIDEWALK
Curb Face
6"
12" x 18" smooth bars @ 24" O.C.
in sidewalk, one each in curb and
gutter, one end to be sleeved or
greased.
Area to be removed
and replaced
Area to be removed
and replaced
NOTE: Remove complete
sections of curb, gutter and
sidewalk in compliance with
section 73-1.03 of the standard
specifications.
See Engineering Standard
4110 for notes regarding
required pavement removal
and repair.
T
CUTTING CONCRETE
4910
Revised General Note MH BL 2-14
Removal Cut Detail; Revised NoteSR BL 1-14
Drafting edits JDL MH 11-12
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
30'
36'FEEDER LINE, ONE BUS - 60'
TRUNK LINE, TWO BUSES - 100'30'
L L1 L2 A B C D E
36 4.25 4.00 8.50 8.20 0.30 7.30 1.20
2.855.650.707.808.505.876.3330
REVERSE TAPER - GEOMETRICS
Bus Pad
Roadway
Sidewalk
Bus Pad
FEEDER LINE, ONE BUS and TRUNK LINE, TWO BUSES
TANGENTTANGENTR=27'
R=27'
MONOLITHIC POUR NOTES:
1. Reinforce 10' wide bus pad and sidewalk within
turnout. 8" Class 2 concrete with #4 @ 24" o.c. both
ways reinforcing over 6" Class 2 Aggregate Base.
2. Curb height 8" maximum
3. See Engineering Standards 4030 and 4110 for Curb,
Gutter and Sidewalk.
4. See Engineering Standard 4910 for sawcutting
existing PCC.
5. See Engineering Standard 7210 for Sign Post.
6. Score at 10' intervals.
SECTION
2% max.
Street
CONCRETE
BUS TURNOUT
4920
Drafting edits JDL MH 12-12
Add boarding/alighting area JDL DA 10-15
Revise rebar specs JDL WAP 11-98
C
B D
E
E
D B
C
A
TRUNK LINE, TWO BUSES
(Intersecting Road or Driveway as entrance)
L
L1 L2 L2 L1
FLOWLINE AND EDGE SHALL
MATCH ADJACENT GUTTER
FLOWLINES AND LIPS.1% to 2%
10' BUS PAD
SIGN POST and
BUS STOP SIGN
CONTINUOUS
STEEL (TYP.)
SIGN POST and
BUS STOP SIGN
EXPANSION
JOINTS
BUS TURNOUT DIMENSIONS FOR BUSES 8'6" WIDE AND
THIRTY-SIX (36') TO FORTY (40') LONG
Roadway
Sidewalk 8' min.
CLEAR BOARDING/ALIGHTING
AREA, 2% MAXIMUM SLOPE
EITHER DIRECTION.
100'
5' min.2% max.NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
FRONT ELEVATION
BUS STOP
4930
Drafting edits JDL MH 11-12
Edit 4 remove back KH MH 11-17
Multiple revisions ME BN 12-25
1
2
1
3
5
4
10'10'4'-6"2
3
4
5
INSTALLATION NOTES:
Post-mounted schedule holder shall be Transit Information Products Model No. RCH-14, color Blue RAL 5010 or approved equal.
Install per manufacturer's recommendations.
12" x 18" Side-bracket mounted Route Sign. See Engineering Standard 7210 for Metal Sign Post.
Bus Shelter shall be Tolar Manufacturing Company 9' or 13' Low Dome Roof Non-Advertising sierra series or approved equal.
Unless otherwise specified by City's Mobility Services Business Manager, 9' shelter shall be model number 9NALD-PM 4798-05 and
13' shelter shall be model number 13NALD-PM 5725-05, or approved equal, and include all aluminum rear screen, 4' perforated
metal bench, no back, for a 9' shelter and a 8' perforated metal bench, no back for a 13' shelter, and a minimum of one anti-vagrant
bar. Shelter color shall be Night Blue RAL 5022.
Shelter shall include adjustable leveling shoes and all installation hardware with dusk to dawn solar lighting. Solar lighting shall be
NEC 690 compliant. Shelter shall include rear wall map case Tolar Manufacturing Company Model No. 10076-00.
Shelter and bench to be bolted to concrete slab per manufacturer's recommendations. City may waive requirement for bus shelter if
average number of boardings is determined to be less than 8 riders per day.
Shelter to be installed on a 4" thick reinforced Class 3 concrete slab over 4" Class 3 base. Width of slab shall extend beyond the
edges of the shelter a minimum of 12". Reinforce with #4 rebar @ 24" O.C. each way. Shelter to be centered on slab, exclusive of
trash container area, unless adjustment required to meet Note 6 or other site circumstance.
Maintain a minimum sidewalk clearance of 4.5' from the face of curb to the front edge of the shelter and bench.
6b
JUNE 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
5
6b
5'
6a
PLAN VIEW 4.5'min30" min
7
1' max6b
7
Trash container shall be Tolar Manufacturing Company
Model No./ SFTR-07 or approved equal. Trash container
shall be Night Blue 5022. Trash container shall be installed
on departure side of shelter as indicated in diagram.
Maintain minimum 5' distance between shelter and trash
container per ADA Standard 810.2.2. Bus lift or ramp area
shall maintain a clear length of 96" (measured from the
curb or vehicle roadway edge) and a minimum clear width
of 60" (measured parallel to the vehicle roadway).Trash
container to be bolted to concrete per manufacturer's
recommendations. City may waive requirement for trash
container at the Engineer's discretion.
Per ADA Accessibility Standard 810.3, new bus shelters
shall have a minimum clear floor area of 30" by 48",
entirely within the perimeter of the shelter. Accessible
route must be maintained per ADA Accessibility Standard
section 402.
6a
8' min6a
DEC 2025
Center of Median
2" Crown
Median Cobble
3" to 4" Mortar
Setting Bed
4" minimum
non-expansive
base
Compacted
Subgrade
Width per plan
SECTION
Grout exposure shall
be no more than 12"
INSTALLATION NOTES:
Cobble median work shall conform to to the provisions in Section 73, of the Standard Specifications.
Contractor shall install cobble median in non-pedestrian locations of curb islands as indicated on plans.
Concrete Curbs shall be installed per Engineering Standard 4020.
Median Cobble shall be 2" to 6" Sound River Worn Granite cobbles, or approved equal, and shall not be
of uniform diameter.
Mortar shall comply with SECTION 51-1.02F "Mortar" of the Standard Specifications.
Cobble base material shall be Class II aggregate base compacted to a relative compaction of 95%.
Subgrade material shall be compacted to 90% relative compaction.
1
2
3
4
5
6
7
1
2
67
3
4
5
RAISED
COBBLESTONE MEDIAN
4940
New Standard JDL MH 5-13
Revised Note 1 SR BL 1-14
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
LANDSCAPE MEDIAN
4950
New Standard ME BN 12-244"SECTION VIEW
Median Concrete Curbs shall be installed per Engineering
Standard 4020.
Planted areas of Median less than 4 ft in width shall be stamped
concrete or raised cobble per Engineering Standard 4940. (Omit
the maintenance strip.)
Planted areas of Median between 4-6 ft in width shall have a
stamped and/or colored concrete maintenance strip 18" wide, on
one side, with 2% or less cross slope.
Planted areas of Median greater than 6 ft in width shall have a
stamped and/or colored concrete maintenance strip 18" wide, on
both sides, with 2% or less cross slope.
Median Tree(s) must be per Engineering Standards 8010 and
8020.
Refer to Engineering Standard 8430 for City Median Shrub
Palette.
Dowel: 1
2" smooth bar dowels, 18" long at 24" O.C.
Class 2, 2R, or 3 aggregate base, compacted to 95%, 6" min
depth.
No trees, landscaping or other vertical obstructions exceeding 30"
in height shall be permitted within medians within applicable
intersection sight distance triangles, as determined per Caltrans
Highway Design Manual, Section 405.
Backfill must be approved by Engineer.
PLAN VIEW
INSTALLATION NOTES:
GENERAL NOTES:
At intersections, median islands measuring 6' in width or greater
should include pedestrian refuge islands consistent with Caltrans
Standard Plan A88B, unless otherwise approved by the Engineer.
Median noses should not impede the pedestrian path of travel at
intersection crossings.
1
7 3
8
4 1< 4'4' - 6'> 6'5
1
2
3
46
EQ.EQ.SEE NOTE 9
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
1
2
3
4
5
6
7
8
9
10
10
DEC 2025
RETAINING WALL
DRAINAGE
5020
Redrawn to CAD RMH WAP 1-95
New border JDL WAP 9-97
Rem. General Notes; Drafting editsJDL MH 4-13
WALL DRAINAGE:
Place a 12" layer of course gravel against the back of the
wall and provide a 3 4" weep hole (or omit the mortar from
the vertical joint in block walls) just above the ground
level at 32" o.c. No weep holes are to drain across a
public sidewalk.
OR
Place a 3" diameter perforated pipe along the back of the
wall with a 12" layer of gravel around it, set to drain at
intermittent collection points. When a wall is constructed
at back of a sidewalk, drainage must be directed
underground to a new or existing conveyance system.
Drainage can not outlet through curb face.
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
Sidewalk
Backfill
24" WALL 16" WALL 8" WALL
All dimensions in inches unless noted otherwise.GENERAL NOTES:
A. Height of wall is vertical difference between finished grades.
B. All cells must be filled with grout.
C. First block may be embedded in footing.
D. Place a layer of coarse gravel against the back of the wall and at least 1 ft³ of gravel around each drain.
E. These walls are designed to be used at the back of sidewalks but may be used elsewhere if the bottom of footing is at
least 12" below finish grade.
F. These walls may be made of Reinforced Concrete with a wall thickness of 6".
G. Omit mortar from the vertical joints in first course above the ground at 32" on center for weep holes, except walls
adjacent to back of public sidewalk where drain pipes must be installed as shown above. (See Engineering Standard
5020).
H. For walls higher than 24", construction shall conform to the Department of Transportation Standard Plans for retaining
walls for either concrete or masonry construction.
I. Short Retaining Walls proposed to support sloped embankment or fill material require supporting structural calculations
from a registered engineer.8"18"
4"8"6"7"14"
2"8"4"6"4"4"10"
8"2"
Steel:
Vertical and Transverse - #3 @ 32" o.c.
Longitudinal - #3 as shown
Minimum Soil Bearing: 2000 psi (firm, dry soil of any type)
Minimum Concrete Strength: Class 3
Footing should be set in firm, undisturbed soil.
2 12"3"Grooved Beam
Blocks
Concrete Cap
8x8x16
Conc. Blocks
2 dia. Galv. Iron
Drain Pipe thru to
curb face at 10' o.c.
SHORT
RETAINING WALLS
5030
Revise title block; Concrete strengthSR BL 1-14
add note I KH BN 9-24
Drafting edits JDL MH 12-12
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
TREE ZONE
R/W
WATERGASSTREET WATERSEWERR/W
PL
L
LP PL
STORM DRAIN
WATER SEWER
GAS
LC
*
RECYCLED
WATER
REC WTRUTILITIES LOCATION
6010
Add spare conduit KH MH 12-18
condiut size 2->4"KH BN 9-24
Notes revised KH MH 1-17
Power pole,
street light,
phone pole
or fire hyd.
NOTES (cont'd):
Hydrants shall be installed per Engineering Standards 6310 and 6315.
3' minimum horizontal clearance between unlike utility services.
Gas lines shall share trench with wire utilities per plans or standards approved by
all Utilities occupying trench, unless specifically allowed by the City.
NOTES:
Minimum vertical separation at all utility crossings shall be 6".
All objects placed behind the curb face shall maintain a minimum
horizontal clearance of 18" or as required by the applicable
Engineering Standard.
Maintain 5' minimum horizontal separation between utilities.
Communication utilities shall be placed 3'
minimum below crossing utilities or 7' below
top of curb, whichever is deeper.
See Engineering Standards 6110 and 6140 for
Seperation Criteria.
6
7
8
Public
Utilities
vaults
Fire hydrant, utility pole
or street light on P 6
Curb line
Back of sidewalk 10' from P on
low side of lot
(Avoid driveway)
L
8
10'5'
18"
min.
7 7 7
1
2
3
4
5
*
*
See Subdivision
map for widths
20' max.20' max.
Any utility to be placed within
20' of an existing 12" or larger
tree shall receive special review
and conditions.
Street tree
easement
Public Utilities
easement
2
NORTH or WEST
side of street
SOUTH or EAST
side of street
3 5 5 5
8
3'
min.
1 3'
min.
3'
min.5'
min.
3'
min.
3'
min.
Cable TV
(2 min.)
Secondary power
Local Telephone
Street Lights
Primary power 1'
4
8
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
Two spare
4-inch conduit
to City
DEC 2025
PIPE
AC
Case 1
AC/PCC
Case 2
DETAIL A
DETAIL B
1a
1b
1a
5 7
8
6
7
9
3
10
TRENCH DETAIL #1
PAVED OR UNPAVED STREETS
6020
Revise Note 1, add float rock noteKH MH 3-18
Revise Note 1 & 8 SR BL 1-14
Revise Note 3 JDL DA 10-15
INSTALLATION NOTES:
Trench backfill sand in compliance with 26-1.02G
Trench backfill Class 2 aggregate base, trench backfill sand, or slurry in compliance with 26-1.02B, 26-1.02G, or 77-1.02B.
Bedding shall be 4" thick except as otherwise noted in the Standard Specifications.
All waterlines and sewer force mains shall be installed with tracer tape and a magnetic tracer wire as shown above. Gravity Pipes shall
be installed with underground tracer tape only. Tracer wire shall be 14-gauge insulated solid copper with white or other approved light
color insulator. Tracer wire shall be secured to the center of the top of the pipe with tape at 6 foot intervals. Adjacent to each manhole
and lift station, a G-5 utility well shall be installed per Engineering Standard 6040 for access to tracer wire. Tracer wire shall be
continuous and shall be tested for continuity. Wire to services, fire lines, etc. shall be joined to wire on main. Tracer wire joints shall be
soldered and wrapped with electrical tape.
When flexible pipe (PVC, HDPE, etc.) is used, pipe shall be backfilled to the spring line, compacted and backfill tested prior to
completing initial backfill.
The streets of San Luis Obispo are generally paved with either AC, PCC, or a combination of the two. Unless clearly indicated on the
plans, it is the contractor's responsibility to determine the nature of the paving material. (Case 1 - AC only, Case 2 - AC over PCC)
Replacement pavement shall be "in kind." Concrete streets which contain a reinforcement fabric or grid shall be "tee cut" with the width
of the AC cut extending one foot beyond each side of the trench. A new layer of pavement reinforcing grid shall be installed above the
new PCC and beneath the new AC.
All concrete street sections require 12" smooth steel dowels per Detail B above.
New PCC shall not be brought above existing PCC, shall be Class 2, and shall be 8" thick.
When only AC is used, new AC shall be 6" thick on local streets, and 10" thick on collector or arterial streets.
Filter fabric shall be required when initial backfill is float rock. Filter fabric shall be placed between initial and subsequent backfill and
wrapped up trench sides 6". Filter fabric shall conform to the requirements in Section 88 and shall be permeable and non-woven.
Filter fabric shall be Mirafi 140 NC or equal.
GENERAL NOTES:
A. Backfill testing is required and results are subject to approval by the City Engineer. Float rock depth shall vary based upon
groundwater elevation.
B. No longitudinal joints or seams are allowed in bike lanes. If a longitudinal joint may result due to the contractor's work, or this
requirement, the contractor shall remove a minimum of 2" of asphalt from the pavement across the entire bike lane using a method
approved by the City and resurface the bike lane to the satisfaction of the City.
C. During backfill operations, the the trench shall be backfilled and compacted and tested to the spring line of any utilities crossing the
trench before proceeding with further backfill.
D. Float rock may be substituted for initial backfill when ground water is present as approved by the Engineer. Float rock depth shall vary
based upon groundwater depth.
E. Concrete plug maybe required by the Engineer where groundwater is anticipated. Location and frequency shall be determined by the
Engineer.
2
3
4
5
6
7
8
9
10
SUBGRADE
TRACER
WIRE
SPRING
LINE OF
PIPE
FILTER
FABRIC
SAWCUT (ENG.
STD. 4910)
(E) AC
PAVEMENT
DOWELS, 18" LONG,
6" EMBEDMENT
(E) AC OVER PCC PAVEMENT
SAWCUT
TRENCH
PAVING
(E) PAVEMENT
DOWELS
5' TYP.
30" TYP.COMPACTIONPER STD SPECSDEPTH
VARIES,
90%
DEPTH
VARIES,
95%
4
PIPE O.D.
6" MIN., 12" MAX. OR
MANUFACTURER'S RECOMMENDATION
(TYP> EACH SIDE)SELECT BACKFILLBEDDING
INITIAL
BACKFILL
6"
SUBSEQUENT
BACKFILL
12"
MAX.
NEW TRENCH PAVING
(width varies)
3
TRACER
TAPE
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
1b
1a
FLOAT ROCK PER
GENERAL NOTE D.
2
10
DEC 2025
TRENCH DETAIL #2
UNPAVED NON-TRAFFIC AREAS
6030
Detail 2 KH MH 1-18
Revise Note 1 MH SR 1-14
Revise Note 3 JDL DA 10-15
DETAIL
1
2
3
NOTES:
Trench backfill sand in compliance with 26-1.02G
Bedding shall be 4" thick except as otherwise noted in the Standard Specifications.
All waterlines and sewer force mains shall be installed with tracer tape and a magnetic tracer wire as shown above. Gravity Pipes shall
be installed with underground tracer tape only. Tracer wire shall be 14-gauge insulated solid copper with white or other approved light
color insulator. Tracer wire shall be secured to the center of the top of the pipe with tape at 6 foot intervals. Adjacent to each manhole
and lift station, a G-5 utility well shall be installed per Engineering Standard 6040 for access to tracer wire. Tracer wire shall be
continuous and shall be tested for continuity. Wire to services, fire lines, etc. shall be joined to wire on main. Tracer wire joints shall be
soldered and wrapped with electrical tape.
When flexible pipe (PVC, HDPE, etc.) is used, pipe shall be backfilled to the spring line, compacted and backfill tested prior to
completing initial backfill.
Filter fabric shall be required when initial backfill is float rock. Filter fabric shall be placed between initial and subsequent backfill and
wrapped up trench sides 6". Filter fabric shall conform to the requirements in Section 88 and shall be permeable and non-woven.
Filter fabric shall be Mirafi 140 NC or equal.
THIS STANDARD APPLIES ONLY TO AREAS THAT ARE NON-TRAFFIC, NOT IN STREETS OR PARKING LOTS.
2
3
4
SUBGRADE
TRACER
WIRE
SPRING
LINE OF
PIPE
(E) GROUND
DEPTH
VARIES,
90%
12"
MAX.
4
PIPE O.D.
6" MIN., 12" MAX. OR
MANUFACTURER'S RECOMMENDATION
(TYP. EACH SIDE)SELECT BACKFILLBEDDING
INITIAL
BACKFILL
12"
SUBSEQUENT
BACKFILL
WIDTH VARIES
3
TRACER
TAPE
PIPE
GENERAL NOTES:
A. During backfill operations, the the trench shall be backfilled and compacted and tested to the spring line of any utilities crossing the
trench before proceeding with further backfill.
B. Float rock may be substituted for initial backfill when ground water is present as approved by the Engineer. Float rock depth shall
vary based upon groundwater elevation.
C. Concrete plug maybe required by the Engineer where groundwater is anticipated. Location and frequency shall be determined by the
Engineer.NATIVE MATERIALDEPTH
VARIES,
85%COMPACTIONPER STD SPECSFILTER
FABRIC
5
5
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
FLOAT ROCK PER
GENERAL NOTE B
1
1
DEC 2025
SUBGRADE
TRACER WIRE
(WHEN SPECIFIED)
PIPE
O.D.
MIN. 2" CLEARANCE FROM CONDUIT
(TYP. EACH SIDE)
NEW TRENCH PAVING
(width varies)
PIPE
TOP OF CONDUIT
BOTTOM OF CONDUIT
TRENCH DETAIL #3
CONDUIT TRENCH FOR TRAFFIC
SIGNALS, STREET LIGHTS, AND
CITY COMMUNICATIONS 6035
"Tracer wire when specified"JDL DA 10-15
Detail 3 KH MH 1-18
revise notes KH BN 9-24
INSTALLATION NOTES:
1 See Engineering Standards 6020 and 6030, and Section 26-1 & 77-1, of the Standard
Specifications for requirements regarding trench backfill and restoration of surface
improvements.
2 Depth of City owned Conduit shall conform to the following:
·Min. 18" for Traffic Signal wire
·Min. 24" for Street Light Electrical Service and Fiber-optic wire
·Min. 30" for all other City owned wire types
GENERAL NOTE:
A. See Standard Specification 86 and 87 for information regarding conduit materials, use
and installation.
B. See Standard 6010 for location requirements of third party utilities.
CONDUIT O.D. + 2" EA. SIDE
2" MIN. BEDDING
TRACER TAPE
2
12" MAX.
1
SELECT BACKFILLINITIAL BACKFILLSUBSEQUENT BACKFILL10"NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
MICROTRENCHING
FOR DRY UTILITIES
6037NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
GENERAL NOTES:
26" MAX DEPTH
2" MINOPTIONAL 2ND CONDUIT
4" WIDTH
CRACK SEALANT
2
18" MIN
COVER
1
SIDEWALK P A V EM E NT
G U T TER
EXISTING UNDERGROUND UTILITIES
6"
MIN
3
PAVEMENT
RESTORATION
PER ENG STD.
6020 & 6030
2" SAND BEDDING
TRACER TAPE
12" MAX DEPTH
INSTALLATION NOTES:
SUBSEQUENT BACKFILL
WITH 1-SACK SLURRY IN
COMPLIANCE WITH 77-1.02B
A. Microtrenching shall be used only for underground fiber. The City reserves the right to deny a microtrenching request if the Engineer
determines it would have a specific, adverse impact on public health or safety. Microtrenching shall only be used where the gutter
meets the existing street. Do not trench until conduit is on site and ready for installation.
B. Pavement cuts shall be straight and clean. Spills and potholes within 12 inches of the microtrench must be repaired prior by trenching
to facilitate straight pavement cuts. A circular vacuum or equivalent excavator which can effectively evacuate cuttings shall be utilized.
C. Do not conduct microtrenching or install conduit in parallel alignment above any publicly owned utility unless specifically approved in
writing by the Engineer.
D. Upon completion of microtrenching, all grades, pavement markings, and structures shall be restored to existing conditions meeting
applicable service requirements.
E. No longitudinal joints or seams are allowed in bike lanes. If a longitudinal joint is created during construction, the contractor shall
remove a minimum of 2" of asphalt from the pavement across the entire bike lane using a method approved by the Engineer and
resurface the bike lake to the satisfaction of the Engineer.
F. Conduit shall be maximum 2" diameter.
G. If no gutter exists, microtrench shall be constructed 24" from the face of curb.
A minimum cover of 18 inches shall be maintained from the top of conduit to the top of the roadway section. A minimum trench depth
of 26 inches will be approved. Two inches of separation will be maintained if additional conduit are installed in the trench. Excavation
width shall be 4 inch maximum.
The sealant shall overlay the microtrench at the pavement surface leaving a maximum "over-banded" appearance of 3 inches. The
material shall not continue to flow beyond these limits once a crack is sealed. Crack sealant shall comply with Caltrans Specification
Section 37.
6 inches minimum of clearance must be maintained between conduit and existing utilities. Potholing to confirm depth of existing
utilities is required.
INITIAL BACKFILL WITH SAND IN
COMPLIANCE WITH 26-1.02G
1
2
3
8"
DEC 2025
STORM
SEWERWATERWATER
RECYCLED
CHRISTY G-5 or G-12
when specified
1
INSTALLATION NOTES:
All utility covers to be raised shall be replaced as needed to conform to covers specified above. Covers shall be imprinted with the
appropriate utility name.
Collars constructed in P.C.C. streets shall be circular in shape and shall be separated from the adjacent P.C.C. street by either a cold
joint or a tin form.
MANHOLES: Rings shall be 3" or 6". Top of cone to top of frame shall not exceed 18". Grade rings and manhole frame shall be sealed
at every joint with butyl rubber (CONSEAL CS-102 or equal). When proper grade cannot be achieved with standard grade rings, the
manhole frame shall be suspended in position over the last grade ring, the inside of the frame and shaft shall be formed with tube or
monoform system, and the concrete collar shall be poured to provide the joint between the manhole frame and the grade ring stack.
Inside of rings shall be grouted with non-shrink grout to obtain a smooth surface free from gaps, holes and sharp edges. 2" clearance
applies to the low side of the frame. Clearance may be greater on the high side as dictated by the street grades and as directed by the
City Engineer. Use 6" concrete reducing rings in cases where existing manhole opening must be reduced to accommodate the new
frame and cover.
GENERAL NOTES:
A. Completely remove existing concrete collar prior to pouring new concrete collar. The diameter of the new collar shall be equal to the
existing collar or the minimum diameter specified in the above detail, whichever is larger.
B. Concrete shall be Class 2 concrete, troweled to street grade, and allowed to cure for 24 hours prior to any traffic use. Class 1 concrete
with 2% non-corrosive polar set may be required to allow expedited traffic use following 4 hour cure time.
C. Depth and radius dimensions shown apply to similar covers that are not shown.
D. When a roadway is overlaid with asphalt concrete, the contractor may use extension rings to adjust utility covers to the new surface
elevation. When extension rings are used to adjust grade, a preformed thermoplastic ring shall be applied around the perimeter of the
concrete. Extension ring shall be compatible with the existing cover. Thermoplastic ring width shall be a minimum of 6 inches.
E. Utility frame and cover shall be installed so that cover does not rock or rattle and is flush with adjacent surface.
2
3
PLAN
WELLS SECTION
WATER VALVE, SEWER CLEANOUT, MONUMENT,
MONITORING, RECYCLED WATER
MANHOLES
STORM DRAIN,
SANITARY SEWER
UTILITY COVER
GRADE ADJUSTMENT
& P.C.C. COLLAR
6040
Update Note 2 WH BL 8-11
Add Note 7 DVB BL 11-08
Reorganize Notes; Add Note E JDL BL 6-12
CHRISTY G-4 or
approved equal
SOUTH BAY FOUNDRIES SBF-1900
or PHOENIX P-1090 with beveled
edge sealed blind pickhole
1
10"
1
1
10"
10"
PCC COLLAR
9"9"
24"2 2
2
2" ± 12"
3
10"10"12"
PCC COLLAR
FINISH GRADE
(PAVEMENT SURFACE), TYP.
18" max.
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
GENERAL NOTES:
A. All storm drains, waterlines and sewerlines that are taken out of service shall be abandoned by disconnecting the
pipeline from the active system, plugging all openings, and removing all related surface features, such as: Blow-offs, Air
Release Valves, Valve Wells, Vaults, Boxes, Frames, Covers and Collars, Manholes, and Cleanout Wells. All openings
shall be capped with approved fittings, such as: Expandable plugs for sewerlines, Caps, Blind Flanges, Dresser
Couplings with Plug, and Valves.
B. All water services from abandoned mains shall be pinched off, capped or plugged with approved fittings, or closed with
the corp stops. If the water services are being abandoned and the main is to remain live, services shall be shut off at
the corp stop and capped or plugged with a threaded brass fitting.
C. Water valves that are determined by the Utilities Department to be redundant or otherwise unnecessary shall be
removed.
D. Valve well and cleanout risers shall be removed, backfilled with sand, and compacted to 95%. The tops of all manholes
and other structures to be abandoned shall be removed by sawcutting using square cuts in accordance with
Engineering Standard 4910. The structure shall be removed to a depth of 16" below street grade and filled with slurry
backfill to the top of the remaining structure see section 77-1.02B of the Standard Specifications. Pavement
replacement shall be per Trench Detail #1 (Engineering Standard 6020).
E. All sewer laterals from the abandoned sewer main shall be capped or plugged with approved fittings. If the sewer
laterals are being abandoned and the main is to remain live, the laterals shall be excavated at the main by the
contractor and the actual abandonment will be performed by the City. A 48-hour notice shall be given to the City to
schedule these abandonments.
STRUCTURES, WELLS & COLLARS
STRUCTURES
UTILITY PIPELINE
ABANDONMENT
6050
Drafting edits JDL MH 2-13
Revise Note D SR BL 1-14
Revised Note "C"MH BL 10-09
16"
FILL WITH SLURRY
REPAVE PER TRENCH DETAIL #1
(ENGINEERING STANDARD #6020)
TOP OF PAVEMENT
COLLAR
FRAME
SAWCUT
SANITARY
SEWER
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
Revise notes: B.c2, B.e Add F note
Revised all Notes
NOVEMBER 2025
Add SD, remove Zone A&B
WATER – SEWER – STORM
SEPARATION CRITERIA MH BL 1-14
KH MH 1-20
6110
Revise notes: B.c2, B.e Add F note SR BL 3-06
Page 1 of 2
CRITERIA FOR THE SEPARATION OF WATER MAINS AND SANITARY SEWERS
NEW FACILITIES SEPARATION STANDARDS
New water mains and sewer lines must comply with most recent version of the California Code of Regulations
Section 64572 Title 22 Chapter 16.
1. Parallel Construction: The horizontal distance between pressure water mains and sewer must be at least
10 feet.
2. Crossing Construction: Pressure water main must be at least 12 inches above sanitary sewer lines where
these lines cross. Angle of crossing shall be between 45 and 90 degrees.
3. Separation distance is measured from the nearest edge of the facilities.
4. Water mains and sewer lines must not be installed in the same trench.
EXCEPTIONS TO BASIC SEPARATION STANDARDS
When local conditions or existing facilities create a situation where there is no alternative but to install water
mains or sewer lines at a distance less than that required by the new facilities separation standards. In such
cases, alternative construction criteria proposed by the water system must be approved by the State Water
Resources Control Board, Division of Drinking Water. Alternatives may be proposed pursuant to CCR, Title 22,
Section 64557.100.
ALTERNATIVE CRITERIA FOR CONSTRUCTION
The construction criteria for sewer lines or water mains where the Basic Separation Standards cannot be attained
are shown in Figures 1 and 2, Engineering Standard 6140. There are two situations encountered:
Case 1 -- New sewer line – new or existing water main.
Case 2 -- New water main -- existing sewer line.
For Case 1, the alternate construction criteria apply to the sewer line.
For Case 2, the alternate construction criteria may apply to either or both the water main and sewer line.
The construction criteria apply to the house laterals that cross above a pressure water main. House laterals
crossing below water main must have 4 inches of separation between water main and lateral.
CONSIDERATION OF RECYCLED WATER
Recycled water mains must be treated as sewer mains when considering their separation from potable water.
Recycled water mains must be treated as potable water mains when considering their separation from sewers.
CONSIDERATION OF STORM DRAINAGE
New water mains and supply lines shall be installed at least 4 feet from and one foot vertically above storm
drainage pipes. The vertical separation specified is only required when the horizonal distance between a water
main and storm drain pipe is less than 10 feet.
DEC 2025
Revise notes: B.c2, B.e Add F note
Revised all Notes
NOVEMBER 2025
Add SD, remove Zone A&B
WATER – SEWER – STORM
SEPARATION CRITERIA MH BL 1-14
KH MH 1-20
6110
Revise notes: B.c2, B.e Add F note SR BL 3-06
Page 2 of 2
CASE 1
NEW SEWER AND STORM MAIN BEING INSTALLED
(See Figure 1, Engineering Standard 6140)
ZONE SPECIAL CONSTRUCTION REQUIRED FOR SEWER
X Requires a waiver from the Division of Drinking Water pursuant to CCR, Title 22, Section 64551.100
Note: Applies to mains only. Supply lines and house laterals are not subject to waiver requirements.
P Prohibited.
CASE 2
NEW WATER MAIN BEING INSTALLED
(See Figure 2, Engineering Standard 6140)
ZONE SPECIAL CONSTRUCTION REQUIRED FOR WATER
X Requires a waiver from the Division of Drinking Water pursuant to CCR, Title 22, Section 64551.100
Note: Applies to mains only. Supply lines and house laterals are not subject to waiver requirements.
D
The water main shall have no joints within 8 feet from either side of the sewer and storm and shall be
constructed of:
1. Ductile iron pipe
2. Class 200 PVC Pipe
P Prohibited.
DEC 2025
CRITERIA FOR THE SEPARATION OF WATER MAINS AND SANITARY SEWERS
CASE 1
NEW SEWER MAIN
CASE 2
NEW WATER MAIN
Figure 1
Figure 2
W
S
W
S
CROSSING
CROSSING
Refer to Engineering Standard 6110 for Separation Criteria Text
WATER - SEWER
SEPARATION CRITERIA DETAILS
6140A
Drafting edits JDL MH 2-13
Edit Zone X KH MH 1-20
Revised Separation KH MH 5-18
NOTES AND DEFINITIONS
·DIMENSIONS (separation distances) are from the outside of water main to outside of sewer line or manhole.
·FUSED JOINT: The joining of sections of pipe using thermal or chemical bonding processes.
·HEALTH AGENCY: The State Department of Health Services. For those water systems supplying less than 200
service connections, the local health officer shall act for the Department of Health Services.
·HOUSE LATERAL: A sewer pipe connecting the building drain and the main sewer line.
·WATER SUPPLIER: Any person who owns or operates a public water system.
12"
8'
8'
12"
ZONE P is a prohibited zone
6'4'
6'4'
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
ZONE X requires a state waiver
>12"
*MINIMUM 1' VERTICAL SEPARATION
BELOW WATER MAIN WITHIN 10'
PARALLEL*
PARALLEL*
*MINIMUM 1' VERTICAL SEPARATION
ABOVE SEWER MAIN WITHIN 10'
ZONE P ZONE XZONE X
ZONE XZONE PZONE X
ZONE D
ZONE P
ZONE X
ZONE P
ZONE X
ZONE P
ZONE P12"
12"
>12"
>12"
DEC 2025
CRITERIA FOR THE SEPARATION OF WATER MAINS AND STORM DRAINAGE
CASE 2
NEW WATER MAIN
Figure 2
W
Refer to Engineering Standard 6110 for Separation Criteria Text
6'4'
*MINIMUM 1' VERTICAL SEPARATION
BELOW WATER MAIN WITHIN 10'
PARALLEL*
PARALLEL*
*MINIMUM 1' VERTICAL SEPARATION
ABOVE STORM DRAIN WITHIN 10'
12"
CASE 1
NEW STORM DRAIN
Figure 1
SD
6'4'12"
WATER - STORM
SEPARATION CRITERIA DETAILS
6140B
New SD layout KH MH 1-20
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
NOTES AND DEFINITIONS
·DIMENSIONS (separation distances) are from the outside of water main to outside of storm drain or manhole.
·HEALTH AGENCY: The State Department of Health Services. For those water systems supplying less than 200
service connections, the local health officer shall act for the Department of Health Services.
W
SD
CROSSING
CROSSING
8'
8'
12"
ZONE P is a prohibited zone
ZONE X requires a state waiver
>12"ZONE D
ZONE P
ZONE X
ZONE P
ZONE X
ZONE P
ZONE P
ZONE P
ZONE X ZONE X
ZONE X ZONE X
ZONE P
12"
12"
12"
>12"
>12"
DEC 2025
9"9"3'MAIN
WATER
2"
1"
APPROVED EQUAL ACCEPTED FOR ALL FITTINGS
WATER SERVICES
NEW & REPLACEMENTS
6210
Modify parts manufacturer JDL MH 3-13
Revised Note 9 KH MH 3-20
Add notes, add lid #'s KH BN 6-24
1 2
3 4
5C/5P
5C/5P
5C
7A
7B
8B 8A
CITY VALVE
CUSTOMER
VALVE
15
12 13
11
10
10"3'14
CUSTOMER
VALVE12"9
11
15
12 13
8B
5C/5P
CITY VALVE
8A
9
10
14
A.
B.
C. A 14 gauge (min.) insulated copper tracer wire shall be soldered and taped to locator wire
on main line, looped around corp stop and run up to the meter box. The wire shall be taped
to the service line at 7' intervals and 3' of wire shall be coiled in the meter box. Tracer wire
color shall be blue.
D. All mains shall use a service saddle.
E. New/Replacement 1" water service shall be copper or iron pipe size (IPS).
New/Replacement 2" water service shall be copper or copper tubing size (CTS)
polyethylene.
F. All new services or service replacements shall be 1" or 2". Any
3 4" or 112" services shall be
upgraded to the next size (1" or 2") and an adaptor installed at at both sides of the meter to
meet 1" or 2" lay length between the curb stop and the customer service valve.
G. If service replacement includes the tap at the main, the new connection shall be made 12"
from the old connection. The old corp stop shall be closed and a threaded brass plug or
cap installed.
H. Any boxes which do not meet the current standards listed below shall be upgraded to
those standards.
I. Contractor shall ensure tubing is "bottomed out" in all Super Grip (SG) fittings while
tightening.
J. When recycled water is used on any parcel, a backflow preventer shall be installed on the
potable water service line.
K. When replacing an existing service line, the customer valve is not required to be replaced.
If no customer service valve exists, one is required to be installed. If meter box is not large
enough to accommodate customer service valve, the meter box must be replaced and
upsized per note 9.
L. Open trench water service replacements shall be installed perpendicular to the existing
water main, when as measured along the main, the existing water service is offset 5' or
more from perpendicular.
INSTALLATION NOTES:
Service saddle, double strap, CC threads: Installed per manufacturer's recommendations.
AC, CI and DIP main: Ford F202B Series
PVC Main: Ford F202BS Series
Corporation Stop, ball type, CCxMIP:
1" - Ford FB400-4-NL
2" - Ford FB400-7-NL
45° Bend, brass, FIPxFIP
Adaptor with sleeve:
1" for CTS tubing - Ford C84-44-Q-NL and 52 Insert
1" for IPS tubing - Ford C84-44-Q-NL and 5272 Insert
2" - Ford C84-77-Q-NL and 55 Insert
Service Tubing:
5C - Copper, type K, soft
5P - Polyethylene, 200 psi, AWWA C901 Centennial, Driscopipe or approved equal.
Service tubing for recycled water shall be purple or be wrapped in purple polyethylene
sleeve conforming to AWWA A21.5 and shall be clearly labeled as non-potable.
1
2
3
4
Coupling 2": Ford C44-77-Q-NL, compression x compression, tube size.
7A - 2" 90° bend, brass 2" MIP x Comp 90, Ford L84-77-Q-NL, tube size
7B - 90° bend, 2" Comp x Comp 90, Ford L44-77-Q-NL, tube size
7C - Comp x Comp x Comp Ford T444-777-Q-NL or approved equal
Meter Box Valves:
8A (Customer side):
3 4" service - Ford B13-332-HT34-NL
1" service - Ford B13-444-HT34-NL
112" service - Ford B13-666-HT67S-NL
2" service - Ford B13-777-HT67S-NL
8B (City side):
1" service - Compression meter stop:CTS tubing - Ford KV43-444W-Q-NL;
IPS tubing - Ford KV43-444W-NL and C86-44-Q-NL adaptor
2" service - 2" Curb stop, ball valve: Ford BF13-777W-NL, inlet FIP x outlet
Meter Flange
Meter box and lid with Advanced Meter Infrastructure (AMI):
3 4" and 1" water meter use (#A6000485SA) box with lid (#A6000484T-H10).
112" and 2" water meter use Armorcast (#A6001419SA) box, with cover
(#A6001420TDEB-H10) and drop-in read lid (#A6000481T-EB), 20K traffic
rating, and Christy B36 for Mission Area. IN MISSION STYLE SIDEWALK
AREA as defined by City Council Resolution 4183, concrete boxes shall be per
Engineering Standard 1010, Section 3.1.10.D. and shall be located behind the
tile row per Eng. Std. 4220. WHEN USED FOR RECYCLED WATER, all lids
shall be integrally cast with the words "Recycled Water" or "Reclaimed Water".
Install PVC sleeve to 12" behind back of sidewalk. 5/8", 3/4", or 1" water meter
use 2" sleeve. 112" or 2" water meter use 3" sleeve.
#4 rebar all around the meter box
Meter adaptor (as needed): 1" City valve to 3/4" Customer valve use Jones
J-128H or Ford A24. 2" City valve to 3/4" Customer valve use Ford A67.
When meter box is to be installed in landscaped area, a 4" thick concrete apron
shall be placed for a minimum of 12" around the box.
Install Recycled Water warning tags per Engineering Standard 8810 when used
for recycled water.
Water services serving corner lots or services serving units behind other units
shall be designated to an address and/or unit by attaching a 112" brass tag with
14" minimum letters/numbers to the curb stop with a non-ferrous wire.
Radio Transmitter
6
8
9
10
11
12
13
14
15
7
20" - 28"
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
16
16
16
5
GENERAL NOTES:
A. If service line is lead, galvanized steel or polybutylene,
the entire service shall be replaced from the main.
B. Households shall be notified at least one hour prior to
water shut-off to make a connection.
DEC 2025
3'WATER SERVICE
CONNECTIONS
6220
Renumber Notes SR BL 3-06
Renumber Notes; Drafting edits JDL MH 12-12
Revised part numbers JDL MH 3-13
5C
7A
7B
8B 8A
City Valve
Customer
Valve
15
12 13
11
10
10"
9"9"3'14
Customer
Valve12"9
11
15
12 13
8B
City Valve
8A
9
10
14
Type (E) Service Main
1 PE
Any
1 Copper Non-metal
Type Extension (E)Service Main
2 Copper/PE PE Any
Non-metal2Copper/PE Copper
2 PE
Copper Any
WATER SERVICE CONNECTION TO NEW MAIN
1
2
3
4
6
16
(E) ServiceExtension
(E) Service
GENERAL NOTES:
A. If service line is lead, galvanized steel, or polybutylene, the entire service shall be replaced from the main to the meter per Engineering Standard 6210.
B. Any meter boxes which do not meet current standards per Engineering Standard 6210 shall be upgraded to those standards.
C. Households shall be notified at least one hour prior to water being shut off to make a connection.
D. A 14 gauge insulated copper tracer wire shall be tied to the corp stop and taped to the service line at 7' intervals. The wire shall be soldered to the existing
tracer wire or existing copper service.
WATER SERVICE METER BOX RELOCATION
16
(E) Service
18
(E) Service
17
17
INSTALLATION NOTES:
through - See Engineering Standard 6210.
Add bell reducer and close nipple for existing 3 4" and 112"
service lines.
Compression to compression coupling, J-2609SG
Water
Main
1 4
6
16
Type 1 - New main is closer to curb than
existing main.
Type 2 - New main is further from curb than
existing main.
(PE = Polyethylene)
INSTALLATION NOTES:
and through - See Engineering Standard 6210.
Compression to compression coupling, J-2609SG
Extensions on services shall match existing size and material.
service material shall conform to Engineering Standard 6210.
3 4" CTS tubing: Ford C44-33-Q-NL
1" CTS tubing: Ford C44-44-Q-NL
3 4" IPS tubing: Ford C66-33-Q-NL
1" IPS tubing: Ford C66-44-Q-NL
5 7
16
17
15
18
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
WELL
ROW
SIDEWALK
REMOTE READER
GENERAL NOTES:
A. All residential and non-residential buildings served by public
sewer and private well shall have the well metered for the
purpose of assessing sewer charges. De-minimis residential
users are excluded from this requirement per Municipal
Code 13.04.240.
B. The well meter shall consist of a conventional meter set in
the public right of way in accordance with City Engineering
Standards. With prior written approval of the Utilities
Department, a meter set near the well with a remote reader
mounted to the building or other permanent structure will be
allowed.
C. The property owner shall pay all fees established for these
purposes.
D. The property owner shall execute a Private Well Metering
Agreement with the City for ongoing operation, maintenance,
inspection, calibration, and repair or replacement of the well
meter and related City facilities.
E. If a property receives water from both the public system and
a private well, the customer will pay a sewer charge based
on usage from both meters and a water charge based on
usage from the public system meter.
F. The City shall own, operate and maintain the meter, remote
reader and associated wiring. All other facilities shall be the
responsibility of the property owner.
SEE ENGINEERING STANDARD 6210 FOR DETAILS
CONSTRUCTION NOTES:
1. For properties receiving water from both a private well and the
public system, an approved backflow prevention device shall be
installed on the service connection to the public system.
2. The proposed location of the water meter and remote reader shall
be approved by the City Utilities Department prior to installation.
3. The meter and related facilities shall be installed in accordance
with applicable City Standards. The meter box shall be set with
the long dimension parallel to the curb to differentiate them from
other meters.
4. A conduit and pull rope shall be installed in accordance with the
NEC and City Specifications and Standards. The conduit shall
enter the water meter box in such a manner as to not interfere
with the installation, removal, and inspection of the meter. The
conduit shall be stubbed up at the building and secured to the
building at no less than two locations. Both ends of the conduit
shall be capped with a slip cap, not welded or glued.
5. A space shall be provided to allow the remote reader to be
securely mounted at 5' above grade.
6. All work shall be performed by an appropriately licensed
contractor with the exception of the meter set, pulling of remote
read wires, and installation of a remote read unit which will be
completed by City crews with a 48 hour notice.
7. Meter model and radio model per City Standard 6210 - Water
Services.
WELL METERING
6240
Const. Note 7 KH BN 6-24
New Border JDL WAP 9-97
Drafting edits JDL MH 12-12
STANDARD CONFIGURATION ALTERNATE CONFIGURATION
(must be approved by the Utilities Department)
BUILDING
SERVED
BUILDING
SERVED
WELL
WATER METER
BOX
WATER METER
BOX
Curb stop or
Angle meter stop
Water meter
Meter box
Customer valve
Hardwire connection
Remote read conduit
Sidewalk
or Collar
Meter box
90 sweep
Per NEC
Per NEC
90 sweep
Remote reader
3 4" Conduit
Schedule 80
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
PLAN
ELEVATION
City side
WATER METER
WITH UNMETERED BYPASS
3" to 6" METERS
6250
Add Note 13 SR BL 8-11
Revised part numbers JDL MH 3-13
Revised Vault Note; Drafting editsJDL MH 12-12
NOTES:
Service Saddle: Ford 202B
Isolation Valve: Gate valve, resilient seated with fully encapsulated
gate, FL x MJ
Corp Stop: 2", Ford FB400-7-NL
Ball Valve: 2", Ford B11-777-NL with locking ears
Copper Tubing: 2", Type K, soft, supported at 12" intervals
14 Bend: Sweat x Sweat
MIP x Sweat
Union
FIP x Sweat
6" of 3 4" loose aggregate
Unmetered bypass may be omitted when meter serves only irrigation
uses.
Attach Recycled Water Warning tag and adhesive warning decal per
Engineering Standard 8810 when used for recycled water.
All pipe joints from the water main to the city isolation valve in the
meter vault shall be restrained.
Vault base bottom
METERS:
Meters shall be centered in vault and supported per
manufacturer's recommendations. Meter model and
manufacturer to be approved by the City.
VAULTS:
Vaults shall be Armorcast #A6004872TA48SLO.
Vaults in the Mission Style Sidewalk District shall be
of a type to accommodate an iron-diamond plate or
cast-iron lid. Vaults proposed for use in the District
must be approved by the City Engineer prior to
installation.
Vaults may be required to be placed 90 degrees to
the service to fit the sidewalk width.
Vaults shall be placed a minimum of 12" behind the
curb face, or in Mission Style sidewalk, behind the
tile row.
Spring-assisted vault cover lids shall bolt down.
Multiple lids shall not be bolted down.
1
2
3
4
5
6
7
8
9
10
11
12
13
10
12
13
12"
min.12"min.Straight pipe spool or reducer,
as needed (Not required)
12"
min.
2
1
3
7
7
6
9
8 4
7 7 6"min.12
12
2
1
9
8
6
The bypass shall
be as close to the
meter body as
feasible.
Bypass not required
for irrigation systems511
3
7
7
14
14
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
4" min.
DEC 2025
MANIFOLD
MULTIPLE WATER SERVICES
6260
Renumber Notes SR BL 3-06
Drafting edits; Renumber Notes JDL MH 12-12
Add Note K DVB BL 11-07
FRONT VIEW
END VIEW
1"
2"
12"
APPROVED EQUAL ACCEPTED FOR ALL FITTINGS
*
1
2 3 4 6
4
2"
5C / 5P 5C
* 2" copper shall extend beyond the gutter before transition to polyethylene.
Transition may be omitted if service is all copper.
24"
CL to CL
17 16 15
8
5C
5C
1"
5C
5C
18
9
11
10
14
19
12 13
8
18
3'
GENERAL NOTES:
A. through H.: See Engineering Standard 6210.
I. Each 2" service line shall serve no more than four (4) 1" meters or six (6)
3 4"
meters. Meters larger than 1" shall be served by separate 2" service lateral
unless an alternative configuration is approved by the City Engineer. If installing
more than four (4) meters on a single manifold, angle meter stops shall be 1" x
3 4" outlet to prevent future up-sizing of meters.
J. Extra tracer wire shall be coiled in the meter box closest to the service line.
K. When replacing an existing manifold, the customer side, including valves and
laterals, shall be reconstructed as needed to transition to existing lateral.
Customer valve shall be replaced with a new valve in these cases.
L. Open trench water service replacements shall be installed perpendicular to the
existing water main, when as measured along the main,the existing water service
is offset 5' or more from perpendicular.INSTALLATION NOTES:
through 7 and 9 through 14 : See Engineering Standard 6210.
1" angle meter stop: FORD KV13-444W-NL
Copper tee, all sweat: 2" x 2", Service line shall be at or near center of manifold.
Copper tee, all sweat: 2" x 1"
Copper reducing ell, sweat x sweat: 2" x 1"
Adaptor, sweat x MIP
Each service shall be designated to an address and/or unit by attaching a 112" brass tag with 14" minimum
letters/numbers to the curb stop with a non-ferrous wire. Meter boxes shall be in alphabetical or numerical
order with respect to address, reading left to right when facing the structure.
1
8
15
16
17
18
WATER
MAIN
19
7B
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
ANCHORING TEESIDEWALKFIG. C
FIG. BSIDEWALK
GUTTERGUTTERTAPPING TEE
FIG. ASIDEWALK GUTTERINSTALLATION NOTES:
Hydrant shall have 6-hole flange, all bronze body and bronze
caps: Jones 3760, Clow 2060 or approved equal. Outlets shall
be manufacturer's 212" National Standard hose thread and 412"
National Standard thread. 412" outlet shall point toward street.
Hydrant shall be bagged until it is available for use.
Hydrant shall be painted with Sherwin Williams ALLY 237
Industrial Enamel - Safety Yellow Base or an approved equal.
Hydrant shall be located behind sidewalk if sufficient
right-of-way exists (Fig. A), or behind curb (Figs. B and C). If
located behind sidewalk, 12" minimum clearance shall be
provided between back of sidewalk and outlet cap nut. Install
hydrant reflector(s) per Engineering Standard 7920. For
hydrants within a roundabout intersection use Fig. A.
Standard setback from curb face is 18" to 21". Sidewalk shall
have a minimum of 42" of clearspace.
When located in unpaved area, hydrant installation shall
include 4' x 4' x 6" minimum PCC pad doweled into curb and
sidewalk with #4 @ 18" o.c and one #4 rebar hoop.
Hydrant shall be installed to provide 3" min. to 6" max.
clearance between underside of flange and sidewalk surface,
and shall have 5 8" x 3" drilled break-away bolts installed, with
nuts on top of flange and bolts filled with silicone or butyl
caulk.
Thrust block, Class 2 PCC, shielded from flanges and bolts.
Tracer wire shall be brought to the surface with a minumum of
18" above finished grade. See Engineering Standard 6340
and Trench Details.
NOTES (cont'd):
Cut-in tee, MJ x MJ x Flange. If regular
line run tee is used, a swivel x solid
adapter (pup) shall be used. See
Engineering Standard 6320.
Gate valve, Flange x MJ, resilient seated
with fully-encapsulated gate, epoxy-
coated inside and outside, full-size
waterway, open to the left, non-rising
stem with O-ring seals, AVK, CLOW
F-6100, or approved equal, and shall
conform to AWWA Standard C-509.
See Engineering Standard
6340 for valve, valve well
and collar details.
Tapping sleeve, ROMAC SST - stainless
steel, or approved equal.
Laterals shall be Class 200 PVC or
ductile iron, 6" min. diameter.
Install HG2 - Fire Hydrant Check Valve
unless otherwise approved by the
Engineer.
5
R/WR/WR/W3
4
5
11 11
7 9 8
13 13
10 10 12
7
1
6
7
FIRE HYDRANT
FIRE HYDRANT
ASSEMBLY
6310
Drafting edits JDL MH 2-13
Revised Notes 3, 6, 7 KH BN 6-24
added breakaway valve note 14 LH BN 7-25
2
1
8
6
4
1
2
3
4
5
6
7
8
9
10
11
12
13
TO
HYDRANT
WATER
MAIN
WATER
MAIN
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
14
14
DEC 2025
ANCHORING TEESIDEWALKFIG. C
FIG. BSIDEWALK
GUTTERGUTTERTAPPING TEE
FIRE HYDRANT
FIG. ASIDEWALK GUTTERRECYCLED WATER
HYDRANT ASSEMBLY
6315
Drafting edits JDL MH 2-13
Class 3 to Class 2 KH BN 6-24
Revised Note 2 (color)JDL MH 9-12
INSTALLATION NOTES:
Hydrant shall have 4" inlet, tapered IPT female with one 212"
NSHT male outlet, cap and chain with pentagon stem nut:
Jones H.P. or approved equal. Outlet shall be pointed toward
street. Hydrant shall be rated for 200 psi design pressure.
Hydrant shall be primed for paint with Sherwin Williams
B54-Y38 011 base or an approved equal. Hydrant shall be
painted with Sherwin-Williams Verve Violet (SW 6979).
Hydrant shall be located behind sidewalk if sufficient
right-of-way exists (Fig. A), or behind curb (Figs. B and C). If
located behind sidewalk, 12" minimum clearance shall be
provided between back of sidewalk and outlet cap nut.
Standard setback from curb face is 18" to 21". Sidewalk shall
have a minimum of 42" of clearspace.
When located in unpaved area, hydrant installation shall
include 4' x 4' x 6" minimum PCC pad doweled into curb and
sidewalk with #4 @ 18" o.c.
Hydrant shall be installed to provide 3" min. to 4" max.
clearance between underside of flange and sidewalk surface,
and shall have 5 8" x 312" drilled break-away bolts installed,
with nuts on top of flange and bolts filled with silicone or butyl
caulk. Hydrant assembly shall include 6" x 4" reducer and 4"
DIP spool FLG x 4" IPT male.
Thrust block, Class 2 PCC, shielded from flanges and bolts.
Tracer wire shall be brought to the surface with a minumum of
18" above finished grade. See Engineering Standard 6340
and Trench Details.
NOTES (cont'd):
Cut-in tee, MJ x MJ x Flange. If regular
line run tee is used, a swivel x solid
adapter (pup) shall be used. See
Engineering Standard 6320.
Gate valve, Flange x MJ, resilient seated
with fully-encapsulated gate, epoxy-
coated inside and outside, full-size
waterway, open to the left, non-rising
stem with O-ring seals, AVK, CLOW
F-6100, or approved equal, and shall
conform to AWWA Standard C-509.
See Engineering Standard
6340 for valve, valve well
and collar details.
Tapping sleeve, ROMAC SST - stainless
steel, or approved equal.
Laterals shall be ductile iron pipe, 6" dia.,
Class 52, sleeved with purple
polyethylene warning encasement
(Christy's Polywrap or equal).
Plastic warning tape, 3" min. width, with
black printing on a purple field having the
words "CAUTION: RECYCLED WATER -
DO NOT DRINK", installed in trench
backfill per Engineering Standards 6020
and 6030.
5
R/WR/WR/W3
4
5
11 11
7 9 8
13 13
10 10 12
7
1
6 2
8 7
6 30"4
6
TO
HYDRANT
WATER
MAIN
WATER
MAIN
9
10
11
12
13
14
1
2
3
4
5
6
7
8
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
METHOD 1
No. of ALL-THREADS (min.)
4
6, 8, 10
12, 14
over 14
2
4
6
TO BE DETERMINED IN FIELD
OFFSET IN-LINE
BOLT HOLE ALIGNMENT
METHOD 1
VALVE to FITTING
RESTRAINT
6320
Drafting edits JDL MH 2-13
Class 3 to Class 2 KH BN 6-24
Revised Note in Method #1 DVB BL 11-06
PIPE SIZE
(inches)
VALVES ADJACENT TO FITTINGS SHALL BE RESTRAINED IN ACCORDANCE
WITH ONE OF THE FOLLOWING METHODS LISTED BELOW:
METHOD 1 -May be used only with in-line bolt alignment of valve and fitting. See chart below for
number of all-threads. All-threads and nuts shall be stainless steel and shall be coated
with Henry's #204 roof cement, or equal. this method may be used only with approval of
the City Utilities Department.
METHOD 2 -May be used with either offset or in-line bolt alignment.
METHOD 3 -Flange-to-flange bolted connection may be used.
METHOD 4 -Retainer glands may be used with ductile iron pipe only, subject to City aproval.
Retainer glands may NOT be used on fire hydrant laterals.
METHOD 5 -Swivel gland and integral retaining lip connections may be used.
VALVE
DUG LUG
GLAND
T-BOLT and NUT
ALL-THREAD
PUP
FITTING
METHOD 2
SWIVEL x SOLID
ADAPTOR
T-BOLT and NUT
SWIVEL GLAND
CLASS 2 PCC THRUST
BLOCK, SHIELDED FROM
BOLTS AND FLANGES
SOLID RUBBER GASKET
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
CUT-IN
HOT TAP
WATERLINE TIE-IN
6330
Rev. Tapping Sleeve Romac NoteSR BL 1-14
Change Cast iron to Ductile iron JDL MH 2-14
Class 3 to Class 2 KH BN 6-24
1 1/2 dia.
18" min.
1 1/2 dia.
18" min.
TAPPING SLEEVE - ROMAC STT stainless
steel or approved equal. Prior to tapping the
water main, the tapping sleeve and valve shall
be attached to the water main and pressure
tested for five minutes at 150 psi.
Tapping sleeve shall be separated
from nearest bell, flange, service
clamp, corp stop, etc. by a distance
no less than 112 pipe diameters, with
a minimum of 18".
TAPPING SLEEVE - Gate valve, resilient
seated with fully encapsulated gate, epoxy-coated
inside and outside, full-size waterway, open to the
left, non-rising stem with O-ring seals, 200 psi
working pressure, and meets AWWA C-509.
AVK, CLOW 6100 or approved equal. New line
and tapping sleeve must be at least one size
smaller than the existing main.
Valve required at
all branch lines
SPACER (wedding band) shall
be installed. Inspection required.
SOLID SLEEVE - Ductile iron,
MJ x MJ, 12" min. length
SOLID RUBBER GASKET
T-BOLT
GLAND
Where valve end is MJ, a valve to
fitting restraint shall be used (see
Engineering Standard 6320).
TEE, CROSS,
VALVE, etc.
6" MIN.
THRUST BLOCK -
Class 2 PCC, shielded
from bolts and flanges
THRUST BLOCK - Class 2 PCC, shielded
from bolts and flanges. Sized as appropriate
for test pressure and and soil type.
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
WATERWATER
RECYCLED
SECTION A-A
WATER VALVE
12" or Smaller Mains:
Gate valve, MJxMJ, resilient, seated with fully
encapsulated gate, epoxy-coated inside and outside,
full-size waterway, open to the left, non-rising stem with
0-ring seals, 200 psi. working pressure, and meet AWWA
C-509. AVK, CLOW F-6100 or approved equal.
14" or Larger Mains:
MJxMJ, butterfly valve, Dresser 450, Mueller Line Seal Ill,
or approved equal.
WATER VALVE & WELL
6340
add riser note KH BN 9-24
Drafting edits JDL MH 2-13
Fabric type JDL MH 9-12
10"
TRAFFIC VALVE WELL & COVER
CHRISTY G-5 or approved equal.
Cover shall be imprinted with "WATER"
Pavement
18" of Tracer wire
rolled inside utility
well
Tracer wire per
Eng. Std. 6020
PVC waterline spigots 12" and
larger shall be beveled on inside
for butterfly valve vane clearance
10"
Collar shall be constructed per
Engineering Standard 6040
CHRISTY G-4 or approved
equal, imprinted with "RECYCLED WATER"
when used for recycled water.
AAAA
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
8" min. dia. PVC riser one
continuous piece (no joints)
DEC 2025
BLOW-OFF ASSEMBLY
6350
New Border JDL WAP 9-97
Revised Reducer Detail MH BL 10-05
Drafting edits JDL MH 2-13
GENERAL NOTE:
Protect all fittings with plastic and pour thrust block at end of street main, shape and location to be
determined in field.
THRUST BLOCK
12" x 4" SPOOL
4" RESILIENT
SEATED VALVEPLAIN END PIPE
PIPE SIZE x 4"
FLG x FLG REDUCER
SPOOL LENGTH
WILL VARY
4" THREADED
FLANGE ADAPTER
SEE ENGINEERING STANDARD 6340
FOR WATER WELL INFORMATION, TYP.
COMPANION FLANGE WITH 2"
TAP AND PLUG (IP THREAD)
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
typ.
1
(typ. all around)120°120°120°
WATER MAIN Back of sidewalk(curb face)18"334"AIR/VAC RELEASE
VALVE ASSEMBLY
1" & 2"
6360
delete notes 7, 17, 18, 20 SR BL 8-11
Drafting edits JDL MH 2-13
Revise Note 17 JDL MH 9-12 2"1"min.8
1" min.min.13
12
11
2
14
3
15
2"min.174
186
597
9
10
5
Connection plumbing to slope
up towards Air Release Valve
at minumum grade of 1%
INSTALLATION NOTES :
Crispin Universal Air Release Valve: Model UL10.1 (1"),
UL20.1 (2"), UL30.1 (3"), UL40.1 (4") or approved equal.
Nipple: Brass, short
Ball Valve: Jones J-1905
Nipple: Brass, 10". Protect from contact with two layers of
3-mil tape
Elbow: Brass, 90°
Cadmium plated bent bolts 12" dia. (typ. 3 places) with nuts
Copper Tubing: Type K, soft. Encase in purple recycled water
polyethylene warning sleeve when used for recycled water.
The assembly shall be set behind the sidewalk where adequate
right-of-way exists and in all new developments. Where adequate
righ-of-way does not exist, the assembly should be set back behind the
curb a minimum of 18" or behind the tile row in the Mission Sidewalk
District. Where adequate space is not available between the assembly
and the back of sidewalk to provide required ADA pass by clearance,
approval of the location must be made by the City Engineer.
Coupling: Jones J2605SG or Mueller H-15428
Corporation Stop: Jones J-1944 or Mueller B-2996
Street Elbow: Galvanized
Nipple: 10" galvanized
Elbow: Galvanized
Nipple: 10" galvanized
Armorcast Polyethylene model P6002001 or P6002002 or approved
equal with blue stripe for potable and purple stripe for RW.
PCC Slab: 30" x 30" x 4" thick on a 4" Class 3 base
One (1) #4 rebar hoop
1
2
3
4
5
6
7
9
10
11
12
13
14
15
16
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
8
17
DEC 2025
12" min.
18" max.
GENERAL NOTES:
A. All fittings and risers smaller than 3" diameter shall be copper
or brass. Fittings and risers larger than 3" shall be ductile
iron pipe internally cement lined for fire service and wrapped
with two layers of UPC listed plastic tape minimum 112" or
coated with Henry's #204 plastic roof cement or an approved
equal.
B. Materials shall be UL listed for fire service.
C. Materials shall be inspected by Fire Department prior to
installation.
D. Fire line shall be tested in accordance with Section 76,
"Waterlines" of the City Standard Specifications. No
connections may be made until water samples have been
tested and approved.
E. Location of double check and FDC shall be approved by Fire
Department prior to placement.
F. Wrap bolts with
14" plastic sheathing prior to placement of
thrust blocks.
G. Provide clearances around device per manufacturer's
recommendations and adequate access for testing.
H. When adequate space does not exist between the public
right-of-way and the building face, the USC approved
backflow prevention device may be installed inside the
building on the fire sprinkler riser (refer to Engineering
Standard 6590 for underground portion.) The backflow
preventer shall be located no further than 20' from the street
side property line. Other USC-approved devices may appear
different than those shown. Exterior installations shall have
OS&Y valves. Devices installed inside buildings may have
indicating butterfly valves.
I. Double Check Detector meters shall be supplied with
registers that measure in "units" (100 cu.ft.)
DOUBLE CHECK
BACKFLOW PREVENTER
2" to 10"
6420
Add Note 8 DVB BL 10-07
Drafting edits JDL MH 2-13
add note 8 KH BN 9-24
INSTALLATION NOTES:
Backflow preventer shall be approved by the University of Southern
California Foundation for Cross-Connection Control and Hydraulic
Research for the proposed application.
Backflow preventer shall include OS&Y valves. Backflow preventers
that are USC-approved with butterfly valves may be used with prior
written approval of the Fire Marshal when installed inside a building.
Each valve shall include a tamper device for electronic monitoring.
Junction boxes shall have tamper-proof screws. Provide power and
conduit for the tamper device.
All risers and above ground mainline fittings shall be flange type,
epoxy coated inside or cement mortar lined.
Class 3 PCC pad, 4" thick, 12" minimum around risers, on 4" Class 3
base.
Break-away padlock and chain between OS&Y valves, locked in
open position.
Valve setter or PCC thrust blocks, Class 3, size as required for type
of soil.
Tracer wire from street valve or double check assembly to hydrant
and/or building sprinkler riser per Engineering Standard 6020.
1/2" Conduit to protect full length of electrical wire.
ANY MODIFICATION TO FIRE DEPARTMENT REQUIREMENTS
MUST HAVE WRITTEN APPROVAL FROM THE FIRE
DEPARTMENT.
DOUBLE CHECK DETECTOR
Use when on-site system includes fire hydrants
(4" - 10" only)
DOUBLE CHECK
No on-site hydrants
(2" - 10")
DOUBLE CHECK W/ FDC
When requested by Fire Department
(4" - 10" only)
6 6
6
5 5
5
7
4
3
2a
1
4
3
1
7
7
4
3
1
Fire Department connection
UL listed
single check
valve
1
2a
3
4
5
6
7
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
2b
8
8
8
8
2b
2a
2b
2a
2b
DEC 2025
FIRE
A
B
A
B
VIEW A-A
VIEW B-B
FIRE SPRINKLER
VALVE AND WELL
2"
6520
Tracing Wire note MH BL 11-09
Note 1; Drafting edits JDL MH 2-13
Compression fitting SR JDW 10-03
2
1
3
INSTALL TRACER WIRE FOR PIPE IN
PUBLIC R.O.W. PER ENGINEERING
STANDARD 6020 WITH COIL IN
GATEWELL. SECURE BY TAPING TO
SERVICE PIPE EVERY 6' (MAX.)
8" MIN. DIA. PVC RISER,
ONE CONTINUOUS PIECE
(NO JOINTS)
PVC, PE OR
METALLIC PIPE
SIDEWALK OR CLASS 2
PCC COLLAR AROUND
VALVE WELL AS PER
ENG. STD. 6040
LID MARKED "FIRE"
CHRISTY G-5 TRAFFIC
VALVE, WELL AND LID
CURB OR HEADER
10"
3'
INSTALLATION NOTES:
2" BALL VALVE, JONES J-1921 SG OR FORD B41-777G, OR APPROVED EQUAL
WITH MINIMUM 300 PSI WORKING PRESSURE RATING.
POLYETHYLENE TUBING, SDR-9, 200 PSI WESFLEX OR EQUAL.
2 EACH, 2" x 4" x 12" REDWOOD RISER SUPPORTS.
1
2
3
THIS STANDARD TO BE USED ONLY WHERE FIRE DEPARTMENT APPROVED "TELEPHONE LEASE LINE
ALARM SYSTEM" IS INSTALLED. OTHERWISE, A DETECTOR CHECK ASSEMBLY IS REQUIRED.
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
A
FIRE
A
SECTION A-A
THIS DETAIL APPLIES TO NEW FIRE SERVICE ON NEW OR EXISTING WATER MAIN.
PL
NEW FIRE SERVICE
4"
6530
Temp G-5 box to BOW JDL JDW 1-03
Larger riser MH BL 12-08
Drafting edits JDL MH 2-13
1
2
GENERAL NOTES:
A. All work, including trenching, backfill, compaction, and testing
of materials shall be performed per Project Specifications and
as shown on this detail.
B. After completion of testing, valve shall be closed, temporary
blow-off capped and the area resurfaced.
C. G-5 box in/behind sidewalk shall be removed at time of fire
line connection to building.
INSTALLATION NOTES:
Alternate location where building abuts sidewalk allowed
only with written approval of Utilities Department.
Temporary cap shall be removed at the time the service
is connected to the fire sprinkler system. USC approved
backflow prevention device shall be installed per
Engineering Standard 6420.
1
2
WATER
MAIN
2" Galv.
Cap to match
fireline, tapped
for blow-off
4" PVC Class 200,
length varies
4" Valve per
Eng. Std. 6340Main size x 4" Tee
Thrust
Block
8" min. dia. riser, SDR 35 PVC,
one continuous piece (no joints)
Pressure treated Fir, 2"x4", from
valve to within 6" of surface, used
only when service will be inactive
for some time. Remove block
when service is activated.
COLLAR:
Class 2 PCC trowelled to street
grade and allowed to cure for
48 hours prior to full traffic use.
TRAFFIC VALVE WELL & COVER
CHRISTY G-5, or approved equal.
Cover shall be imprinted with "FIRE".
Valve well and cover per Engineering
Standard 6340.
Pavement
(E) PCC curb
and sidewalk
Tracer wire per
Eng. Std. 6340
Cap
2" Galv.
Thrust
Block
24" min.4" - 12"
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
DIRECTION OF FLOW
DIRECTION OF FLOW
R.P. BACKFLOW
PREVENTER
3/4" to 10"
6550
Rev Note "E"KH MH 11-17
Added Note K MH BL 11-09
Drafting edits JDL BL 6-12
GENERAL NOTES:
A. Pipe and fittings shall be brass or copper when diameter is between
3 4" and 3" and DI for pipe larger than 3". DI pipe
shall be wrapped with two layers of UPC listed plastic tape minimum 40 mil or coated with Henry's #204 plastic roof
cement or approved equal. Resilient seated shut off valves and test cocks are required.
B. Backflow preventer shall have 24" of separation from other devices perpendicular to the flow direction.
C. The mechanical backflow prevention assembly shall be installed subject to the approval of the County of San Luis
Obispo Cross-Connection Inspector. Any deviation from this standard must receive approval prior to installation.
D. All mechanical backflow prevention assemblies approved by the County Cross-Connection Inspector for installation
at the service connection have been evaluated and approved by the Foundation for Cross-Connection Control and
Hydraulic Research, University of Southern California. These assemblies are only approved for the horizontal
orientation, unless specifically evaluated and approved by the local Health Department for other orientations. Check
with the local Health Department.
E. Choice of type of backflow prevention assembly, i.e. reduced pressure principle or double check valve assembly, will
be based on the degree of hazard as evaluated by the County Cross-Connection Inspector.
1. Non-Residential Parcels - All domestic or irrigation services for non-residential parcels shall use a reduced
pressure principle (RP) backflow preventer assembly.
2. Multi-Family - Multi-family housing units having greater that 4 units, attached or detached, shall have an RP
backflow prevention assembly.
3. Non-Potable Irrigation - Non-potable irrigation systems using a pressure pump, including grey water system, shall
install new RP backflow prevention assemblies to all water or irrigation water meters within the parcel. E. 5.
Non-Potable Recycled Water Irrigation - Non-potable recycled water irrigation systems do not require backflow
protection. The Potable system will require a reduced pressure principle (RP) backflow preventer assembly.
4. Single Family - Single family units within R1 Zones shall have backflow prevention device in accordance with the
plumbing and building code.
F. Backflow preventer shall be located within 10' of water meter and no connections or tees are allowed between the
meter and the assembly.
G. No wye strainers are allowed before the No. 2 shut off valve.
H. See Engineering Standard 6210 for meter and service details up to 2".
I. Riser pipes shall include unions for sizes
3 4" through 2".
J.3 4" - 2" RPB shall be lead free FEBCO 825YA or approved equal. 4" - 10" RPB shall be lead free Wilkins model 375
or approved equal.
K. Class 3 PCC pad, 4" thick, 12" minimum surrounding backflow preventer, on 4" class 3 base.
3 4" - 2" SIZE 4" - 10" SIZE12" min.18" max.See Note
"K" below
12" min.18" max.NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
24" min.18" min.
36" max.
6"
12" min. sand cover
4" sand bed
CL
FIRE MAIN
BUILDING CONNECTION
6590
Use of tracer wire JDL WAP 1-00
Drafting edits JDL MH 2-13
Note revisions per Fire DepartmentJDL WAP 9-97
GENERAL NOTES:
A. Fire line shall be tested in accordance with Section 76, "WATERLINES" of the City Standard Specifications. NO
CONNECTION MAY BE MADE UNTIL WATER SAMPLES HAVE BEEN TESTED AND APPROVED.
B. Location of fire sprinkler riser shall be approved by the Fire Department.
C. Materials shall be UL listed for fire service.
D. Wrap bolts with 6 mil plastic sheathing prior to placement of thrust block(s).
E. All fittings and risers shall be ductile iron, internally cement lined for fire service, and wrapped with two layers of
UPC listed plastic tape (minimum 40 mil) or coated with Henry's #204 plastic roof cement or an approved equal.
UL listed fire main (min. 4") Class
305 (DR14) PVC or approved equal
UL listed Flanged Coupling Adaptor fitting
(PVC to DI) or an approved equal
DI spool length as required within
the bearing area of foundation
PCC thrust block,size as
required for type of soil
Stainless steel bolts or coat all
exposed bolts and threads with
Henry's #204 plastic roof cement
or approved equal
Tracer wire from street
valve to sprinkler riser per
Engineering Standard 6020
DI spool (height as required)
2"
Foundation
PVC or equal spacer to provide
2" clearance between riser and
concrete slab
Exterior wall
Foundation
30"36" min. at areas subjectto vehicle traffic45° min.
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
COVER:
Manhole frame and cover shall have a 24" clear opening and a
sealed blind pick hole and no side pick hole. (Phoenix Iron works
P-1090 or approved equal). Frame and cover shall be a 10.5%
machined matched fit. The cover shall be lettered "SANITARY
SEWER". The inside of the frame shall be grouted with non-shrink
grout.
ADJUSTMENT TO GRADE:
Adjust to grade per Engineering Standard 6040.
COLLAR:
Collar shall be constructed per Engineering Standard 6040.
CONE:
Cone shall be concentric and conform to the requirements for
risers. Eccentric cone may be used only in special cases with the
prior written approval of the Utilities Department.
MANHOLE RISERS:
Manhole risers shall be precast concrete conforming to ASTM
C-478 and shall have a 5" minimum wall thickness with minimal
reinforcements. Manholes shall be 4' in diameter unless the size
and/or number of inlet(s) and outlet(s) warrants the use of a 5'
diameter manhole.
JOINTS:
Joints shall be set with butyl rubber sealant (RUB-R-NEK). Inside
of joints shall be grouted with non-shrink grout. Manhole shall be
sealed with an external rubber sleeve (9" Infi-Shield Gator Wrap
or approved equal). The application shall form a continuous seal
that applies inward pressure on the protected joint for the life of
the application.
BASE:
Manhole base shall be precast reinforced Class 3 concrete with
extended base and conform to the requirements for manhole
risers. All pipe connections' size, angle, depth and quantity shall
be field verified and measured prior to ordering precast base. All
pipe connections shall be cored to fit flexible connectors
(KOR-N-SEAL or equal) either by manufacturer or contractor
using approved equipment. Gaps and holes between manhole
base and pipe connections shall be filled with non-shrink grout.
The precast base shall be bedded on a minimum of 6" of well
graded crushed rock over native material that is either undisturbed
or compacted to 95%. (See Standard Specification
Section 26-1.02F for crush rock requirements.
INVERT:
Invert shall be completed in a single pour using Class 3 concrete
with steel trowel finish. Any change in direction shall be a fixed
radius curve extending from the inlet wall to the outlet wall. Inside
surface of invert and area between pipe connection and channel
shall be free from gaps, holes and sharp edges. All inlets shall be
designed and installed such that the top of pipe elevations match
as much as possible.
TESTING:
See Standard Specifications Section 77-3.03G for Vacuum Test
Requirements.
A
A
SEWER MANHOLE
6610
Manhole Cover and Joint SealantJDL DA 10-15
Revise Testing, delete tables SR MH 1-14
Revised BASE Note JDL BL 6-12
SECTION A-A
6"
4' or 5'6"
min.6"min.3"typ.4"min.Varies32"24"Select BackfillDepth varies90% Compaction24"95% Comp.NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
COATINGS:
The interior surface of the concrete structure, with interior
vertical depths of 10-ft or greater, must be coated with a
high adhesion-moisture tolerant epoxy based coat, and a
high build polyurethane aromatic elastomer top coat with a
minimum thickness of 60 mils (Sancon 100 or equal).
DEC 2025
COVER:
Manhole frame and cover shall have a 24" clear opening and a
sealed blind pickhole (Phoenix Iron works P-1090 or approved
equal). Frame and cover shall be a 10.5% machined matched fit.
The cover shall be lettered "SANITARY SEWER". The inside of the
frame shall be grouted with non-shrink grout.
ADJUSTMENT TO GRADE:
Adjust to grade per Engineering Standard 6040.
COLLAR:
Collar shall be constructed per Engineering Standard 6040.
CONE:
Cone shall be concentric and conform to the requirements for
risers. Eccentric cone may be used only in special cases with the
prior written approval of the Utilities Department.
MANHOLE RISERS:
Manhole risers shall be precast concrete conforming to ASTM
C-478 and shall have a 6" minimum wall thickness with minimal
reinforcements. Manholes shall be 4' in diameter unless the size
and/or number of inlet(s) and outlet(s) warrants the use of a 5'
diameter manhole.
JOINTS:
Joints shall be set with butyl rubber sealant (RUB-R-NEK). Inside of
joints shall be grouted with non-shrink grout.
BASE:
Manhole base shall be precast reinforced Class 3 concrete with
extended base and conform to the requirements for manhole risers.
All pipe connections' size, angle, depth and quantity shall be field
verified and measured prior to ordering precast base. All pipe
connections shall be cored to fit flexible connectors (KOR-N-SEAL
or equal) either by manufacturer or contractor using approved
equipment. Gaps and holes between manhole base and pipe
connections shall be filled with non-shrink grout. The precast base
shall be bedded on a minimum of 6" of well graded crushed rock
over native material that is either undisturbed or compacted to 95%.
See Section 26-1.02 for crush rock requirements.
INVERT:
Invert shall be completed in a single pour using Class 3 concrete
with steel trowel finish. Any change in direction shall be a fixed
radius curve extending from the inlet wall to the outlet wall. Inside
surface of invert and area between pipe connection and channel
shall be free from gaps, holes and sharp edges. All inlets shall be
designed and installed such that the top of pipe elevations match
as much as possible.
TESTING:
See Section 77-3.03G for Vacuum Test Requirements.
COATINGS:
See Detail 6610 for Coating Requirements.
SEWER DROP MANHOLE
6620
Notes revision KH MH 1-17
Apprv by Utilities KH MH 11-17
adjust 90° to 45°SR BL 1-14
SECTION A-A
6"
4' or 5'6"
min.6"min.Select Backfill90% Compaction24"95%Comp.24"
TYPE 'B' DROP INLET
TYPE 'A' DROP INLET
TYPE "B" SHALL BE USED ONLY WHEN APPROVED BY UTILITIES DEPARTMENT
A
A
4'
Provide
smooth
transition
4" min.32"Varies2- Sack
Concrete
Slurry
6"
min.6" min.Match
tops of
pipes
A
6" min.A
Pipe lengths can
vary depending on
amount of drop
6" min.(typ.)(FOR VERTICAL DROPS GREATER
THAN 30")
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
DIMENSIONS
8
10
12
15
18
TOP VIEW
END VIEW
SIDE VIEW
MANHOLE INSTALLATION
INLET OUTLET
105 8
SEWER MANHOLE
SAND TRAP
6650
New Border JDL WAP 9-97
Redrawn to CAD JDL WAP 12-93
Drafting edits JDL MH 2-13
GENERAL NOTES:
A. Sand traps shall be used in all manholes where manhole
tops are adjusted due to street grade changes or paving
operations and where sewerline is being constructed.
B. Sand traps shall be in place throughout construction and
shall be removed only after sand and all non-seweage
debris have been removed from affected sewerline(s),
subject to inspection of Utilities Department.
C. Use of any other type of san trap shall have prior approval
of the Utilities Department.Sand trap to be inserted into outlet pipe of designated
manhole(s), or the nearest manhole downstream from
construction.
SAND
TRAP
20 GA. GALV.
SHEET METAL
CRIMPING
LENGTH
LENGTH
DIAMETER 1/2"
125 8
153 4
1818
187 8
DIAMETER
(in)
LENGTH
(in)
DIAMETER
INTERLOCKED
SEAMS
INTERLOCKED
SEAMS
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
SEWER
AA
SECTION A-A
CLEANOUTS ARE NOT ALLOWED ON NEW MAIN CONSTRUCTION.
SEWER CLEANOUT
& WELL
6710
Plug removed JDL DA 10-15
Revise bottom Note SR BL 1-14
Drafting edits JDL MH 2-13 12"min.
Pavement
10"
10"
4" min.
1" min.,
typ.
COLLAR:
Collar shall be constructed per
Engineering Standard 6040
TRAFFIC VALVE WELL and COVER:
CHRISTY G-5 for pipes 6" diameter.
CHRISTY G-12 for pipes larger than
6" diameter. Cover shall be imprinted
with "SEWER".
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
(2)- 1/8 Bends, 12" apart
DEC 2025
GENERAL NOTES:
A. City Utilities Department will install all new and replacement wyes on existing sewer mainlines. Notify city inspector 48 hour prior to all
planned sewer lateral installations or replacements. Provide a minimum five-foot by five-foot excavation with OSHA approved shoring
and ladder. When a sewer mainline is not in good structural condition after the removal of existing wye, the contractor shall expose the
city mainline until they locate sound pipe.
B. Sewer lateral repair must comply with section 77-3.03F(3) of the Standard Specifications.
C. Install backwater trap or backwater valve in compliance with municipal code section 13.08.390.
INSTALLATION NOTES:
1 Factory-fabricated wye in sewer main, with 1/8 bend. Bend shall point downstream and enter main at a vertical angle of not less than 5°
or more than 45°.
2 Sewer lateral pipe and fittings must comply with sections 77-3.02A(5) and 77-3.02B(5) of the Standard Specifications.
3 Top of curb shall be marked with an "S" directly over lateral. The "S" shall be stamped in new concrete or chiseled into existing concrete
and shall not be less than 3" long, 2" wide and 3 16" deep.
4 When non-metallic pipe is used, magnetic tracer tape must be placed in trench over lateral from sewer main to cleanout at a depth of 12".
5 Depth of lateral must not be less than 3' or greater than 5' deep from top of pipe to finished surface unless alternate stronger pipe material
is used.
6 Refer to Engineering Standards 6110 and 6140 for separation requirements with waterlines.
7 A cleanout shall be installed if called for on the plans or for new laterals where the distance between the right-of-way and the building is
greater than 100' or where no cleanout exists at the building. The cleanout shall consist of one-way cleanout wye, riser, and cleanout
fitting with plug. Tee shall be plugged at night during construction and left plugged when backfilled if not tied to user. Cleanouts must be
placed outside of City right of way.
THIS STANDARD APPLIES TO NEW AND MODIFIED LATERALS. THE ABOVE REQUIREMENTS MAY BE MODIFIED OR WAIVED
ONLY WITH THE APPROVAL OF THE CITY UTILITIES DEPARTMENT.
1
3
7
4 S5
6
SEWER
MAIN
WATER
MAIN
SEWER
MAIN
GUTTER
SIDEWALK
PLAN VIEW
SECTION
to bldg.
2
3
2
1
712"5
5° - 45°
SEWER LATERAL
6810
Revise all notes MH BL 1-14
add backflow KH BN 6-24
Tracer tape depth JDL MH 9-12
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
Backwater valve
See note C.
DEC 2025
CUL-DE-SAC
*DEVIATIONS FROM THESE STANDARDS MUST BE APPROVED BY THE CITY.
CURB FACE
RIGHT-OF-WAY
NEW CUL-DE-SAC
REQUIREMENTS*
7020
add radius, change note 1 KH BN 6-24
Modify Curb Radius KH BN 6-25
Drafting edits JDL MH 2-13
INSTALLATION NOTES:
Radius to curb face: 40' (80' diameter) with on-street parking allowed. Radius may be reduced
to 35' (70' diameter) where on-street parking is prohibited within five feet of the BCR and within
the entire cul-de-sac.
Radius to right-of-way shall conform to the ROW requirements in Engineering Standard 1010.
Cul-de-sac lengths shall be as restricted by Engineering Standard 1010.
1
2
1
2
3
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
BCR
R=26' (typ)
DEC 2025
2' min
base
shldr
(see
note 1)
2' min
base
shldr
(see
note 1)
10"
12"
6"
6" MIN CLASS 2
BASE
#4 @ 24" O.C.
both ways1.5%
adjacent
grade
12' PCC path (see note 2)
U.N.O. per plan
℄
SECTION A-A
1.Shoulder to be Class 2 base. Thickness to match bottom of base under thickened edge. Shoulder to be sloped
at 2.0% max in same direction as adjacent grade.
2.Path to be Class 3 concrete. 12' paved width is typical. See the City of San Luis Obispo Active Transportation
Plan and City Std. 1010 for additional design standards.
3.Finish: slope <6% medium broom finish
>6% heavy broom finish
4.Pathway to contain a 4" dashed yellow centerline stripe (3' solid, 9' gap) and two 4" solid white stripes centered
6" from each edge of the pathway.
5.Use traffic-rated paint as approved by the City Engineer. All markings shall be retroreflectorized and consistent
with CA MUTCD guidance.
6.Where white pavement legends are posted (stop, yield, etc.) a 2" black outline shall be provided to improve
visibility of markings within concrete.
7.For items not shown or noted, refer to Chapter 1000 of the Caltrans Highway Design Manual, the California
MUTCD, the City of San Luis Obispo 2013 Active Transportation Plan, and the City of San Luis Obispo
Engineering Standard 4110.
NOTES:
15' O.C.
weakened plane joints (typ.)
5' O.C.
score
joints
(typ.)
℄ score joint (typ.)
2' min base shoulder (typ.)12'U.N.O. per planJoints Notes:
·Expansion joints to be placed at driveways, BCRs, and at 90' intervals.
·All joints to be placed per City of SLO Std. 4110.
·Striping not shown for clarity.
A
A
PLAN VIEW
CLASS I BIKEWAY
(SHARED USE PATH)
7040
New page KH MH 6-20
AUGUST 2020
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:Page 1
Option 1
DEC 2025
2%
CLASS I BIKEWAY
(SHARED USE PATH)
7040
Modify Section & Add Paving GridDVB BL 1-14
Add Note B KH BN 6-24
Drafting edits JDL MH 2-13
INSTALLATION NOTES:
Bicycle path shall be constructed with 4" AC over 12" Class 2 base. AC aggregate to be 12" maximum,
medium gradation installed in two 2" lifts. Pavement reinforcing grid (Glasgrid 8502, STARgrid G-PS
200-100, or approved equal) to be installed full with of pathway between lifts. Pathway to contain a uniform
cross slope of 2%.
Thickness of shoulder to match bottom of Class 2 base under pathway.
Pathway to contain a 4" dashed yellow centerline stripe and two 4" solid white stripes centered 6" from each
edge of the pathway.
12' paved width is typical.
13' wide triaxial geogrid (Tensar TX 140, or approved equal) shall be installed at the bottom of the Class 2
base and the concrete flush curb.
6" wide x 16" deep reinforced concrete flush curb. See Engineering Standard 4020 for items not shown or
noted.
GENERAL NOTES:
A. Refer to Engineering Standard 1010, Section 3.1.12 for Bike Facility Design Standards
B. Class I Bikeway Option 1 (Reinforced Concrete Pavement) shall be the preferred design option for new
installations, unless otherwise approved by the Engineer. Refer to Engineering Standard 7040, page 1.
6'6'
18" WIDE SHOULDER
12'PATH CENTERLINEEDGE OF ACEDGE OF SHOULDER6" WIDE CURB
1
2
3
4
5
6
4
1 3
2
5 6
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:Page 2
Option 2
DEC 2025
THE FOLLOWING IS AN EXAMPLE USING AN R-VALUE OF 5:
3" min. A.C. Pavement
Base Aggregate, Class 2
Sub-Base, Class 3
STREET SECTION THICKNESS IN INCHES
EXISTING BUILDINGS UNPHASED CONST.PHASED CONSTRUCTION
6.5
5.5
7.0
3"
4"
7"
5"
7"
9"
8"
10"
4"7"
5"
7"
9"
8"
10"
3"7"
5"
7"
9"
8"
10"
AC BASE SUBBASE AC BASE SUBBASE AC BASE SUBBASEFINISH
6"9.5 11"12"11"11"12"12"
10"5"8.5 11"10"11"11"10"
GENERAL NOTES:
A.Total thickness of cover depends on R-value of basement soil as well as the Traffic Index assigned to the street.
All street sections shall be designed according to the Cal Trans method which is outlined in Chapter 600 of the Cal
Trans Highway Design Manual.
B.Pavement design shall be based on the traffic indexes shown below, which are based on a 20-year design life for
reconstruction or resurfaced streets, and a 50-year design life for new streets.
C.For paving in new subdivisions that is placed prior to construction of buildings, the pavement will be subjected to
traffic and wear associated with the on-site construction. In order to accommodate this additional usage, the A.C.
thickness shall be increased from that which is derived from Cal Trans method by either:
a.12" if total section is placed prior to building construction (unphased).
b.1" if pavement construction is phased.
The pavement section for street widening shall be based on the T.I. of a reconstructed street, and the thickness of the new
A.C. shall at a minimum match the thickness of the existing A.C.
New streets and road widening where asphalt surface is increased 10 feet or more shall be fog sealed no more than 60 days
prior to request for final acceptance by the City. New streets shall be fog sealed the entire length and width of asphalt surface.
Road widening shall be fog sealed to the centerline of the widened roadway for the entire widened length, at a minimum.
Variation of these design standards may be approved by the City Engineer to meet individual circumstances.
A street shall be designed as a new street when existing utilities have been constructed within the past 5 years.
In Wildland-Urban Interface areas, as defined in Section 403.1.3 of the latest edition of the California WUI Code, roadways
shall be designed to support a 75,000 lb fire apparatus. Driveways and drive lanes shall be designed to support a 40,000 lb
fire apparatus
*Adopted by Resolution No. 9006
312"
312"
312"412"
412"512"
512"
212"
112"
112"
112"
112"
112"
612"
FLEXIBLE PAVEMENT
ELEMENTS
7110
Prime coat/fog seal revision JDL MH 12-12
Revise 95% compaction depth DVB BL 10-06
Class 2 base KH MH 01-18
STREET
CLASSIFICATION
NEW
LOCAL
RECONSTRUCTED
LOCAL
LOCAL W/
BUS ROUTES
NEW COLLECTOR/
ARTERIAL
RECONSTRUCTED
COLLECTOR/ARTERIAL
T.I.*
Basement Soil
95% Compaction Limit
2.5'
Thickness
of cover
4" min.
6" Base, Class 2
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
SECTION
SIDE VIEW OF END
ASPHALT BERM
6"
7120
New Border JDL WAP 9-97
Drafting edits JDL MH 2-13
Type "3" to Type "B"JDL WAP 7-98
6"
11"
5"3"
6"
TYPE "B"
ASPHALT CONCRETE
R=1", TYPICAL
BOTH SIDES
0.024 TON
PER FOOT
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
METAL SIGN POST
PARKING METER POST
POST-TOP BRACKETS SIDE-MOUNT BRACKET
METAL SIGN &
PARKING METER POSTS
7210
change color KH BN 6-24
Sleeve depth; Drafting edits JDL MH 9-12
Revise Note 6 DVB BL 11-0810' min. street name signs7' - Urban5' - rural21"3"4
INSTALLATION NOTES:
2" O.D. galvanized steel pipe
Drain hole, 14" diameter, on one side only
#4 rebar, 2" long, welded to pipe 10" from bottom
15" standard setback, 22" if sign is more than 15" wide or if
post is in Mission Tile sidewalk
2" galvanized metal post, FHWA (Breakaway) approved
such as 14g, Qwik-Punch or equal. Posts shall be industrial
powder-coated only under the following conditions:
- Downtown: Forest Green RAL 6009 or equal
- Railroad District: Red-Brown RAL 8016 or equal
Heavy duty galvanized steel sleeve such as Pacific
Products or approved equal
·Steel: ASTM A500 Grade B; Galvanizing: ASTM 123
·212" x 212" x 24" one-piece anchor with pointed end,
3 16" minimum wall thickness
·7 16" holes, all 4 sides at 1" below top. No holes are
allowed in the underground portion of sleeve
·Attach sign post to sleeve with a 3 8" drive rivet with a
1" washer, or approved equal
Brackets: 2" square, 12" length, post top mounted sign
bracket, bolted to post and sign with vandal proof bolts.
Safeway Sign style 812 or approved equal
Side mounting bracket: Standoff bracket Safeway Sign style
1010 or approved equal
When sign or parking meter is to be located in sidewalk, see Engineering Standard 7410 for "clear zone" restrictions.
7
5
5
6
Sand backfill
12"
6
5
Class 3 PCC
12"21"3"3'6"2
1
2
1"12"12"
1
3
4
Sand backfill
Class 3 PCC
3
118"12"12"
1
2
3
4
5
6
7
8
8
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
POST-TOP BRACKETS
SIDE-MOUNT BRACKET
10' min. street name signs7' - Urban5' - rural14" MIN.3"1
INSTALLATION NOTES:
15" standard setback, 22" if sign is more than 15" wide or if
post is in Mission Style sidewalk.
2" galvanized metal post, FHWA (Breakaway) approved
such as 14g, Qwik-Punch or equal. Posts shall be industrial
powder-coated only under the following conditions:
- Downtown: Forest Green RAL 6009 or equal.
- Railroad District: Red-Brown RAL 8016 or equal.
Heavy duty galvanized steel sleeve such as Pacific
Products or approved equal.
·Steel: ASTM A500 Grade B; Galvanizing: ASTM 123
·212" x 212" x 24" one-piece anchor with pointed end,
3 16" minimum wall thickness
·7 16" holes, all 4 sides at 1" below top. No holes are
allowed in the underground portion of sleeve.
·Attach sign post to sleeve with a 3 8" drive rivet with a
1" washer, or approved equal.
Brackets: 2" square, 12" length, post top mounted sign
bracket, bolted to post and sign with vandal proof bolts.
Safeway Sign style 812 or approved equal.
Side mounting bracket: Standoff bracket Safeway Sign style
1010 or approved equal.
Cored hole, 6"-8" diameter. Minimize size to install sleeve.
Finish - Smooth, paste worked into joint to blend.
Mission - Colored and lightly salted.
Standard may be used where City Engineer authorizes
retrofit, in lieu of full panel removal & restoration per Eng.
Std. 7210.
When sign or parking meter is to be located in sidewalk, see Engineering Standard 7410 for "clear zone" restrictions.
4
2
2
3
1
2
4
5
6
5
METAL SIGN POST
ON EXISTING SIDEWALK
3
6
Drive sleeve or dig out and concrete
backfill
METAL SIGN &
PARKING METER POSTS
(IN EXISTING SIDEWALK)
7215
New Standard SR BL 5-14
change color KH BN 6-24
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
1000
St
A
B
C
D
E
F
H
W
R
NA
18"
2"1"
8"
2"
30" - 100" max.30" - 100" max.
Center name in frame
3"
None
2" - 3"
8"4"
G NA 3"
Higuera
W
H
A
B
D G D
C (min.)C (min.)
F
E
E
R
C (min.)
3 8"
3 8"
12"
12"
STREET NAME SIGN
7250
Modified Table MH BL 1-09
Revised Notes MH BL 10-09
Added Note 11 MH JDW 10-04
NOTES:
1. Signs are single blade aluminum - 5052 H38 0.125 double-faced.
2. Mast Arm signs display street name only, one sign per travel direction.
3. Color: 3M-887I Brown background, reflective white letters and arrow. All non-internally illuminated signs to
be prepared with reverse screening. Reflective white lettering shall be 700-candle power, "VIP" sheeting.
All pole mounted signs shall have anti-graffiti clear coating. (Avery AL 1000 or approved equal). Street
name signs for private roadways shall reverse colors, white background and brown lettering.
4. Private street name signs shall be placed below public street name signs when mounted on the same
post.
5. Font: Libra (letter height = tall letters / short letters)
6. Arrow on pole mount signs points in the direction that addresses increase.
7. Mounting: See Engineering Standard 7210 for mounting on poles. See Caltrans Standards ES 70 and ES
7D for mast arm mounting.
8. Sign width "W" to be 30" min. and increased as required in 6" increments to 100" max.
9. "C" is measured to top and/or bottom of tall letters.
10.Mast arm signs are additive to pole mount signs at signalized locations.
11.One set of pole mounts per intersection except two in central business district when no signal present.
12."st", block number and arrow are deleted for mast arm mounted signs.
DIMENSIONS SIGNALIZED WITH
MAST ARM MOUNTS POLE MOUNTS
CENTER OVER
NUMBER AND ARROW
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
A
A
DEPTH OF A.C. HUMP (TYPE 1)
00
0246420
GUTTER SECTION A-A
PROFILE
30"
13 4 212 13 4212
SPEED HUMP
CONSTRUCTION DETAILS
7320
Drafting edits JDL MH 4-13
Metric conversion SR WAP 12-96
change name, add note F & G KH BN 6-25
GENERAL NOTES:
A.Humps shall be placed on good, sound asphalt surface.
Structural section shall be repaired or replaced, as needed,
prior to placing hump.
B. A tack coat shall be applied prior to placing the hump
paving.
C.Hump shall be constructed of asphalt concrete, Type "B",
with 3 8" maximum aggregate.
D.For location, striping, and signs, see Engineering Standard
7321.
E. Hump type shall be determined by the City Engineer.
F. When placed on streets with dedicated Class II or Class IV
bike lanes, edge of road hump shall be set at bike lane line
instead of edge of gutter lip.
G.Mill a 24" wide by 1.5" deep "key" section within existing
asphalt pavement surface prior to installing the hump
paving.℄
Distance from
Edge (ft)
Depth of A.C.
(in)3
DEPTH OF A.C. HUMP (TYPE 2)
00
0246420
13 8138238
A.C. HUMP
23 8
Distance from
Edge (ft)
212
Depth of A.C.
(in)
(E) A.C. PAVEMENT
6'6'
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
F
G
1.5"
24"
G
DEC 2025
INSTALLATION NOTES:
12" wide reflective white thermoplastic pavement markings.
"SPEED HUMPS AHEAD" signs shall be located only as directed by the City Engineer.
For sign post details, see Engineering Standard 7210.
Signs shall conform to State Specifications.
To be determined in field. One sign shall be installed in advance of a series of humps.
Sign to be posted at the hump but may be posted up to 50' in advance as directed by
the City Engineer. At the discretion of the City Engineer, a single "SPEED HUMPS
AHEAD" sign may be used when a series of humps exist in close proximity in lieu of a
"SPEED HUMP" sign at each hump.
Where no curb and gutter exist, add AC berm per Engineering Standard 7120 for the
length of the table.
STRIPING & SIGNS
CURB FACE
SIDEWALK
GUTTER
LOCATION
SPEED HUMP
LOCATION, STRIPING & SIGNS
7321
Drafting edits JDL MH 4-13
Revised Note 3, added Note 7 DVB BL 11-06
Bump to Hump KH MH 3-20
1
2
3
4
5
6
7
43
100' min.
15'
min.
20'
min.
10'
min.
utility cover
drain inletdriveway
crosswalk fire hydrant
flow
℄
℄
℄
5
8'12"
12"
SPEED
HUMPS
AHEAD
W37 6
℄℄
2 3 4
1
12'W37 6
5
8'
7
10'
24"
24"
24"
W84 (CA)
30" x 30"
Black on Yellow
5" Series D Letters
High Intensity Reflectorized
W17-1
30" x 30"
Black on Yellow
6" Series E Letters
High Intensity Reflectorized
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
SPEED
HUMP
DEC 2025
INSTALLATION NOTES:
For General Construction Notes, see Engineering Standard 7320.
12" wide reflective white thermoplastic pavement markings.
"SPEED HUMPS AHEAD" signs shall be located only as directed by the
City Engineer.
For sign post details, see Engineering Standard 7210.
Signs shall conform to State Specifications or as approved by the Engineer.
To be determined in field. One sign shall be installed in advance of a series
of humps.
Additional 12" wide reflective thermoplastic pavement markings may be
installed as directed by the City Traffic Engineer.
Where no curb and gutter exist, add AC berm per Engineering Standard
7120 for the length of the table.
Exceptions may be approved by the City Traffic Engineer.
Where located on streets with Class II or Class IV bike lanes, the edge of
the speed table shall be located at bike lane line instead of 2' from edge of
curb/roadway.
Mill a "key" in existing pavement surface prior to installation of speed table,
See Eng. Std. 7320 (Note G).
STRIPING & SIGNS
1
2
3
4
5
6
7
LOCATION
W84 (CA)
30" x 30"
Black on Yellow
5" Series D Letters
High Intensity Reflectorized
Flat
Section A
Section B
SPEED TABLE
LOCATION, STRIPING & SIGNS
7325
bump to hump KH MH 3-20
add note 9 & 10 KH BN 6-25
Drafting edits JDL MH 5-13
SPEED
HUMPS
AHEAD
2 3 4
℄
8'
5
6'10'6'
5
8'
W17-1
30" x 30"
Black on Yellow
6" Series E Letters
High Intensity Reflectorized
16
1 6
6'
12"
24"
43
7
℄℄
driveway
drain inlet
flow
utility cover
℄
fire hydrant 15'
min.
20'
min.
CURB FACE
SIDEWALK
GUTTER
10'
min.
8
A A
BB
C
C
6'10'6'
Parabolic Parabolic
Parabolic Section
Cross slope of new speed
table to match existing road
2.0'
Width
Varies
1.0'
Taper 6'0.25'0.24'0.22'0.19'0.14'0.08'1'1' 1' 1' 1' 1'
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
SPEED
HUMP
9
9
10 Section C
Curb
Face
Curb Detail
10
10
DEC 2025
4'
12"
6"
18" dia.
3"
3'
12"
24"
8' O.C.
max.
4'
24"
max.
GENERAL NOTES:
A. All lumber shall be Douglas Fir, surfaced four sides
(DFS4S).
B. All lumber shall be painted white as per Caltrans
specifications.
C. Treat portion of post below ground as per Caltrans
specifications.
D. YELLOW 'N' marker is used to warn of an abrupt turn.
Background shall be high intensity yellow retro-reflective
sheeting. Alternate 'N' marker with W56 (double head
arrow) or W57 (single head arrow), one per section.
E. RED 'N' marker is used to mark the end of a street.
Background shall be high intensity red retro-reflective
sheeting. Alternate 'N' marker with W31, one per section.
F. Total length required varies dependent upon street width.
STREET BARRICADE
7330
New Border JDL WAP 1-98
Drafting edits JDL MH 5-13
Revised Notes MH JDW 10-04
6" x 6" Post
2" x 6" StringerCurb Face or Edge of Pavement3 8" dia. x 5" Lag Bolt
and Plain Washer, typ.
W31, W56 or W57
See Note D.
PC Concrete Collar
"N" Marker
2" Red Reflector
at each end
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
REMOVABLE
BOLLARD
7335
Drafting edits JDL MH 5-13
revise note 1 KH BN 6-24
remove alt 2 & NOTE KH MH 3-20
GENERAL NOTES:
A. Provide Knox-box padlocks per City Fire
Department.
B. Provide 5' clear spacing between bollards
for bicycling facilities. For all other
installations, provide 4' clear spacing
between bollards.
C. Reliance Foundry R-8902 or approved
equal.
D. Engineers and architects are encouraged to
submit alternate designs that are consistent
with these design features, and the projects
where the bollards are to be used.
E. Yellow reflective tape shall be placed on
each face of bollard as directed by Engineer.
F. For bicycling facilities, provide pathway
striping that conforms to CA MUTCD.18"36"12"6"43
8" Ø Stainless Steel removable
Bollard (see Note C)
Reflective Striping, yellow
Embedded bollard receiver with lid
Form Sleeve in concrete
Class 3 Concrete Footing,
16" x 16" flush with finish grade
2" Ø Drain Hole
Gravel Sump
8" Ø x 24" deep
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
NO
BARRICADE
SIDEWALK CLOSURE
7340
Drafting edits JDL MH 5-13
changed sign number KH BN 6-24
Add Note G JDL JDW 5-02
GENERAL NOTES:
A. Barricade construction shall be per CALTRANS STANDARD PLAN A-73C, "Type III Barricade",
except as herein modified.
B. Caltrans Type III Barricade may be used unmodified (except for addition of signs) with special
approval of the City Engineer.
C. Barricade(s) shall be placed at each end of sidewalk closure and at all other pedestrian access
points. If one barricade is not wide enough to block access, additional barricades shall be used
to the satisfaction of the City Engineer.
D. Signs shall conform to the requirements of the California Traffic Control Devices Committee and
shall be fastened to rails with bolts, nuts and washers.
E. Rails shall be fastened to vertical posts with lag bolts and washers as shown.
F. Additional or alternate signage may be required depending on situation.
G. Entire barricade shall be painted with two coats of exterior white latex paint prior to installation
of reflective bands.
R5-10C, 12" x 24"
R9-3, 18" x 18"
2" x Blocking, typ.
1" x 8" Rails,
S4S, typ.
2" x 4"
2" x 4"2" x 4"
5'
2" x 6"
4'
12"
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
PEDESTRIANS
DEC 2025
GENERAL NOTES:
A. Hi-Vis Crosswalks shall include two 12" wide white or yellow boundary markings and 24" wide
ladder markings equally spaced on and between vehicular travel lanes. Ladder markings shall
be installed parallel to the direction of vehicular traffic. Where Hi-Vis Crosswalks are placed
on local roads or streets that contain no traffic control striping, the ladder markings shall be
equally spaced at 5' on center across the width of the traveled way.
B. Where new installations are made, signs as required per the CA MUTCD shall also be
installed as approved by the Engineer.
HI-VIS CROSSWALKS
7350
New Standard MH BL 11-05
Rev. Ladder width to 24"DVB BL 10-06
Ladder Marking note JDL MH 9-12
24" White or Yellow
Ladder Markings
12" White or Yellow
Boundary Markings
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
DECORATIVE PAVER
7355
NEW STANDARD KH MH 8-20
A A
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:6"12"8"INSTALLATION NOTES:
Interlocking red/black Holland concrete pavers by Air-Vol Block of San Luis Obispo, 3 7
8" width by 7 3
4" length, or approved equal.
Pavers shall be set in herringbone paver pattern per above plan, with flush joints. Broom polymeric sand meeting ASTM C144,
Polysweep or approved equal between joints. Joint width between pavers must be 1
4" to 3
8". Pavers must have 2" minimum width if cut
to fit.
Crossing border shall have 2 #4 bars continuous. Concrete border must be Mission Style if crossing is within the Mission Style
Sidewalk District.
Crossing shall have #4 rebar @ 16" O.C., both directions and 6" of Class 2 aggregate base. Do not place rebar through weep hole.
1" concrete bedding sand vibrated into place in compliance with ASTM C33.
2" drain hole filled with class 2 aggregate base, tamped compaction, 5' O.C. Cover drain hole with geotextile separation fabric prior to
placement of bedding sand.
The streets of San Luis Obispo are generally paved with either AC, PCC, or a combination of the two. Unless clearly indicated on the
plans, it is the Contractor's responsibility to determine the nature of the paving material. (Case 1 - AC only, Case 2 - AC over PCC)
1
2" smooth dowel, 18" long, 6" embedment @ 16" O.C.
Pavement removal and repair: Sawcut, remove and replace AC Paving 18" minimum from crossing border, 6" thick (local) or 10"
minimum thick (collector or arterial). See City Standard 6020 for additional information.
Install 12" white roadway stripe each side of crosswalk (not pictured). Nearest edge of strip must be placed a minimum 2" and
maximum 6" from exterior edge of concrete border. Roadway stripes must comply with Section 84.
GENERAL NOTES:
A. Decorative paver crossing may only be installed at locations specifically authorized by the Engineer.
B. All PCC shall be Class 2.
12"10'12"CASE 1CASE 2
1 4
8
SAWCUT
7
3
2 2 (E) AC
PAVEMENT
CLASS 2 AGGREGATE BASE, 6" MINIMUM DEPTH
CROSSING
(E) AC OVER PCC
PAVEMENT
(2) #4
2
1
3
4
5
6
7
8
99
9
5
REBAR SHOWN
BEYOND WEEP HOLE
DEC 2025
GENERAL NOTES:
A. Green bike lane pavement coating shall be Sealmaster Safe Ride or approved equal. Other alternatives
such as Methyl Methacrylate (MMA) or preformed thermoplastic may be used at the discretion of the
Engineer. Pavement coating to be installed by manufacturer certified installer per manufacturer's
specifications. Prior to installation, the contractor shall submit a color sample and manufacturer
specifications indicating compliance with the FHWA requirements as indicated below. Engineer shall
receive submittals of green pavement coating and approve prior to application.
Bike lane coating shall conform to the following Federal Highway Administration (FHWA) requirements
for green bike lanes:
1. The daytime chromaticity coordinates for the color used for green colored pavement shall be as
follows:
The daytime luminance factor (У) shall be at least 7, but no more than 35.
2. The nighttime chromaticity coordinates for the color used for green colored pavement shall be as
follows:
B. Per manufacturer's specifications, Sealmaster Safe Ride application shall include a minimum of two
coats. A third coast shall be applied through intersections.
GREEN BIKE LANE MARKINGS
7360
New Standard LS MG 8-20
Modified per FHWA Standards JR LS 4-24
AUGUST 2020
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
CASE 1
SOLID GREEN
BIKE LANE
CASE 2
DASHED GREEN BIKE LANE
EXTENSION APPROACHING
INTERSECTION RIGHT TURN
CONFLICT AREAS
CASE 3
DASHED GREEN BIKE LANE
EXTENSION THROUGH
INTERSECTIONS AND
ACROSS DRIVEWAYS
Green Bike Lane
Pavement Coating,
typical
White 6" Stripe
White Bike Lane Symbol with
Person per Caltrans Standard
White 6" Stripe
ONE-WAY TWO-WAY
4.0'
8.0'
2.0'
3.0'
2.0'
3.0'
Yellow 6"
Stripe
Yellow 6" Stripe
4.0'
8.0'
DEC 2025
7' min.8' max.CrosswalkDriveway
or
Handicapped
Ramp
20' min.5' max.12'5' max.15' min.
2 2
10' min.
2
24"
Parking Meter
Fire Hydrant
Back of Sidewalk
Curb Face
CLEARANCES
SPACE LENGTH
TRAFFICTEE
MOTORCYCLE SPACES
SIGN
STREET PARKING
7410
New Border JDL WAP 1-98
Change width KH BN 6-24
Drafting edits JDL MH 5-13
MOTOR
CYCLE
PARKING
ONLY
INSTALLATION NOTES:
CLEAR ZONE: Area which shall not contain tree well, sign, bike rack, trash receptacle,
mail box, street light, or other obstruction to automobile doors or driver/passenger access.
20' minimum setback between both ends of parking space and adjacent crosswalk
(marked or unmarked). Setback may be reduced to 15' where curb extensions exist at
crosswalk.
All other clearance requirements shall be the same as for automobiles.
4" White Traffic Paint
Minimum of two spaces, maximum of six spaces.
1
2
3
4
5
12" x 20"
3" Series B
Black on White
5
4"12"24"
4
30"
Parking Meters
with Signs
Curb Face
7' min.8' max.4'
3
4
2'
3
4' - 6"30"
20' min.18' - 22'22'22'18' - 22'20' min.
Clear
Zone 1
Curb Face
Back of Sidewalk
5'NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:CrosswalkBCR or MarkedCrosswalkBCR or Marked2 2
DEC 2025
2"
24"
FG
GENERAL NOTES:
UPS Unit shall be current ande generation MYERS POWERBACK 2000 system with single
meter, (MEUG35-PB-SL and PBM-2000), or approved equal with one (1) Photoelectric cell
window as follows:
Breakers on Metered Side Features in addition to Standard Features
Single Pole 50 amp - Signals 2000VA Output Power
Single Pole 20 amp - ILSNS 4 x 65Ah Batteries
Single Pole 15 amp - Controls 12 Gauge Stainless Steel Cabinet
1 x 20 amp - Spare PE Cell Test Switch, Lighting Relay
1 x 20 amp - Video Equipment 1500 Watts total power required
Generator Kit
Breakers on Unmetered Side
2 Pole 30 amp - Street Lights
INSTALLATION NOTES:
Stainless Steel UPS / Service
Meter Panel
Batteries
(4) - 18" x 5 8" Ø Galvanized Anchor Bolts with 4" 90° Bend
(E) Sidewalk or (N) 4" thick Class 3 PCC Pad, 3' x 3' at the front of the enclosure
Class 3 Concrete Footing
Ground Rod
4" Class 2 Aggregate Base
Service, Lighting and Controller Conduits
6"
typ.FRONTSERVICE and UPS
COMBINED ENCLOSURE
7510
Revise General Notes SR BL 1-14
Revise General Note A DVB BL 12-07
Drafting edits JDL MH 5-13
1
2
3
4
5
6
7
8
9
2
3
4
9 7
6
5
8
FG
6"6"
1
8
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
INSTALLATION NOTES:
PG&E point of service
2-inch conduit with bell end
PG&E Connection Box: PG&E #2 box (17" x 30" x 26") marked "PG&E"
Light: See Engineering Standards 7905, 7910 and 7915. Attach ground conductor to pole grounding lug with a
3 16" or larger brass bolt.
City point of service: #3½ concrete pull box marked "STREET LIGHT"
Ground rod and clamp
#3½ concrete luminaire pull box marked "STREET LIGHT"
2-amp fuse in advance of light
10-amp fuse in advance of lights (4 lights max. per 30-amp fuse)
Spare 2-inch conduit with bell end
GENERAL NOTES:
A. Fuses shall be Bussmann HEB-LW-RLA or approved equal with insulating boots. Fuse holder must be
installed correctly to match field wiring for line side and load side.
B. Ground rods shall be Dottie GR5808, Calpico #CP588, Eritech #615880 or approved equal.
C. Ground rod clamp shall be a brass acorn type clamp, Dottie GR58, Blackburn #JAB 1/2 H, Joslyn #J8591H or
approved equal.
D. Pull boxes shall be placed in sidewalk areas unless otherwise approved by the Engineer in writing.
E. Where the light location is more than 15' from the PG&E point of service, an additional #3½ pull box will be
required at a location identified by the Engineer. An additional fuse is not required in this additional box.
F. Use 10 gauge solid copper conductors with THWN solid black and solid white insulation color.
LIGHTING CIRCUIT
7520
Revise Notes BL MH 1-14
Add spare conduit KH MH 12-18
Various Note revisions; Draft. editsJDL MH 4-13
1
2
3
4
5
6
7
8
9
15' max.
See General Note E
5' max.10' max.
PG&E
P.O.S.
PG&E
Connection
City
P.O.S.
5' max.1 3
2 typ.
5 6 8
4
2 typ.
See General
Note E
PG&E
P.O.S.
PG&E
Connection
5' max.1 3
2 typ.
7 8
Maximum Distance is 1 block or 1,000' (whichever is less)
7 8
4
2 typ.
SINGLE LIGHT INSTALLATION
SERIES LIGHTING INSTALLATION
City
P.O.S.
965
Series Lighting
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
10
10
DEC 2025
2' min. from
edge of path
24" Ø
Lighting Pull Box lid flush with grade
for finished surfaces, 1" above grade
in other areas, at each post light. See
Engineering Standard 7520.
9
5
10
321
4
18.5'
16'
36"
Foundation
PATH LIGHTING
7905
Design / text SR BL 1-14
Fixture Model; Drafting edits KH BN 7-25
Drafting edits JDL MH 2-14
FG
MANUFACTURER & MODEL NO:
LUMINAIRE: LUMINIS SR135-L1L40-LD2-40K-MVOLT-SP-BLC-BKT MG
POLE: LUMINIS PRS516-BKT (Confirm with City the latest luminaire and pole
model no. before ordering)
COLOR: Jet Black Marine grade powder coat (BKT).
INSTALLATION NOTES:
HOUSING/SHADE: Cast aluminum housing and shade. Corrosion resistant
356 aluminum alloy with 0.1% CU content.
LED: (L1L40-LD2-40K) Light-emitting Diode, 4000K, 36W input watts, minimum
4170 delivered lumens, IES Type II distribution, full cut off.
POWER SUPPLY/DRIVER: (120-277) multi-volt power supply. Verify system
voltage before ordering.
POLE MOUNT: (APA) 15 8" Ø shepherd arm aluminum side pole mount.
POLE: (PRS5 16') Luminis 5" diameter x min .125 wall. 6061-T6 aluminum
alloy, 16' height, rated for min. 80 MPH wind load with reinforced cast base
plate and cast aluminum base cover. Provide end cap.
ANCHOR BOLTS: Galvanized steel, 3 4" Ø x 30" with 4" leg, (4) total with
galvanized nuts and washers (8) total.
PCC FOUNDATION: Class 3 concrete
PULL BOX: See Engineering Standard 7520.
CONDUIT: 2" min.
Install City furnished light number plaque.
GENERAL NOTES:
A. Verify lighting system voltage before ordering.
B. Luminaire and post shall be from same manufacturer.
C. Include photo cell on each pole unless controlled by a remote photocell or as
noted otherwise on plans.
D. Install light/pole per manufacturer's directions and Section 86 and 87 of the
Standard Specifications.
E. Conductors, conduit, ground rod, and circuitry must comply with Engineering
Standard 7520.
8
Pack grout in gap between base plate and foundation after
plumbing the fixture. Allow drainage from inside pole.
7
6
10
9
8
7
6
5
4
3
2
1
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
30"28"
DEC 2025
11
WIREWAY
14 x 1 x 5 PLATE
HOLE
INSTALLATION NOTES:
CAP: Steel, attached with set screws.
ARM: Formed tapered cylindrical arm of 11 ga. steel, 55 ksi yield
strength, with a 3 4" x 618" x 714" steel mounting plate welded to arm.
Hole to be made in pole shaft for 12" protrusion of attachment plate.
Plate to be bolted to pole, with (3) 5 8" x 2" HHMB (all thread).
POLE: Formed tapered cylindrical pole of 11 ga. steel, 55 ksi yield
strength, 9" x 4". Pole shall comply with applicable requirements of
EEI-NEMA standards for street lighting poles.
ALL PARTS: Shall be coated: Arm(s) shall be galvanized per ASTM
A123 after formed and welded, all removable parts shall be
galvanized per ASTM A153. Pole shall be galvanized per ASTM
A123 after the holes are cut and items 5 , 6 , 7 , 9 , and arm
fixture(s) have been welded on.
HANDHOLE: An oblong hole, 4" x 612", with a welded-on reinforcing
frame, minimum A-36 steel cover, and mounting hardware.
WELDNUT: A 12" square grounding nut, or nut holder, welded to
inside of pole just opposite of handhole.
GROUND LINE SLEEVE (Embedded Pole): Cylindrical steel
sleeve, 7 ga, continuously seal-welded (both ends) to the pole.
CABLE ENTRANCE (Embedded Pole): Oval slot, 2" x 6", 180° from
luminaire.
BEARING PLATE (Embedded Pole): Plate, or angle steel, 14" thick,
12" long and 4" - 6" wide, continuously seal-welded (both edges) at
bottom of pole.
FOUNDATION MOUNTED POLE (Fig. E): Foundation mounted
pole must comply with State Standards type 15 (ES-6A) or type
15D (ES-6D) for double heads.
FOUNDATION (Foundation Mounted Pole): Construct a State Type
15 foundation, matching bolt placement to base plate configuration.
LUMINAIRE: LED Luminaire per Standard Specifications.
PEU: Photoelectric unit on luminaire photocell receptacle shall be
positioned such that the photoelectric unit faces north.
Install City furnished street number plaque, 8' from ground level.
PULLBOX: See Engineering Standard 7520.
GENERAL NOTES:
A. Street lighting construction and wiring must comply with
Engineering Standard 1010 and 7520, State Standards and the
provisions in Section 86 and 87 of the Standard Specifications.
Locate nearest edge of pole 18-inches behind curb face.
B. When using embedded steel pole, bottom of pole hole shall be well
tamped before installing pole. Judgement based on experience and
local soil conditions should be used to determine if "keying" and
"rocking-in" of the pole are required.
C. Protective Tubes: Sonoco No. EL-18 x 48 (PGE & Code: 12-8077),
14" thick resin-impregrnated paper tubes 18" D x 48" H with
entrance hole at mid height are to be used where future embedded
street light poles are to be installed. Place the tube in the ground at
the proposed pole location, set it to approximately finished grade
and fill with native backfill. Auger down through it when setting the
pole and abandon tube in place. The street light conductor should
be installed on the outside of the tube and on the same side as the
entrance hole that is located 24" below the top edge.6'115618628' - 6"MOUNTING HEIGHTARM LENGTH
21
3
4
12" PROTRUSION
6214
18
48242 72521FG
6
5
7
15
7
8
STREET LIGHTING
EMBEDDED & FOUNDATION MOUNTED
7910
Revised Foundation Detail/Pole SR BL 1-14
Clarify General Notes KH MH 11-18
Drafting edits JDL MH 5-13
8
3
9
FG
EMBEDDED STEEL POLE
(units in inches unless otherwise noted)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
12
13
11
10
FIG. A FIG. C
FIG. D
FIG. E
FIG. B
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
15
DEC 2025
INSTALLATION NOTES:
POLE TOP 5G CANTENNA: Attach vendor cantenna in
non-obtrusive manner. Cantenna shroud to be steel and
match aesthetics and color of pole. Taper cantenna to
match pole. Cantenna must be cylindrical, 60" max height
and 20" max diameter.
CONDUIT AND ELECTRICAL WIRE: All wiring to be
hidden from view within pole. Provide internal divider to
separate wiring.
ELECTRICAL CABINET: (IF REQUIRED) Attach cabinet
in non-obtrusive manner, and taper to match antenna pole.
Cabinet should be rounded, composed of galvanized steel
and match pole aesthetics and color. Place placard or sign
listing the vendor name, facility location and emergency
telephone number.
SPLICE BOX: Utilize existing box if possible. Ensure
separate wiring.
GENERAL REQUIREMENTS:
1. Small Cell Facilities may only be installed on street lighting
poles (new or existing). Alternate support structures may
be considered if approved by the City Engineer.
2. Small Cell Facilities must:
A. Be screened from public view
B. Be architecturally compatible with the existing or
proposed facility placement.
C. Utilize an antenna designed to minimize its visibility
from off-site locations and shall be of a "camouflaged"
or "stealth" design, including concealment, screening
and other approved techniques to hide or blend the
antenna into the surrounding area.
3. A screening shroud must be provided on the underside of
the small cell antenna, mounted external to the pole, to
conceal cable connections from public view. The shroud
shall be firmly attached and sealed to prevent birds from
entering and nesting.
4. Small cell facilities with dimensions other than those listed
above, alternate mounting locations, or mounting on
facilities other than street lighting poles require City
Engineer approval.
5. A structural analysis must be submitted by a licensed
professional engineer stating that the proposed small cell
facility does not compromise the structural integrity of the
existing pole.
6. Limit small cell facilities to one carrier per City block.
7. Conduit fill must comply with Section 86 and 87.
1
2
FG
4
SMALL CELL FACILITY
STREET LIGHT MOUNTING
7911
New Standard KH MH 8-20
FG
1
2
3
4
FIG. C
FIG. B
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:5'-0"MAX20"Ø
MAX1'-8"MAXANTENNA
3
DEC 2025
22"
18"
BASE DETAILS
MANUFACTURER & MODEL NO:
LUMINAIRE: LUMEC [L50-003]-40W42LED4K-G2-PC-CGB-RLE3-UNV-[SF3-001]-FN1-
[PH7-001]-XX
POLE: LUMEC [RTA500B-004]-12-XX (Confirm with City the latest model numbers for
luminarie and pole before ordering)
COLOR: Special order Powder Coat color with textured finish to comply with adopted
Downtown color scheme (Dark Forest Green) RAL6009
INSTALLATION NOTES:
ACCESS: Must have tool free access to inside of Luminaire.
HOOD: Spun Aluminum Hood and Cupola with a Cast Aluminum Finial (FN1)
LAMP: Light-emitting Diodes (LED), Lumen output available through IES file, 42 LED package,
400K, CRI 70
OPTICAL SYSTEM: (RLE3) IES Type III asymmetrical rated as semi-cutoff or better
GLOBE: (LL18-PC-CGB) 18" Spherical, clear, partially obscured, non-diffusing (Pond)
Polycarbonate Globe
HEAT SINK: Cast aluminum with no moving parts
DRIVER: High power factor of 90% min. Electronic driver, operating range 50/60 Hz. Auto
adjusting to a voltage between 120 and 277 volt AC.
ADAPTOR / FITTER: (SF3-001) Top Adaptor Slip Filter (L23B/L29 type) for 4" or 4"x4" Round
Pole, High Tenon
PHOTOCELL: (UNIV/PH7-001) Universal Photoelectric Cell, button type, 120v-227v
BANNER ARM: LUMEC RETRO-148718-120-[BANNERARM-002]-XX, color to match pole.
POLE: ([RTA500B-004]-12-XX) 12' high, round tapered fluted mandrel-formed aluminum shaft
with 0.125" wall thickness and welded to cast aluminum base with integral cast-in anchor plate
ANCHOR BOLTS: Galvanized steel, 3 4"Ø x 17" with 3" hook at bottom of bar, (4) total
PCC FOUNDATION: Class 3 Concrete
PULL BOX: See Engineering Standard 7520
CONDUIT: 2" Min.
GENERAL NOTES:
A. Installation shall conform to the provisions in Section 86 and 87 of the Standard Specifications.
B. Provide photocell on each pole unless controlled by a remote photocell. Orient photocell away
from headlights and other lights.
C. Refer to the Uniform Design Criteria.
D. Install City furnished light number plaque on base of pole.
E. Conductors, conduit, ground rods and circuitry must comply with Engineering Standard 7520.
ANCHOR PLATE
DOWNTOWN
PEDESTRIAN LIGHTING
7915
Move banner arm KH MH 1-20
Revise E,5 add Access & 13, F SR BL 1-14
Revised Note 9 KH MH 4-18
3"Bolt
Projection
Pack grout in gap
between base plate and
foundation after
fixture is plumbed.
Allow drainage from
inside of pole.
Ground Rod
24" Ø
36"
11
12
13
20" Ø
20" Ø
1012" Ø
Free Opening
Bolt Circle per
Manufacturer's
requirements
≤ 40"
12'
24" Ø
20" Ø
3814"
24"
18"
2
5
7
9
64
8
1
2
3
4
5
6
7
8
9
10
11
12
10
14
1414
31
13
D
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
36"
DEC 2025
4"
(typ)
< or = 100'
> 100'
> 100'
< or = 100'
TWO WAY STREET
ONE WAY STREET
GENERAL NOTES:
A. Reflectors shall be 2-way blue reflective markers and shall conform to the standards set forth for reflective
markers by the State of California Department of Transportation.
B. Reflectors shall be set on the hydrant side of the adjacent traffic stripe. Where no stripes exist, reflector should
be placed in the center of the pavement.
C. When hydrants are within 100' of an intersection, a marker shall be placed on the cross street as well.
D. Reflectors shall be set behind the pedestrian crossing area at an intersection.
E. Reflectors shall be cemented to the pavement in accordance with the requirements of Section 85, "PAVEMENT
MARKERS" of the State of California Department of Transportation Standard Specifications.
HYDRANT REFLECTOR
7920
Drafting edits JDL MH 5-13
Reflector locations MH JDW 10-04
Revise Note C MH JDW 10-04
SYMBOLS:
Reflector
Hydrant
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
BICYCLE RACK
7930
Spacing, Tamper-resistant anchorsJDL MH 4-13
Modified Note C MH BL 12-09
Second type DE BN 8-24 TYPE 1
GENERAL NOTES:
A. Type 1 is the preferred bicycle rack style. Type 2 (see
Engineering Standards 7930, page 2) may only be
used in constrained locations as approved by
Engineer. See Engineering Standards 7935 for
additional guidance on bike rack placement.
B. Entire rack and base assembly shall be industrial high
gloss, powder coated. Color: Forest Green RAL 6009
or equal in Downtown area (match City Standard),
black elsewhere.
C. Rack must be mounted with manufacturer
recommended hardware including wedge anchor,
galvanized washer, and galvanized spacer (see
specification on this page).
D. Bike rack shall be Peak Rack staggered Campus Rack
with locking bar, or approved equivalent. Fabricated
unit may be used in lieu of manufactured rack.
E. Number of slots in bike rack to be confirmed by
Engineer. Dimensions may vary by number of slots
provided in bike rack.
F. Installation shall comply with manufacturer's
specifications.
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:Page 1 of 2
16"4 12"
54 3 8"
916" Ø
36 3 8"9"
2 5 8" MAX
TIRE WIDTH
18"
24 3 4"
35 3 4"
10"
PEAK RACKS RECOMMENDED MOUNTING
PROCEDURE AND INSTRUCTIONS FOR
TAMPER-RESISTANT INSTALLATION
PROFILE - FRONT
PLAN VIEW
PROFILE - SIDE
3 8" Ø x 3" wedge anchor
Include 3 8" galvanized washer
Rack base
3 4" tall and 1 4 10" wide
galvanized spacer (standoff)
3 8" Ø drilled hole 2.5"
deep in concrete pad
Use vacuum while drilling or
remove all dust from hole using
compressed air. Use hammer
to drive wedge anchor.
DEC 2025
PROFILE
21" - 26"
39"
6"
4.25"
1"
30"
SQUARE BASE PLATE
18"
A
SECTION A-A
45°
GENERAL NOTES:
A. Type 2 Rack may only be used in constrained locations as approved by Engineer. See Engineering Standards 7935 for additional
guidance on bike rack placement.
B. Entire rack and base plate assembly shall be industrial high gloss powder-coated. Color: Forest Green RAL 6009 or equal in
Downtown area (match City Standard), black elsewhere.
C. Bicycle Rack Option 1 (Hi-Low Style Rack) shall be the preferred rack style for new installations. Option 2 (Inverted U Rack) shall
be installed only in constrained locations as approved by the City Engineer.
A
Center of Pipe ends
in Base Plate
14" Thick Plate
1" Ø Hole, typ.
18"
R = 4"
2" White Reflective Tape
wrapped around Pipe, typ. of 3
2" Ø Steel Pipe,
116" Thick, min.
Base Plate,
18" Thick, typ.
3 8" Ø Tamper Resistant Anchor,
23 8" long, typ. (4) each Plate
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:Page 2 of 2
BICYCLE RACK
7930
Spacing, Tamper-resistant anchorsJDL MH 4-13
Modified Note C MH BL 12-09
Second type DE BN 8-24 TYPE 2
DEC 2025
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:Page 1 of 2
141"8
109"6
7 125"
44"2
4 76"
3
5
60"
93"
# OF
BIKE
SLOTS
WIDTH
(X)
TYPE 1 RACK
MINIMUM FOOTPRINT
BICYCLE RACK
7935
New placement details standard DE BN 8-24
PLACEMENT
GENERAL NOTES:
A. See Engineering Standards 7930 for additional guidance on bike rack styles and
installation details.
B. Location of bike rack installation must reserve 6' length for parked bikes and maintain
6' clear unobstructed path of travel for pedestrians unless otherwise approved by the
Engineer.
C. Each bicycle rack shall:
a. Be installed in highly visible locations near the main entrance, ideally no further
than the nearest convenient automobile parking space.
b. Be distributed to serve all tenants/visitors on sites that contain more than one
structure or building entry.
c. Be visible from the interior of the destination.
d. Be placed where they will not be damaged by vehicles or vandals.
e. Be located where clear and safe pedestrian circulation is ensured.
f. Be illuminated at night to the extent that the destination supports nighttime activity.
g. Be sheltered when practical, unless otherwise approved by the Engineer.
END TO END INSTALLATION
Face of building
Sidewalk
10'2'4' clear forbikes6' clear forpedestrians4'
6'6' clear forpedestrians6'
X
Sidewalk
Face of building
X clear for bikesTYPE 1 TYPE 2
2'
Face of curb Face of curb
Face of building
Sidewalk
10'2'4' clear forbikes6' clear forpedestrians4'
6'6' clear forpedestrians6'
X
Sidewalk
Face of building
X clear for bikesTYPE 1 TYPE 2
2'
Face of curb Face of curb
DEC 2025
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:Page 2 of 2
BICYCLE RACK
7935
New placement details standard DE BN 8-24
PLACEMENT
3'
Face of building
6' clear for bikes3'
3'
6'6' clear forpedestriansSIDE BY SIDE INSTALLATION
Face of building
Sidewalk
Face of curb6' clear for bikes6'6' clear forpedestrians6'
X
Sidewalk
TYPE 11'TYPE 2
Face of curb
2' min
141"8
109"6
7 125"
44"2
4 76"
3
5
60"
93"
# OF
BIKE
SLOTS
WIDTH
(X)
TYPE 1 RACK
MINIMUM FOOTPRINT
DEC 2025
CORNER SIGHT DISTANCE
AT INTERSECTIONS
7940
New Standard RC LS 2-25 ROW62550
55 685
50040
GENERAL NOTES:
A. Corner sight distance requirements apply to City maintained roads at stop-controlled
and signalized intersections. Reference Caltrans Highway Design Manual, Section
405. See City Eng. Std. 7950 for sight distance requirements at driveways.
B. Line of sight is measured from a point at the intersection which is 3.5-feet high (driver
eye height) and set back 15 feet from the edge of traveled way, to a point that is
3.5-feet high and located at the center of the approaching traffic lane in each
direction. Setback distance may be reduced to 8 feet at stop-controlled intersections
of two residential local streets with a speed limit is 25 mph or less.
C. No vertical obstructions (plants, structures, etc.) above 3 feet in height shall be
permitted within intersection corner sight distance triangles at any intersection.
D. At intersections not controlled by a stop sign or traffic signal, no vertical obstructions
(plants, structures, etc.) above 3 feet in height shall be permitted within intersection
approach sight distance triangles at the back of sidewalk/property line, as shown in
Detail A below. See City Municipal Code Section 17.70.210 for reference.
E. "S3" stopping sight distance may be used in lieu of "S1" and "S2" at signalized
intersections or stop-controlled intersections between two residential local streets
where the speed limit is 25 mph or less. Exceptions to stopping sight distance
requirements at signalized intersections may be considered by the Engineer on a
case-by-case basis.
CL
ROW45 560
25020
30 375
LEFT
SIGHT
(FEET)(MPH)
25
35
310
435
SPEED*
MINOR ROAD
ROW
EDGE OF PAVEMENT
ROW
LC
ROWMAJOR ROADLC
DISTANCE
700
770
560
630
280
420
350
490
OBJECT
(3.5' HEIGHT)
OBJECT
(3.5' HEIGHT)
ROAD
MAJOR "S1"
RIGHT
SIGHT
(FEET)
DISTANCE
"S2"
430
500
300
360
125
200
150
250
STOPPING
SIGHT
(FEET)
DISTANCE**
"S3"LINE OF SIGHTS/WS/WTRAVELING
MOTORIST
(3.5' HEIGHT)LINE OF SIGHTEDGE OF PAVEMENT/
BIKE LANE/PARKING LANE S2S1E
C
* Posted speed limit or 85th percentile speed on public
street, whichever is greater.
** See Note E for applicability of "S3".
DETAIL A
B
D
E
C
D
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
SIGHT DISTANCE
AT DRIVEWAYS
7950
New Standard RC LS 2-25
EDGE OF TRAVELED WAY /
50
55
40
GENERAL NOTES:
A. These sight distance requirements apply where driveways intersect with City maintained roads. Reference Caltrans Highway
Design Manual, Section 201, Sight Distance. See Engineering Standard 7940 for sight distance requirements at intersections.
B. Line of sight is measured from a point at the driveway approach which is 3.5-feet high (driver eye height) and set back 8 feet
from the edge of traveled way, to a point that is 3.5-feet high and located at the center of the approaching lane in each direction.
C. No vertical obstructions (plants, structures, signs, etc.) above 3 feet in height shall be permitted within driveway sight distance
triangles at driveways that enter the public street.
D. No vertical obstructions (plants, structures, signs, etc.) above 3 feet in height shall be permitted within driveway approach sight
triangle at the back of sidewalk or property line (if there is no sidewalk), as shown in Detail A below. See City Municipal Code
Section 17.70.210.
45
20
30
"S" SIGHT
DISTANCE
(FEET)(MPH)
SPEED*
25
35
LINE
O
F
S
I
G
H
T
LINE O
F
S
I
G
H
T
DRIVEWAYLC
ROADWAY
ROW
S/W
S/W
ROW
S/W
ROW
TRAVELINGMOTORIST(3.5' HEIGHT)OBJECT
(3.5' HEIGHT)
OBJECT
(3.5' HEIGHT)
BIKE LANE / PARKING LANE
* Posted speed limit or
85th percentile speed on
public street, whichever is
greater.
430
500
300
360
125
200
150
250
D
EDGE OF TRAVELED WAY /
BIKE LANE / PARKING LANE
S
S
C
DETAIL A
D
DRIVEWAYNo vertical obstructions
above 3' high in this area
10'10'ROW
S/W
10'10'C B
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
Revised List
List update
List update
NOVEMBER 2025
STREET TREES
MASTER LIST
8010
JDL MH 6-13
KH MH 1-18
KH BN 8-25
Page 1 of 4
ALLOWABLE ZONES (Public ROW -Front Yards) CHARACTERISTICS
1 - In parkway or tree well D = Deciduous PD = Partly Deciduous E = Evergreen
2 - 3 to 7.5 feet from curb (or sidewalk if present) F = Flowering C = Fall Color ST=Sub-Tropical
3 - 7.5 to 10 feet from the curb (or sidewalk if present) Water Usage: VL = Very Low L = Low M = Moderate H = High
Trees are grouped by zone and ordered by ascending expected mature height
COMMON NAME BOTANICAL NAME CHARACTERISTICS HEIGHT WIDTH ZONE
"Street Trees" (Tree Wells, Parkways, 3 to >10 Feet from Curb)
Water gum Tristaniopsis laurina E F M 20 20 1–3
Coral gum Eucalyptus torquata E F VL 20 20 1–3
Chinese fringe tree Chionanthus retusus D C M 20 20 1–3
Gold medallion tree Cassia leptophylla E ST F M 20 20 1–3
Smooth-barked coolibah Eucalyptus victrix E VL 20 15 1–3
Evergreen maple Acer paxii E M 25 20 1–3
Nile tulip tree Markhamia lutea PD ST M 25 20 1–3
Pink trumpet tree Handroanthus heptaphyllus PD ST F M 25 20 1–3
Shoestring acacia Acacia stenophylla E VL 25 20 1–3
African sumac Searsia lancea E L 30 30 1–3
Bailey acacia Acacia baileyana E F L 30 30 1–3
Chinaberry Melia azedarach D F L 30 25 1–3
Catalina ironwood Lyonothamnus floribundus E L 30 20 1–3
Chinese pistache Pistacia chinensis D C L 30 30 1–3
Goldenrain tree Koelreuteria paniculata D F M 30 30 1–3
Silverleaf oak Quercus hypoleucoides E L 30 30 1–3
Sweetshade Hymenosporum flavum E ST M 30 15 1–3
Bottle tree Brachychiton populneus E ST M 40 30 1–3
Brazilian cedarwood Cedrela fissilis D ST M 40 30 1–3
California sycamore Platanus racemosa D H 40 40 1–3
Chinese elm Ulmus parvifolia E C M 40 40 1–3
Chinese flame tree Koelreuteria bipinnata D F M 40 30 1–3
Columbia london plane Platanus x hispanica 'Columbia' D M 40 30 1–3
European hackberry Celtis australis D M 40 40 1–3
Flame bottle tree Brachychiton acerifolius PD ST F M 40 20 1–3
Island oak Quercus tomentella E L 40 40 1–3
Jacaranda Jacaranda mimosifolia PD F M 40 30 1–3
Netleaf oak Quercus rugosa E L 40 40 1–3
Paperbark tree Melaleuca quinquenervia E F 40 25 1–3
Tipu tree Tipuana tipu PD ST F M 40 40 1–3
Swamp mallee Eucalyptus spathulata E L 40 20 1–3
Sydney red gum Angophora costata E ST L 40 30 1–3
African fern pine Afrocarpus falcatus E M 50 50 1–3
Brisbane box Lophostemon confertus E F L 50 30 1–3
Chinese hackberry Celtis sinensis D C M 50 40 1–3
Cork oak Quercus suber E L 50 50 1–3
Engelmann oak Quercus engelmannii PD VL 50 50 1–3
DEC 2025
Revised List
List update
List update
NOVEMBER 2025
STREET TREES
MASTER LIST
8010
JDL MH 6-13
KH MH 1-18
KH BN 8-25
Page 2 of 4
ALLOWABLE ZONES (Public ROW -Front Yards) CHARACTERISTICS
1 - In parkway or tree well D = Deciduous PD = Partly Deciduous E = Evergreen
2 - 3 to 7.5 feet from curb (or sidewalk if present) F = Flowering C = Fall Color ST=Sub-Tropical
3 - 7.5 to 10 feet from the curb (or sidewalk if present) Water Usage: VL = Very Low L = Low M = Moderate H = High
Trees are grouped by zone and ordered by ascending expected mature height
COMMON NAME BOTANICAL NAME CHARACTERISTICS HEIGHT WIDTH ZONE
Japanese blueberry tree Elaeocarpus sylvestris E M 50 30 1–3
Laurel fig Ficus microcarpa E M 50 50 1–3
Maidenhair tree Ginkgo biloba D C M 50 30 1–3
Mexican sycamore Platanus mexicana D M 50 30 1–3
California buckeye Aesculus californica D F L 15 15 2–3
Firewheel tree Stenocarpus sinuatus E ST F M 15 15 2–3
Golden trumpet tree Handroanthus chrysotrichus PD ST F M 15 15 2–3
Mediterranean fan palm Chamaerops humilis E L 15 15 2–3
Pygmy date palm Phoenix roebelenii E M 15 10 2–3
Shiny xylosma Xylosma congesta E L 15 15 2–3
Bronze loquat Eriobotrya deflexa E F M 20 20 2–3
Cape chestnut Calodendrum capense PD ST F M 20 20 2–3
Desert museum palo verde Parkinsonia x'Desert Museum' E F L 20 25 2–3
Desert willow Chilopsis linearis D M 20 25 2–3
Fraser photinia Photinia x fraseri E F M 20 15 2–3
Hong kong orchid tree Bauhinia x blakeana PD ST F M 20 20 2–3
Mexican blue palm Brahea armata E ST L 20 15 2–3
Mulga Acacia aneura E VL 20 20 2–3
Paper mulberry Broussonetia papyrifera D L 20 20 2–3
Red-cap gum Eucalyptus erythrocorys E F L 20 20 2–3
Triangle palm Dypsis decaryi E ST M 20 15 2–3
Weeping acacia Acacia pendula E VL 20 15 2–3
Weeping bottlebrush Callistemon viminalis E F L 20 15 2–3
Guadalupe palm Brahea edulis E ST L 25 15 2–3
Lemon bottlebrush Callistemon citrinus E F L 25 25 2–3
Pindo palm Butia odorata E ST L 25 15 2–3
Hollyleaf cherry Prunus ilicifolia E F L 25 15 2–3
Tecate cypress Hesperocyparis forbesii E VL 25 20 2–3
African plum Harpephyllum afrum E M 30 30 2–3
Australian tea tree Leptospermum laevigatum E F L 30 30 2–3
Carob tree Ceratonia siliqua E ST L 30 30 2–3
Cape coral tree Erythrina affra D ST F M 30 40 2–3
Chitalpa x Chitalpa tashkentensis D L 30 30 2–3
Cockspur coral tree Erythrina crista-galli ST F M 30 30 2–3
Flaxleaf paperbark Melaleuca linariifolia E F L 30 25 2–3
Naked coral tree Erythrina coralloides D ST F M 30 30 2–3
Olive tree Olea europaea E L 30 30 2–3
Peppermint tree Agonis flexuosa E F L 30 20 2–3
DEC 2025
Revised List
List update
List update
NOVEMBER 2025
STREET TREES
MASTER LIST
8010
JDL MH 6-13
KH MH 1-18
KH BN 8-25
Page 3 of 4
ALLOWABLE ZONES (Public ROW -Front Yards) CHARACTERISTICS
1 - In parkway or tree well D = Deciduous PD = Partly Deciduous E = Evergreen
2 - 3 to 7.5 feet from curb (or sidewalk if present) F = Flowering C = Fall Color ST=Sub-Tropical
3 - 7.5 to 10 feet from the curb (or sidewalk if present) Water Usage: VL = Very Low L = Low M = Moderate H = High
Trees are grouped by zone and ordered by ascending expected mature height
COMMON NAME BOTANICAL NAME CHARACTERISTICS HEIGHT WIDTH ZONE
Sweet michelia Michelia doltsopa E F M 30 20 2–3
Silk tree Albizia julibrissin D F M 30 20 2–3
Texas ebony Ebenopsis ebano E VL 30 25 2–3
Windmill palm Trachycarpus fortunei E L 30 10 2–3
Yew pine Podocarpus macrophyllus E M 30 20 2–3
New zealand x-mas tree Metrosideros excelsa E F L 35 35 2–3
Netleaf hackberry Celtis reticulata D L 35 20 2–3
Queensland pittosporum Auranticarpa rhombifolia E ST F L 35 20 2–3
Brush cherry Syzygium australe E ST M 40 20 2–3
Heath melaleuca Melaleuca ericifolia E F L 40 25 2–3
Marina madrone Arbutus 'Marina' E M 40 25 2–3
Pepper tree Schinus molle E L 40 30 2–3
Prickly melaleuca Melaleuca styphelioides E F M 40 20 2–3
Red flowering gum Corymbia ficifolia E F L 40 40 2–3
Sweet bay Laurus nobilis E M 40 30 2–3
Argyle apple Eucalyptus cinerea E M 50 40 2–3
Blackwood acacia Acacia melanoxylon E L 50 20 2–3
Camphor tree Cinnamomum camphora E M 50 40 2–3
Floss silk tree Ceiba speciosa D ST L 50 40 2–3
Indian rosewood Dalbergia sissoo PD VL 50 40 2–3
Nichol's peppermint Eucalyptus nicholii E M 50 40 2–3
Primrose tree Lagunaria patersonia E F M 50 20 2–3
Queensland lacebark Brachychiton discolor PD F M 50 30 2–3
River she-oak Casuarina cunninghamiana E L 50 30 2–3
Bur oak Quercus macrocarpa D M 60 40 2–3
California laurel Umbellularia californica E M 60 40 2–3
Canary island pine Pinus canariensis E M 60 20 2–3
Holly oak Quercus ilex E M 60 60 2–3
Hungarian oak Quercus frainetto D M 60 40 2–3
Pin oak Quercus palustris D C M 60 60 2–3
Red ironbark Eucalyptus sideroxylon E F L 60 40 2–3
Silk oak tree Grevillea robusta E ST F L 60 30 2–3
Coast live oak Quercus agrifolia E L 70 70 2–3
> 7.5 from Curb (or Sidewalk if present)
Southern live oak Quercus virginiana E M 30 40 3
Bigleaf maple Acer macrophyllum D C H 40 30 3
Box elder Acer negundo D C M 40 30 3
DEC 2025
Revised List
List update
List update
NOVEMBER 2025
STREET TREES
MASTER LIST
8010
JDL MH 6-13
KH MH 1-18
KH BN 8-25
Page 4 of 4
ALLOWABLE ZONES (Public ROW -Front Yards) CHARACTERISTICS
1 - In parkway or tree well D = Deciduous PD = Partly Deciduous E = Evergreen
2 - 3 to 7.5 feet from curb (or sidewalk if present) F = Flowering C = Fall Color ST=Sub-Tropical
3 - 7.5 to 10 feet from the curb (or sidewalk if present) Water Usage: VL = Very Low L = Low M = Moderate H = High
Trees are grouped by zone and ordered by ascending expected mature height
COMMON NAME BOTANICAL NAME CHARACTERISTICS HEIGHT WIDTH ZONE
King palm Archontophoenix
cunninghamiana E M 40 15 3
Ghost gum Corymbia aparrerinja E VL 50 30 3
Queen palm Syagrus romanzoffiana E M 50 30 3
Mondell pine Pinus eldarica E L 50 30 3
Rusty-leaf fig Ficus rubiginosa E ST M 50 60 3
Silver dollar gum Eucalyptus polyanthemos E L 50 40 3
Torrey pine Pinus torreyana E M 50 30 3
Aleppo pine Pinus halepensis E M 50 40 3
Atlas cedar Cedrus atlantica E M 60 40 3
Canary island date palm Phoenix canariensis E L 60 40 3
Dawn redwood Metasequoia glyptostroboides D C H 60 20 3
Deodar cedar Cedrus deodara E M 60 30 3
Italian stone pine Pinus pinea E M 60 50 3
Southern magnolia Magnolia grandiflora E H 60 40 3
California fan palm Washingtonia filifera E L 70 20 3
Interior live oak Quercus wislizeni E M 70 80 3
Valley oak Quercus lobata D M 70 50 3
Spotted gum Corymbia maculata E L 80 30 3
White ironbark Eucalyptus leucoxylon E L 80 50 3
Mexican fan palm Washingtonia robusta E L 100 10 3
Trees not included on this list may be used only with prior approval by the City Arborist.
DEC 2025
Revised List
Revised List
New Border
NOVEMBER 2025
STREET TREES
MAJOR STREETS
8020
KH MH 1-18
BL BL 11-06
KH BN 7-24
Note: Percentages refer to mixture of tree types in project area
DOWNTOWN DISTRICT %
Ficus microcarpa 10
Quercus ilex 20
Quercus rubra (Q. coccinea) 30
Gingko biloba 'Fairmont' 30
Olea europaea 'Swan Hill'-grafted
fruitless 10
Downtown Accent Trees
Jacaranda mimosifolia
Magnolia grandiflora 'Little Gem'
Corymbia ficifolia
Cassia leptophylla
Metrosideros excelsa
BROAD STREET %
Monterey St. to Pacific St.
Lophostemon confertus 60
Gingko biloba 'Fairmont' 40
Pacific St. to High St.
Platanus x hispanica 40
Pistacia chinensis 40
Ginkgo biloba 'Fairmont' 20
High St. to City Limits
Platanus x hispanica 30
Quercus palustris 20
Pistacia chinensis* 20
Quercus rubra (Q. coccinea) 15
Lophostemon confertus 15
*Substitute-south of Orcutt
At creek crossings
Platanus x hispanica 100
CALIFORNIA BLVD. %
Cal Poly to Mill St.
Koelreutaria bipinnata 25
Quercus rubra (Q. coccinea) 25
Cinnamomum camphora 30
Ulmus parvifolia 20
Mill St. to San Luis Dr.
Ulmus parvifolia 30
Metrosideros excelsus 40
Lophostemon confertus 30
San Luis Dr. to Johnson Ave.
Quercus agrifolia 60
Ulmus parvifolia 40
At creek crossings
Platanus x hispanica 100
FOOTHILL BLVD. %
Magnolia "Majestic Beauty" 30
Koelreutaria bipinnata 30
Platanus x hispanica 40
At creek crossings
Platanus x hispanica 100
GRAND AVENUE %
Magnolia 'Majestic Beauty' 50
Platanus x hispanica 50
HIGUERA STREET (east end) %
California Blvd. to Santa Rosa St.
Use Downtown Accent Trees
HIGUERA STREET (Downtown) %
Santa Rosa St. to Nipomo St.
Use Downtown District
HIGUERA STREET (west end) %
Nipomo St. to Madonna Rd.
Use Downtown Accent Trees
Madonna Rd. to City Limit
Pinus canariensis 30
Hesperocyparis macrocarpa 30
Hymenosporum flavum 20
Quercus (Red Oak subgenus)1 20
JOHNSON AVENUE %
Hwy. 101 to SPRR underpass
Magnolia 'Majestic Beauty' 20
Pistacia chinensis 30
Quercus palustris 30
Hymenosporum flavum 20
UPRR underpass to Laurel Lane
Quercus agrifolia 20
Pistacia chinensis 20
Ulmus parvifolia 20
Hymenosporum flavum 20
Quercus rubra (Q. coccinea) 20
Laurel Lane to Orcutt Rd.
Koelreutaria bipinnata 20
Quercus rubra (Q. coccinea) 20
Ulmus parvifolia 20
Jacaranda mimosifolia 20
Hymenosporum flavum 20
LAUREL LANE %
Platanus x hispanica 50
Quercus suber 20
Jacaranda mimosifolia 15
Gingko biloba 15
LOS OSOS VALLEY ROAD %
Lophostemon confertus 20
Quercus tomentella 20
Fagus sylvatica 20
Quercus agrifolia 20
Pinus caneriensis 20
MADONNA ROAD %
Pinus canariensis 25
Pistacia chinensis 25
Quercus agrifolia 25
Quercus rubra (Q. coccinea) 25
MARSH STREET %
Use Downtown District
MARGARITA AVENUE %
Platanus x hispanica 30
Hymenosporum flavum 30
Quercus palustris 40
MONTEREY STREET %
Use Downtown District
ORCUTT ROAD %
Pistachia chinensis 60
Lophostemon confertus 20
Quercus agrifolia 20
At creek crossings
Platanus x hispanica 100
PRADO ROAD %
Platanus x hispanica 40
Pinus canariensis 30
Quercus palustris 30
SANTA ROSA STREET %
Highland St. to Murray St.
Quercus agrifolia 80
Pistacia chinensis 20
Murray St. to Marsh St.
Pistacia chinensis 30
Koelreutaria bipinnata 20
Ficus microcarpa 10
Lophostemon confertus 30
Jacaranda mimosifolia 10
At Creek intersections
Platanus x hispanica 100
SOUTH STREET %
Tristaniopsis laurina 20
Jacaranda mimosifolia 20
Ginkgo biloba 'Fairmont' 20
Platanus x hispanica 20
Quercus palustris 20
TANK FARM ROAD %
East of Broad St.
Platanus x hispanica 50
Lophostemon confertus 20
Eucalyptus torquata 30
West of Broad St.
Platanus x hispanica 25
Cinnamomum camphora 25
Quercus agrifolia 25
Quercus rubra (Q. coccinea) 25
DEC 2025
SECTION A-A
SECTION B-B
Curb facePLAN
(shown as Mission Style)
TREE GRATE AND FRAME SIZE CHART
Sidewalk Width
10' or wider
Frame Size
5' x 5'
Frame Type Cover Type
Olympic Foundry 82-3000,
South Bay Foundry DTF6060,
or equivalent
Less than 10'4' x 4'
Olympic Foundry 82-2000,
South Bay Foundry DTF4848,
or equivalent
Olympic Foundry SP60 80-3190,
South Bay Foundry SP Style D0060SQ,
or equivalent
Olympic Foundry SP48 80-2180,
South Bay Foundry SP Style D0048SQ,
or equivalent
Tree Guard
Olympic Foundry GDA
84-5020, South Bay Foundry
DTG-A style or equivalent
TREE WELL
8130
Revised notes KH MH 1-18
Revised Grate and Frame MH BL 11-09
Note H; Drafting edits JDL MH 10-12
A A B B
INSTALLATION NOTES:
See Tree Grate and Frame
Size Chart.
See Page 2 for Sidewalk
Construction Requirements.
Curb
Face
W 6"
6"
6"
2
1
W L1
2
GENERAL NOTES:
A. Concrete shall be Class 1 and shall be monolithic with
curb, gutter, root barrier, and sidewalk.
B. Tree well shall have the same slope as the surrounding
sidewalk.
C. Frame shall be pre-manufactured and furnished with the
cover by the same manufacturer.
D. Inspection of tree wells is required. Prior notice of 48
hours shall be given to the City Engineer when requesting
inspection.
E. When constructing tree well around existing tree, tree shall
be centered with respect to the "L" dimension.
F. Tree well shall be square (sides parallel and corners 90°).
G. Tree grate shall have a radial pattern with openings
expandable to accommodate increasing trunk diameter.
H. Tree grate shall be ductile cast iron and two pieces and
set so that the joint is parallel to the curb.
I. Openings in the tree grate shall be ADA compliant.
J. See Engineering Standard 8210 for Street Tree Planting
Requirements.
K. Tree guard vertical strips shall remain vertical, not angled
at the top, so as to not protrude into the walkway.
L. Tree guard shall be bolted down to tree grate per
manufacturer's recommendation.
M. Finishes:
Grate - Bare
Frame - Clear Powder Coat
Guard - Black Powder Coat
N. Diameter of grate opening shall allow a minimum of 4
inches of tree expansion.
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
12"
2
Page 1 of 2
Root
Barrier
4"
DEC 2025
TREE WELL
8130
New Page Sidewalk Const.KH MH 4-18
4
2
1
2
GENERAL NOTES:
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:Page 2 of 2
4
3
Expansion Joint
Expansion Joint
1
5'
5'
4 Curb faceBack of sidewalkControl
Joint
PLAN
Limit of
reinforced
sidewalk
3" Typ.
Construct reinforced sidewalk with Class 1 concrete,
monolithic to curb, gutter, and root barrier. All other
construction requirements of Engineering Standard 4110
or 4220 must be met.
Install No. 4 bars @ 24" O.C. each way within reinforced
sidewalk area.
12" deep root barrier monolithic to sidewalk, per Section
A-A, Page 1 of 2. Root barriers shall be installed
whenever tree trunks are within 10' of hardscape, walls,
buildings, brow ditches or other improvements. Root
barriers shall be installed adjacent to the improvement
and not around the root ball.
Construct sidewalk per Engineering Standard 4110.
Sidewalks within the Mission Style Sidewalk District shall
be constructed per Engineering Standard 4220.
See Engineering Standard 8210 for street tree planting
requirements.
5
3
DEC 2025
SECTION A-A
SECTION B-B
Curb facePLAN
GENERAL NOTES:
A. See Engineering Standard 8130 for General Notes.
INSTALLATION NOTES:
See Engineering Standard 8130 for Tree Grate and
Frame Size Chart .
Construct sidewalk per Engineering Standard 4150.
A A B B
2
Curb
Face
W 6"
6"
6"
TREE WELL
RAILROAD DISTRICT
8135
New Standard JDL DA 3-17
1
W
L1
2
6"
1
DRAIN TO TREE WELL
#4 REBAR
HOOP
SCORE MARK AT
EACH CORNER
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
Tree
SECTION
PLAN
4' - 6"
INSTALLATION NOTES:
Backfill well with native material to within
5" to 6" of sidewalk surface.
Place 3" to 4" of granite chips (or 14" - 12"
aggregate rock).
Install 1 1/2" to 2" of Flexi-Pave According
to Manufacturers Installation Manual.
Final surface to be level and flush with
sidewalk.
TREE WELL COVER
ALTERNATE METHOD*
8150
Drafting edits JDL MH 5-13
Revised Note MH BL 11-09
revised notes KH BN 9-255' - 0"Curb Face
2
Curb Face
4
1
3
3
2
1
4
Varies VariesNOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
GENERAL NOTES:
1.This method to be used only when the root growth of an existing
tree will not allow the use of a standard grate and sidewalk does
not need repair. Must be approved by the City Engineer.
2.Products: HD2000
3.Bonding agent: xfp75
4.Color: Cyprus
DEC 2025
STREET TREE
PLANTING NOTES
8210
Edited E and G, added note KH BN 7-24
Modified A, F ME BN 8-25
Drafting edits JDL MH 5-13
STREET TREE PLANTING INSTRUCTIONS AND REQUIREMENTS
A.INSPECTION:
Inspection of tree planting by the City Engineering Inspector or Building Inspector is required.
1. Engineering Inspector or Building Inspector shall approve the hole dimensions prior to planting.
2. If required, City Arborist may perform inspection of planting and tree quality after the tree planting is
complete.
Email the City Arborist a photo of completed tree installation within 48 hours or tree installation.
B.TREE QUALITY:
Tree quality must conform to the requirements of guideline specifications for nursery tree quality included
in Appendix I.
C.BACKFILL MATERIAL:
The backfill material shall be free of construction spoils/debris and composed of:
·75% Native Soil (the soil removed from the planting hole)
·15% Compost Material
·10% Sand (see Note)
Note: The sand component of the backfill may be deleted if the Arborist determines that the existing native
soil will provide adequate aeration for the root system.
D.PLANTING:
Partially fill the bottom of the excavated hole with backfill material, while tamping and watering, to an
elevation equal to the bottom of the root ball. Root crown (top of root ball) shall extend one (1) inch above
finish grade when planting is completed and 4 inches below the bottom of grate. Place the tree to be
planted in the center of the hole on tamped backfill. Continue adding backfill while tamping and watering.
Continue adding backfill around root ball to finish grade, while tamping tightly, and add additional water to
thoroughly wet root ball and backfill material.
For Street Tree Well installations, finish grade shall be 4" below the sidewalk grade.
E.TREE SIZE and TYPE:
Standard tree size shall be 15 gallon. A larger sized 24", 36" or 48" box may be required for some
installations. New trees planted in the downtown (within the boundary of the Downtown Association) shall
be a a 36" box, however a 24" or 48" box is acceptable with approval from the City Arborist.
Tree type shall be from the Approved City Tree List and (if applicable) be in accordance with the
selections for major streets.
F.STAKING:
All newly planted street trees shall be staked. Remove nursery stake prior to installing tree.
G.GUARDS:
Trees planted within the Mission Style Sidewalk District shall include installation of a tree guard of the
same manufacturer as the tree grate, see Engineering Standard 8130. The tree shall be attached to the
tree guard with 24" rubber tree ties consistent with Engineering Standard 8220.
All trees must survive and establish within three years to the satisfaction of the City Arborist.
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
Stake
Stake
INSTALLATION NOTES:
Natural lean of the tree or fuller
side of tree shall be towards
the stake if applicable.
At Zone 1, tree grate shall be
installed per Engineering
Standard 8130, 4" clear from
top of grate to top of backfill
material.
TREE PLANTING
and STAKING
ZONES 1, 2 and 3
15 Gallon Size 8220
change trunk/stake alignment KH BN 7-24
Drafting edits JDL MH 6-13
Remove crossbrace & tubes KH MH 01-16
1
2
Prevailing Wind
Direction
Tree
Trunk
112" Fence Staple, galv. (over,
not through) or roofing nail
provided with ties.
Cinch-Tie
8'-3" Stake
Ties shall be inter-
locked around tree
30"
18"
3'
Backfill Material
(See Eng. Std. 8210)
5'
12"
12"
24"
12"
Top of stake shall not be
taller than lowest tree limb.
Trim stake evenly as necessary.
36" Cinch-ties (4 ea.)
shall be snug, not tight
Remove nursery stake(s) and
backfill hole with soil after
planting. Install (2) 8'-3"
Lodgepole Pine Stakes.
Top of Root Ball 12"
above finished grade
Root
Ball
Remove clay slick or glazing
if dug by power auger
Mulch Wood
Chips, 2" deep
ZONE 1: Trees planted in tree wells or parkway
ZONE 2: Trees planted within 7'-6" of curb, sidewalk, or paving
ZONE 3: Trees planted more than 7'-6" of curb, sidewalk, or paving
24"
28" min.
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
1
DEC 2025
Stake
Stake
INSTALLATION NOTES:
Align face of tree trunk with face
of stake.
TREE PLANTING
and STAKING
ZONES 1 and 2
24" Box and Larger 8250
Removed crossbrace KH MH 01-18
Revised Tube Length MH BL 11-09
rotate tree KH BN 7-24
1
Prevailing Wind
Direction
1Tree
Trunk
112" Fence Staple, galv.
(over, not through) or roofing
nails provided with ties.
Cinch-Tie
10'-0" Stake
Ties shall be inter-
locked around tree
E
D
C
B
18"
A
12"
Top of stake shall not be
taller than lowest tree limb.
Trim stake as necessary.
24" Cinch-ties (4 ea.)
shall be snug, not tight
Remove nursery stake(s) and backfill
hole remaining after planting. Install
(2) 10'-0"Lodgepole Pine Stakes.
Roots
Remove clay slick or glazing
if dug by power auger
Backfill Material
(See Eng. Std. 8210)
18"
A B C D E
24
48
36
24
18 66
72
84 24
36
42 30
24
18 40
48
60
36
TREE
BOX
SIZE
(in)
DIMENSIONS (in)
12"
ZONE 1: Trees planted in tree wells or parkway
ZONE 2: Trees planted within 7'-6" of curb, sidewalk, or paving
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
NOTES:
Backfill per Standard Specifications.
Fertilizer tablets per Standard Specifications. Place tablet halfway up root ball and
approximately 1 inch from root tips, equally spaced around the root ball.
Plant pit to have vertical sides. Pit shall be twice the width of root ball or container
and one and a half times the height of the root ball or container. Sides and bottom
of plant pit are to be scarified to remove shined surfaces.
Place plant in pit so that it is plumb and straight with best side facing the most
viewed angle.
FG
X 1/2 X
SHRUB PLANTING
8410
New Standard BL JDW 1-04
Revise Note 2; Add Notes 3 and 4JDL BL 5-12
Drafting edits JDL MH 5-13
Y
1/2 Y
Set crown 5 8" above grade.
1
2
3
Root
Ball
4
2
1
3
4
#1 and #5 = 2"
#15 and larger = 4"
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
.25 X
.5 X
.5 X
GENERAL NOTE:
A. Ground cover on center (OC) spacing shall be per plans or Special Provisions
by plant type. If not specified, OC spacing shall be 24".
Concrete Curb, Walkway, Mow Curb or Building
GROUND COVER
PLANTING PATTERN
8420
New Standard BL JDW 1-04
Remove chart; Drafting edits JDL MH 6-13
OC Spacing (X)
Plant (type per plans)
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
New Standard
NOVEMBER 2025
MEDIAN PLANT PALETTE
8430
ME BN 12-24
Page 1 of 2
ALLOWABLE ZONES FORM CHARACTERISTICS
1 - STANDARD PLANTER GC = GROUNDCOVER, A= ACCENT
2 - LID TREATMENT PLANTERS (BIOSWALES) R= ROUND
H = HEDGE APPROPRIATE
TYPE BOTANICAL NAME COMMON NAME FLOWERS SIZE (FT) FORM ZONE
SHRUBS
ACHILLEA FILIPENDULINA FERN LEAF YARROW YELLOW 2T x 3W R 1,2
ANIGOZANTHOS HYBRIDS KANGAROO PAW VARIES 2T x 2W A 1
ASTERISCUS MARITIMUS GOLD COIN DAISY GOLD 1T x 3W GC 1
CALLISTEMON VIMINALIS ‘
LITTLE JOHN’
DWARF BOTTLEBRUSH RED 3T x 4W R
CARISSA MACROCARPA NATAL PLUM WHITE 2T x 3W H 1
CISTUS SALVIIFOLIUS
'PROSTRATUS'
SAGELEAF ROCKROSE WHITE 1T x 4W GC 1
CISTUS SPP. ROCKROSE PINK 3T x 3W R 1
CORREASPP. AUSTRALIAN FUCHSIA VARIES 1.5T x 3W R 1
DIANELLA BLUTOPIA BLUTOPIA FLAX LILY BLUE 2.5T x 2W R 1
DIANELLA CAERULEA CASSA
BLUE
BLUE FLAX LILY LIGHT
BLUE
2T x 2.5W R 1
DIANELLA TASMANICA TASMAN FLAX LILY DARK BLUE 2.5T x 3W R 1
DYMONDIA MARGARATAE SILVER CARPET YELLOW 0.5T x 2W GC 1
ENCELIA CALIFORNICA CALIFORNIA ENCELIA YELLOW 3T x 4W R 1,2
ERIOGONUM GRANDE
RUBESCENS
RED BUCKWHEAT RED 1T x 3W A 1
EUPHORBIA MYRSINITES MYRTLE SPURGE GREEN 0.5T x 2W GC 1
HEMEROCALLIS SP DAY LILY VARIES 3T x 3W A 1
IRIS DOUGLASIANA DOUGLAS IRIS PURPLE 3T x 3W A 1, 2
LAVANDULA SPP. LAVENDER PURPLE 2.5T x 3W R 1
PENSTEMON SPP
(SOUTHWEST NAITVES)
PENSTEMON VARIES 3T x 4W
MAX
R 1
ROSEMARINUS OFFICINALIS
‘HUNNINGTON CARPET’
HUNNINGTON CARPET
ROSEMARY
BLUE 1-2T x 4-8W GC
SALVIA CHAMAEDRYOIDES MEXICAN BLUE SAGE BLUE 1.5T x 3.5W GC 1
SALVIA GREGGII AUTUMN SAGE VARIES 3T x 3.5 W R 1
SPHAERALCEA AMBIGUA DESERT
GLOBEMALLOW
ORANGE 3T x 3.5W R 1
TEUCRIUM CHAMAEDRYS GERMANDER PINK 1.5T x 3W GC 1
VERBENA LILACINA 'DE LA
MINA'
LILAC VERBENA PURPLE 3T x 3W R 1,2
DEC 2025
New Standard
NOVEMBER 2025
MEDIAN PLANT PALETTE
8430
ME BN 12-24
Page 2 of 2
ALLOWABLE ZONES FORM CHARACTERISTICS
1 - STANDARD PLANTER GC = GROUNDCOVER, A= ACCENT
2 - LID TREATMENT PLANTERS (BIOSWALES) R= ROUND
H = HEDGE APPROPRIATE
TYPE BOTANICAL NAME COMMON NAME FLOWERS SIZE (FT) FORM ZONE
CACTI AND SUCCULENTS
AEONIUM CANARIENSE &
CVS.
GIANT GREEN AEONIUM YELLOW 2T x 2.5W A 1
AGAVE AMERICANA MEDIO-
PICTA 'DWARF ALBA'
DWARF WHITE STRIPED
CENTURY PLANT
N/A 2T x 3W A 1
AGAVE CELSII CVS. WHITE AGAVE N/A 3T x 3.5 W A 1
AGAVE PARRYI PARRY'S AGAVE N/A 1-3T x 3-4W A 1
AGAVE VICTORIAE-REGINAE QUEEN VICTORIA AGAVE N/A 1T x 1.5W A 1
AGAVE X'BLUEGLOW' BLUE GLOW AGAVE N/A 2T x 3W A 1
ALOE STRIATA CORAL ALOE ORANGE 2T x 2W R 1
ALOE X'ALWAYSRED' ALWAYS RED ALOE RED 1T x 2W A 1
ALOE X 'BLUE ELF' BLUE ELF ALOE ORANGE 1T x 11W A 1
BULBINE FRUTESCENS CVS. STALKED BULBINE ORANGE/
YELLOW
1T x 3W A 1
CALANDRINIA SPP. ROCK PURSLANE PINK 2T x 4W R 1
DUDLEY A PULVERULENTA CHALK LETTUCE PINK 1T x 2W A 1
HESPERALOE PARVIFLORA RED YUCCA PINK 2.5T x 3W R 1
KALANCHOE FEDTSCHENKOI
'VARIEGATA' & CVS.
LAVENDER SCALLOPS ORANGE 1.5T x 2.5W GC 1
KALANCHOE THYRSIFLORA
OR LUCIAE
PADDLE PLANT GREEN 1.5T x 2.5W GC 1
GRAPTOVERIA X 'FRED IVES' FRED IVES
GRAPTOVERIA
PINK 1.5T x 3W GC 1
YUCCA WHIPPLEI CHAPARRAL YUCCA WHITE 2.5T x 3W A 1
SEDUM 'ANGELINA' GOLDEN STONECROP N/A .5T x 2W GC 1
SENECIO SERPENS BLUE CHALKSTICKS N/A .5T x 3W GC 1
GRASSES AND SEDGES
BOUTELOUA GRACILIS
'BLONDE AMBITION'
GRAMAGRASS N/A 2.5T x 1.5W GC 1,2
CHONDROPETALUM
TECTORUM 'EL CAMPO'
EL CAMPO SMALL CAPE
RUSH
N/A 3T x 3W A 1,2
JUNCUS EFFUSUS SOFT RUSH N/A 2.5T x 3W R 1,2
JUNCUS PATENS CALIFORNIA GRAY RUSH N/A 2.5T x 1W A 1,2
LEYMUS CONDENSATUS
'CANYON PRINCE'
CANYON PRINCE GIANT
WILD RYE
N/A 2T x 3W A 1,2
LOMANDRA HYSTRIX'TROPIC
BELLE'
TROPIC BELLE MAT
RUSH
N/A 2.5T x 3W R 1
LOMANDRA LONGIFOLIA
'BREEZE' TM
BREEZE MAT RUSH N/A 3T x 4W R 1
LOMANDRA LONGIFOLIA
'PLATINUM BEAUTY'
MAT RUSH N/A 2.5T x 3W R 1
MUHLENBERGIA CAPILLARIS PINK MUHLY GRASS PINK 2.5T x 3W A 1,2
SESLERIA AUTUMNALIS AUTUMN MOOR GRASS N/A 1.5T x 1.5W R 1
SESLERIA HEUFLERIANA MOOR GRASS N/A 1.5T x 1.5W R 1
SESLERIA NITIDA GRAY MOOR GRASS N/A 1.5T x 2W R 1
SESLERIA X 'GREENLEE' GREENLEE MOOR
GRASS
N/A 1T x 1.5W GC 1
DEC 2025
5'
1"
10"FG
FG FrontCONTROLLER
PEDESTAL MOUNT
CONTROLLER
GROUND MOUNT
GENERAL NOTES:
A. All exposed conduit shall be Schedule 80.
B. Install Controller and Telemetry equipment required for the site as specified by the
City Parks Maintenance Division.
C. Attach Recycled Water adhesive warning decal per Engineering Standard 8810 to
inside and outside of cabinet door when used to control recycled water.
NOTES:
3 8" Ø x 4" Lag Bolts. Connect to building wall or, where wall is not available, mount to
4" x 6" Pressure Treated Douglas Fir post.
Controller / Stainless Steel Enclosure shall be Calsense CS3000 CS3-XX-s-GR-GR
STUBBY - FM (size) - COMM-5YR or approved equal. Number of stations and flow
meter size to be project specific.
2" Ø PVC Conduit w/ Irrigation Control Wires
3 4" Ø PVC Conduit w/ 120 volt Power Source
PVC Sweep Ells for Conduit
5 32" - 14" Ø Anchor Bolts
Class 3 PCC Footing
4" Class 3 PCC Pad
4" Class 2 Aggregate Base
Class 3 PCC Post Footing when Post Mount is used
Ground Rod
6" ea. side
24" min.
24" min.
18"
24"
IRRIGATION
CONTROLLER
8520
Drafting edits JDL MH 6-13
type for note 2 KH BN 6-24
Delete Note 12 DVB BL 11-06
1
2
3
4
11
8
9
5
10
2
3
4
6
11
8
9
75
1
2
3
4
5
6
7
8
9
10
11
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
GENERAL NOTES:
A. Locate valves in shrub areas whenever possible.
B. Valve boxes shall be a maximum of 12" from walkways or curbs.
C. Valve boxes shall be set parallel to walkways or curbs.
D. Flow meter size and pipe size must be equal.
E. No splices are allowed in wiring except at connectors shown (in box.)
INSTALLATION NOTES:
PVC Union
Master Valve - normally open. Superior Master Valve or approved equal
PVC Male Adapter
Flow Sensor Specialized Shielded Cable (EV-CAB-SEN) (1-Flow Meter, 1-Common)
- Mazimum distance between meter and controller is 2000' -
14 gauge Master Valve Controller Wires (1-Valve, 1-Common)
Plastic Valve Box with bolt down lid. Bolts to be stainless steel.
Carson Industries 1419-3B (Purple) for Recycled Water Valves up to 2"
Carson Industries 1324-3B (Purple) for Recycled Water Valve 212" and larger
Emboss "MV" & "FM" on respective box lids, heat-branded 1" x 2" lettering.
Irrigation Pressure Mainline
Galvanized Cloth set under box - 12" Grid
Gravel - 3 4" to 112" in size
Cement Blocks or Brick continuous for box support
Flow Sensor - Calsense ultrasonic Flow Sensor or approved equal
Attach Recycled Water Warning Tab per Engineering Standard 8810 when used in recycled water system.
U/S distance equals ten (10) times the Flow Meter size.
D/S distance equals five (5) times the Flow Meter size.
MASTER VALVE &
FLOW SENSOR
8550
Edit Note 11, add PVC Union JDL BL 6-12
add emboss note KH BN 9-24
Update Note s 4 and 5 SR BL 8-11
FG5/8"3"12"U/S 13 D/S 13
typ.typ.
typ.
flow
typ.
typ.
8"
typ.
1
2
3
4
5
6
7
8
9
10
11
12
13
7
1
3
2
512
8
109 11
12
4
6
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
FG
**BACKFLOW DEVICES SHALL BE INSPECTED BY THE LOCAL DEPARTMENT OF HEALTH
SERVICES AND THE CITY OF SAN LUIS OBISPO UTILITIES DEPARTMENT**12" min.18" max.12"
Wrap with Rebar and
3 mil Blanket, typ.
9
10
9
7
11 6
4
5
321
6
GENERAL NOTES:
A. All pipe shall be schedule copper or brass unless otherwise specified.
B. Dissimilar metals shall be separated by an approved dielectric coupling.
C. Service assembly shall be installed as the first assembly after the meter.
D. Device shall be located within 10' of water meter and no connection or tees are allowed between the meter and the
assembly.
INSTALLATION NOTES:
WYE STRAINER: Barrel position 45° from horizontal for below ground installations
BALL VALVE: Brass
FOR POTABLE SERVICE: Backflow Assembly (reduced pressure type), FEBCO/WILKINS
FOR RECYCLED SERVICE: Pressure Regulator. Where there is no backflow assembly, place wye strainer and
regulator above assembly and paint with panteen purple paint. All hardware shall be above ground.
LOCKING ENCLOSURE: Secure to pad per manufacturer's direction. Enclosure shall not be field-painted. All coatings
shall be completed by manufacturer. Model: Strongbox #SBBC Series, expanded metal, dark green powder-coated,
low profile, smooth touch, vandal resistant
ELBOW
UNION: Brass
CONCRETE PAD: Class 3, 60" x 24" x 4" on 14" Class 3 Base, with 2% cross-slope for drainage
SUPPLY LINE
THRUST BLOCK
IRRIGATION PRESSURE LINE
RECYCLED WATER WARNING TAG: Attach per Engineering Standard 8810 when used for recycled water.
8
IRRIGATION
SERVICE ASSEMBLY
8560
Revised Note 1 MH BL 11-09
Revised title; Drafting edits JDL MH 10-12
Revised Note 3 KH BN 10-24
1
2
3
4
5
6
7
8
9
10
11
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
2
DEC 2025
GENERAL NOTES:
A. Pressure lines shall be per the Standard Specifications unless otherwise noted.
B. Lateral lines shall be Class 200 unless otherwise noted.
C. Control wires shall be taped together at 5' intervals. Where control wires share a trench with pressure
lines, they shall be placed below the 4 o'clock and 8 o'clock position under the pressure line.
D. Thrust blocks shall be installed at mainline turns, elbows, tees, caps, plugs, changes in direction, at
terminal points of all rubber gasket piping and at any other additional points shown on the plans.
INSTALLATION NOTES:
Select backfill compacted to 90%, with native above to grade compacted to 85%. Native material to be
fine earth material free from clods, rocks, and other large matter. If existing soil is not acceptable, the
Contractor shall import soil as backfill.
3" Detectable Marker Tape marked "WATER" or "NON-POTABLE WATER" depending on the irrigation
supply source. Thor Enterprises (distributed by T. Christy Enterprises)
Direction of flow
Class 3 PCC Thrust Block, sized as needed for pressure.
X
18"12"
FG
4"
1
PRESSURE LINE &
CONTROL WIRES
CONTROL WIRES &
COMPUTER CONTROL CABLE
LATERAL LINE
12"
typ.
typ.
6"
TRENCH DETAILS
THRUST BLOCKS
X = 18" for sizes 2" and smaller in planter areas
X = 24" for sizes over 2" and conduit under pavement
X = 24" for conduit for high voltage wiring
1
4"
TRENCH DETAIL &
THRUST BLOCKS
8610
New Standard BL JDW 1-04
Revise Lateral Line detail DVB BL 11-08
Revise Installation Note 1 JDL BL 5-12
1
2
3
4
3 4 typ.
FG FG
2
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
3"
INSTALLATION NOTES:
Connector:
King One Step Model 70-566 30 Volt
Rain Bird Snaptite with sealer #ST-03 Grey PT-S5
14 gauge Direct Burial Wire with 12" expansion coil (1- valve, 1- common)
Plastic Valve Box with bolt-down lid, bolts to be stainless steel:
Emboss " V (and corresponding valve #)" on respective box lids, heat-branded 1" x 2" lettering.
Carson Industries 1419-3B (purple) for Recycled Water Valves up to 2"
Carson Industries 1324-3B (purple) for Recycled Water Valves 212" and larger
2" diameter aluminum or plastic Valve Tag, attach with non-ferrous wire, engrave with valve station
number.
Cement Block (4 total) under each box corner
Irrigation Lateral Line
PVC Union
Gravel - 3 4" to 112" in size
Irrigation Pressure Line
Galvanized Cloth set under box - 12" grid
Control Valve: Irritrol 100 Series
PVC Ball Valve
Attach Recycled Water Warning Tag per Engineering Standard 8810 when used for recycled water.
4"
5/8"
4"
12"
8"#ELECTRIC CONTROL
VALVE & BOX
8620
Edit Note 11, add PVC Union JDL BL 6-12
Add note 12 KH MH 6-20
relocate ball valve KH BN 10-24
FG
5
6 7
8
9
10
4
13
112
1
3
1
2
3
4
5
6
7
8
9
10
11
12
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
12
13
GENERAL NOTES:
A. Locate valves in shrub areas
whenever possible.
B. Valve boxes shall be a
maximum of 12" from
walkways or curbs.
C. Valve boxes shall be set
parallel to walkways or curbs.
D. One valve per box.
DEC 2025
GENERAL NOTES:
A. Locate valves in shrub areas whenever possible.
B. Valve boxes shall be a maximum of 12" from walkways or curbs.
C. Valve boxes shall be set parallel to walkways or curbs.
D. One valve per box.
E. Areas where recycled water may be used shall have purple box covers.
F. Pipe shall be Schedule 40 PVC unless otherwise noted.
INSTALLATION NOTES:
Round Plastic Valve Box: Carson #910-12B
Emboss "QC" on respective box lids, heat-branded 1" x 2" lettering.
Quick Coupler Valve: Rain Bird #44, use #44NP for Recycled Water
Stainless Steel Clamp
Schedule 80 Nipple
Cement Block (4 total) under each box corner when box is located in turf area
Tee connected to irrigation pressure line
14" x 1" x 30" Angle Iron
Gravel: 3 4" to 112" in size
Schedule 80 Ell
Galvanized Cloth set under box, 12" grid
FG
5/8"
4"
12"
8"
1"
typ.
QUICK COUPLER
VALVE and BOX
8630
embossing note KH BN 9-24
Revise Notes E and 2 SR BL 3-06
Drafting edits JDL MH 6-13
1
2
3
4
5
6
7
8
9
10
1
2
3
4
10
5
6 4 7
8
9
typ.
typ.
typ.
typ.
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
5/8"
12"
typ.
FLOW
6"
8"
Single Irrigation Valve
OR
Multiple Irrigation Valves
in one area
GENERAL NOTES:
A. Isolation valves shall be installed for all irrigation valves.
B. Locate valves in shrub areas whenever possible.
C. Valve boxes shall be a maximum of 12" from walkways or curbs.
D. Valve boxes shall be set parallel to walkways or curbs.
E. Valve size and pipe size must be equal.
INSTALLATION NOTES:
Plastic Valve Box with bolt-down lid. Bolts to be stainless steel:
Carson Industries 1419-3B (purple) for Recycled Water Valves up to 2"
Carson Industries 1324-3B (purple) for Recycled Water Valves 212" and larger
Emboss "ISO" on respective box lids, heat-branded 1"x 2" lettering.
PVC Union
Brass Ball Valve
Schedule 40 Pressure Line
Galvanized Cloth set under box: 12" grid
Concrete block below valve, extending 6" beyond outside dimensions of valve
#10 Reinforcing Bar looped over valve - Only for valves 212" and larger
Gravel: 3 4" to 112" in size
Cement Blocks or Brick continuous for box support
Attach Recycled Water Warning Tag per Engineering Standard 8610 when used for
recycled water.
ISOLATION VALVE
8640
Add PVC Union; drafting edits JDL BL 6-12
add emboss note KH BN 9-24
Revise Note 1; Add Note 10 SR BL 3-06
FG
1
2 3 10 45
6 7 8 9
typ.
3"
Water
Main
1
2
3
4
5
6
7
8
9
10
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
GENERAL NOTES:
A. Where system is or has the potential to hook up to non-potable water, rotor head shall
have a Reclaimed Water cover.
B. Pipe material shall be Class 200 PVC unless otherwise noted.
INSTALLATION NOTES:
Rotor or Spray Pop-up or Hi-pop Body, set even with finished grade.
Triple Swing Joint, Marlex (3)
Irrigation Lateral Line
Schedule 80 Nipple
Pop-up height to be above matured plant material height.
Distance must be 2 feet but may be reduced to 2 inches where overspray to adjacent
impervious surface runs off to vegetated area.
12"
6
FG
POP-UP HEAD
8650
Added note 6 MH BL 1-14
Revise offset from curb DVB BL 11-07
Pop-up height (Note 5)JDL BL 6-12
1
2
3
2
4
5
1
Curb, Paving
or Walkway
2
3
4
5
6
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
X
4"
RISER DETAILS
EMITTERS
Sidewalk
FG
12"
85 8"
typ.
1-Gallon or 4"
#5 Tree
Tree Size X (in)
15-Gallon 18
24" Box 24
40" Box 40
typ.
DRIP LAYOUT
< 50'
Plant
Spacing
> 50'
< 150'
DRIP IRRIGATION
8660
New Standard BL JDW 1-04
Added Note E SR BL 3-06
Drafting edits JDL MH 6-13
1
2
3
4
6
7
8
10
11
12
11
12
10
2
11
12
typ. each
end
8
2
1028
9
typ.
FG
712
3
5
4
6
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
GENERAL NOTES:
A. Lateral lines shall be class 200 unless otherwise noted.
B. All drip irrigation lines and emitters shall be installed below mulch layer.
C. Total length of drip tubing not to exceed 150'.
D. Ends of drip tube shall be no more than 3' from edge of hardscape in valve box as shown.
E. In areas where recycled water will or could be used, all tubing shall be purple for use with recycled water. Black or brown with
purple stripe is not permitted for use.
INSTALLATION NOTES:
Drip Tee
Drip Tubing - 5/8"
Drip Thread / Slip Adapter
PVC Slip / Thread Adapter
PVC Ell
PVC Irrigation Lateral Line - 3/4"
Drip Ell
Emitter - Pressure compensating,
Self-flushing
12" Staple @ 5' O.C. - Soil Saver
Center of Plant
Pressure Line Valve
Manual Flush Valve
Hunter Eco-Indicator shall be installed at
the start and end of each drip line. Indicator
must have yellow head for potable water
and purple head for non potable water.
5 9
13
13
13
13
13
DEC 2025
GENERAL NOTES:
A. Where system is or has the potential to hook up to non-potable
water, rotor head shall have a Reclaimed Water cover.
B. Pipe material shall be Class 200 PCV.
C. See Engineering Standards for tree planting.
D. Minimum of one (1) bubbler per tree or as specified on the plans.
E. Bubbler zones shall be independent of other landscape irrigation
zones.
INSTALLATION NOTES:
Bubbler Pop-up, set even with finished grade: Rain Bird
Triple Swing Joint: Marlex (3)
Irrigation Lateral Line
Schedule 80 PVC Nipple
4" deep Mulch
5 gallon tree: 36" diameter around tree
15 gallon tree: 48" diameter around tree
24" box: 72" diameter around tree
Backfill per Standard Specifications
FG
18"
4"
TREE BUBBLER
8670
New Standard BL JDW 1-04
Drafting edits JDL MH 6-13
Delete Note 7 SR BL
Root
Ball
1
2
3
4
5
6
1 5
3
6
2
4
2
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
SECTION
GENERAL NOTES:
A.14" Felt expansion joints at 20' intervals, at change in direction, at beginnings/ends of curves, and
where mow strip abuts other structures.
INSTALLATION NOTES:
Class 3 Concrete, light broom finish. No color unless specified in contract documents.
#3 Reinforcing bar continuous at center. 18" overlap at splice.
Class 3 base. No recycled AC base allowed.
CONCRETE EDGING
8710
New Standard BL BL 5-12
Drafting edits JDL MH 10-126"4"6"
R = 12"
1
2
3
12" Abutting hardscape
1" in turf or other landscape areas
1
2
3
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
Front Back
RECYCLED WATER WARNING TAGS
PLASTIC WARNING PLATE
ADHESIVE WARNING DECAL
RECYCLED WATER WARNING TAGS:
·Shall be high durability polyurethane.
·The tag shall be 3" x 4" in size with
attachment neck and reinforced attachment
hole.
·All lettering shall be hot stamped in black on
a purple tag.
·Tags shall be attached with non-ferrous wire.
·Christy's ID-MAX-P2-RC-009 or approved
equal, attached as shown in Engineering
Standards.
PLASTIC WARNING PLATES:
·Shall be Christy's #3800 or equal.
·Warning Plates shall be made of purple UV
resistant co-polymer plastic, and installed
with tamper-proof rivets.
ADHESIVE DECALS:
·Warning Decals shall be Christy's #ID-4200
or equal.
·Warning Decals shall be made on a 3.5 mil
flexible vinyl base, with permanent acrylic
adhesive backing on a 90# stay-flat liner.
·Riser Decals shall be Christy's #5100 or
equal.
·Riser Decals shall be approximately 212" x 3"
and capable of being wrapped around and
attached to a sprinkler riser.
·Background shall be printed with a purple
UV cured vinyl ink. Legend printing shall be
in black with a UV cured vinyl ink.
·The entire decal shall be clear flood
over-printed for superior weathering and UV
protection.
ADHESIVE RISER DECAL
RECYCLED WATER
WARNING TAGS,
LABELS and DECALS
8810
New Standard SR BL 3-06
Drafting edits JDL MH 6-13
RECYCLED WATER
DO NOT DRINK - NO TOMAR
Warning:
Recycled
Water
Do Not Drink
RECYCLED WATER
DO NOT DRINK
AVISO
NO TOME EL AGUA
RECICLADA
RECYCLED WATER
DO NOT DRINK
AVISO
NO TOME EL AGUA
RECICLADA
RECYCLED WATER
DO NOT DRINK
AVISO
NO TOME EL AGUA
RECICLADA
RECYCLED WATER
DO NOT DRINK
NO TOME EL AGUA
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
GENERAL NOTES:
A. All signs shall be sign grade aluminum, .080" thick, with white letters on a purple
background. Signs shall include language stating that "Recycled Water" is used
for irrigation, shall contain the the warning "DO NOT DRINK", and shall include
the industry standard symbol:
B. The small signs shall be a minimum of 8" wide and 10" high.
C. Small signs shall be mounted to U-channel, 2 lbs. hot rolled high tensile rail or
billet steel with galvanized finish per ASTM A-123. Sign post shall extend 4'3"
below grade.
D. Large signs shall be a minimum of 18" high and 24" wide.
E. Large signs shall be mounted to chain link fence in accordance with
manufacturer's recommendations.
F. All mounting hardware shall be stainless steel.
G. Height of signs will depend on location and surrounding landscape plant types
(min. height shall be 3'). In all cases, sign shall be visible to the public.
H. Sign letters shall be reflective material.
I. Signs shall be located as shown on the plans. As a minimum, signs shall be
placed at each entrance to the area where recycled water will be used. Signs
must be placed where they can be easily seen, and no further than 1000' apart
unless approved by the Water Reuse Coordinator. For unfenced areas, signs
shall be placed at sidewalks and crosswalks, driveway entrances, corners,
outdoor eating areas, and as otherwise required. For medians, a sign shall be
placed at the beginning and end of the median. Longer medians may require an
additional sign be placed near the middle, equidistant from the ends of the
median. For fenced areas, signs must be placed at each fence opening.
J. Post shall be installed per Engineering Standard 7210 mounting height.
RECYCLED WATER
WARNING SIGNS
8820
New Standard SR BL 3-06
Revise Notes for standard signs DVB BL 10-07
Drafting edits JDL MH 6-13
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
MEDIAN IRRIGATION
8900
New Standard ME BN 6-25
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
8 9
13
5 4
1211
10
67
3 2 1
INSTALLATION NOTES:
PLAN VIEW
ENLARGEMENT
STREET
PUBLIC PARKWAY PLANTER
SIDEWALK
C
FS MV M
1.Dedicated Irrigation Meter Service per Engineering
Standard 6210.
2.Irrigation Service Assembly per Engineering
Standard 8560.
3.Master Valve & Flow Sensor per Engineering
Standard 8550.
4.Electric Control Valve per Engineering Standard
8620.
5.Quick Coupler per Engineering Standard 8630.
6.Isolation Valve per Engineering Standard 8640.
Locate min. one (1) per median
7.Irrigation Controller per Engineering Standard
8520. Controller shall be traditionally wired
controller 20-3.03H(2), Calsense or approved
equal.
8.Drip Irrigation per Engineering Standard 8660.
9.Tree bubbler per Engineering Standard 8670. Two
(2) per tree. Locate along centerline of median.
10.Separate Cast Iron Pipe Sleeve for wire run.
11.Cast Iron Pipe Sleeve when crossing roadway.
12.Connection to water main Engineering Standard
6220.
13.Median landscape maintenance strip per
Engineering Standard 4950.
Note:
Reduced pressure backflow device may be
omitted for recycled water applications.
Recycled water systems must comply with city
standards. See City Engineering Standards
10.4.3 for median nose design requirements.
DEC 2025
DETACHED SIDEWALK
INTEGRAL SIDEWALK
MAIL BOX LOCATION
9010
New border JDL WAP 1-98
Revise Code Section JDL WAP 10-93
Drafting edits JDL MH 6-13
Municipal Code Section 12.40.040
(a) In a residential zone, it is unlawful for any person to install or maintain or to direct, authorize or
permit the installation or maintenance of a mail box, a receptacle for newspaper delivery, or any other
container to be used for delivery purposed in, upon or over an portion of the space or area between a
street curb and the back edge of an improved sidewalk.
6" min.
5'Varies
⅊
Varies Varies
6" min.
⅊
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
MONUMENT
SECTION A - A
AA
A1
ALTERNATE METHODS
A1 - Base may be cast with a cylindrical recess which shall later be filled with expansive grout (min. 2500 psi)
when pin is set.
A2 - A brass cap may be set with the base pour so that center of cap is within
5 8" of the monument point. Point
shall be marked with a cross, etched a minimum of 116" deep into the brass. The cap shall be marked with
the License information or a tag with the information shall be attached.
MONUMENT and WELL
9020
New border JDL WAP 1-98
Added Alternate A2 BL JDW 4-02
Drafting edits JDL MH 6-13
Pavement
10"
10"
COLLAR:
Collar shall be constructed per
Engineering Standard 6040TRAFFIC VALVE BOX and COVER:
CHRISTY G-5 or approved equal.
Cover shall be imprinted with
"MONUMENT".
PIN:
Brazing rod, 0.125" - 0.200 Ø,
with numbered brass tag. Pin
shall be set by Surveyor or Civil
Engineer and the point permanently
marked with registration number.
BASE:
Class 3 PCC. Top surface
shall be smooth, bottom
shall be flared as shown.
5 8" min.
clearance
all around
14"
18"
4"
14"
1"
max.
3" min.
R.E. Tag
R.E. Tag
12" min.
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
AA
SECTION A - A
PLAN
CITY COMM
6"
6"
3"
MANHOLE COVER
& ACCESS BOX
CITY COMMUNICATIONS
9030
add notes KH BN 9-24
Drafting edits JDL MH 6-13
Revise Class 2 Note SR BL 1-14
NOTES:
1. In sidewalk applications, install ring and cover per Engineering Standard 3350.
2. New or empty conduits shall have 3/4" (2500 lb) numbered Mule Tape with a min of 5' of slack at each
conduit end. Each conduit end shall be sealed with Duct Seal. Maximum manhole spacing shall be
determined by the Engineer.
Cover shall be lettered
"CITY COMM"
Manhole Cover and Frame
shall be PHOENIX P-1090,
S.B. FOUNDRIES 1900 or
equal. *
Manhole Collar shall be
constructed per Engineering
Standard 6040
12" Grout at bottom
(top of Rock Bedding)
Grade Rings per
Eng. Standard 6040
Sand, Class 2 Base, or Slurry
Class 2 concrete
New or (E) Conduit
3 4" Rock Bedding,
6" min. thickness
1" PVC Drain
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
36"
max.
18"
min.
DEC 2025
12"
PARKS and PUBLIC RIGHT OF WAY BENCH
CITY BENCH
9040
New Standard SR BL 11-08
Drafting edits JDL MH 6-13
OPEN SPACE BENCH
12"12"12"
12"
4"
4"
4"
4"
2%
2%
3 Renaissance Memorial
Bench, 2806-6-MP Green
for all other parks
Class 3 PCC, 2"-4" Slump,
Broom Finish, 12" wider
than bench on all sidesClass 2 Aggregate Base or
Class 3 Aggregate Base
compacted to 95%5 16" x 3" Wedge-all
Bolt, (4) per bench
Class 3 PCC, 2"-4" Slump,
Broom Finish, 12" wider
than bench on all sidesClass 2 Aggregate Base or
Class 3 Aggregate Base
compacted to 95%
12" x 3" Wedge-all
Bolt, (4) per bench
1 88 Series PL DuMor, Inc.
with back or equivalent
2 139 Series DuMor, Inc.
without back or equivalent
NOTES:
Style for Damon-Garcia and Laguna Lake Parks
Style for Open Space
Style for all other parks
1
2
3
12"12"12"
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
SECTION
ELEVATION
INSTALLATION NOTES:
6" x 6" Pressure Treated Douglas Fir Post, re-treat
all cuts
2" x6" (12 ft length) Pressure Treated Douglas Fir,
re-treat all cuts
Class 3 PCC Footing, slope top 2% in all directions
112" Ø Round Rock
5 8" Carriage Bolt w/ 3" Torque Washer at front and
2" Timber Washer at rear
Nail board ends with (2)- 4" Galvanized Nails.
Finish Grade
Wrap post, within limits of concrete, with 15 lb Felt
Paper.
2%
RAIL FENCE
9050
New Standard JDL BL 1-10
Drafting edits JDL MH 6-13
1
2
3
4
5
6
7
8
Alternate
rail ends
72" O.C.
5
12" max.
16"
6
2
7
2
1" Chamfer
1
5
42"
24"
10"
14"
8
3
4
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
BigBelly
SOLAR.49.8"26.8"26.8"25"
50.6"
25"
GENERAL NOTES:
All trash containers shall be Bigbelly SC5.5/SC5.5 Double Station
(enclosed hopper - SC: Landfill Waste opening, SC: Recycling opening).
Trash containers shall be manufactured by Bigbelly, or approved equal.
TRASH CONTAINER
STANDARD
9060
Opening to litter container JDL DA 10-15
new container type KH BN 7-24
Revise Note C SR BL 1-14
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:DEC 2025
HYDRATION STATION
WITH PERCOLATION WELL
9070
BY MDF
FILTER
27"5"23"18"
10" PIPE
ACCESS DOOR
OPTIONAL 10" STAINLESS
STEEL CARRIER
CONNECT TO
WATER SUPPLY
FLOW
2" ABS P-TRAP
GENERAL NOTES:
A. Installation of fountain shall be completed in compliance
with manufactures specifications.
B. Drawing is not to scale and is intended to be used as
reference only.
C. If service line is lead, galvanized steel or polybutylene,
the entire service shall be replaced from the main.
D. All new services or service replacements shall be 1" or
2". Any 3 4" or 112" services shall be upgraded to the next
size (1" or 2").
E. New/Replacement 1" water service shall be copper or
iron pipe size (IPS). New/Replacement 2" water service
shall be copper or copper tubing size (CTS) polyethylene.
F. Sand Trap (Haws Model 6611 or approved equal) will be
installed in all hydration stations in close proximity to
playgrounds.
G. Filter fabric over float rock.
H. Fountain installation must meet all ADA requirements
and clearances.
I. Hydration Station installed in concrete must comply with
City Standards 4110 and 4220 if in Mission Style
Concrete.
J. All valves must be stainless steel.
K. Unless otherwise specified, color of bottle filling station
shall be blue.
L. Percolation Well for drainage may be used only if
approved by the Engineer.
M. Hydration Station must be vinyl wrapped. Coordinate with
the Engineer on the design requirements and product
specification unique to desired location.
4" x 3" ABS
REDUCER
3" x 2" ABS
REDUCER
2% MIN
NOV 2025
REVISIONS BY APP DATE
STANDARD CURRENT AS OF:
BOTTLE FILLING STATION
DRINKING FOUNTAIN
INSTALL CONCRETE
BOX WITH LID IF IN
HARDSCAPE OR
PLASTIC BOX WITH
LID IF IN
LANDSCAPE.
INSTALL BALL-VALVE
SHUTOFF IN-GROUND
36"6" HDPE PERF. PIPE WRAPPED
WITH CLASS A FILTER FABRIC
36"
FLOW
6"1 CUBIC YARD OF
3/4" FLOAT ROCK
LINE FLOAT ROCK PERCOLATION
WELL WITH CLASS A
FILTER FABRIC
G-5 VALVE BOX
CLEAN OUT
4" PCC SLAB
2" ABS 90° BEND
SET CLEAN OUT
IN GROUT
PVC CAP WITH 38" DRILLED HOLES
AND THREADED STOPPER
12"
3" x 2" ABS
REDUCER
2% MIN
PVC CAP WITH
THREADED
STOPPER
PERCOLATION WELL34"18"
TO SEWER
4" PCC SLAB
(SEE NOTE L)
DEC 2025
APPENDICES
A. STATE STANDARD CURB RAMP DETAILS
B. MISSION STYLE SIDEWALK DISTRICT
C. RAILROAD DISTRICT PLAN
D. LIST OF ARTERIAL AND COLLECTOR STREETS
E. SAMPLE NOTICE OF STREET MAINTENANCE (DOOR HANGER)
F. PLAN DEVELOPMENT STANDARDS
G. GUIDELINES FOR CONSTRUCTION ZONES
H. SLO COUNTY APCD: PERMIT TO OPERATE NO. 1850-2
I. GUIDELINE SPECIFICATIONS FOR NURSERY TREE QUALITY
J. QUALITY ASSURANCE PROGRAM
K. TEMPORARY INDUSTRIAL WASTE DISCHARGE PERMIT APPLICATION
L. ENCROACHMENT PERMIT / CIP HOLIDAY RESTRICTION AREA
STATE OF CALIFORNIADEPARTMENT OF TRANSPORTATION RAISED TRUNCATED DOMECURB RAMP DETAILSRAISED TRUNCATED DOME PATTERN (IN-LINE)DETECTABLE WARNING SURFACEMin
4'-2"EDGE OF SIDEWALKIF NECESSARY ATRETAINING CURBCASE BSIDEWALKEDGE OFFRONTBB
CROSSWALK IF PROVIDED CROSSWALK IF PROVIDEDAAMax Typ1:1Typ1:1Min4'-2"CASE DSIDEWALKEDGE OFFRONTAREAPLANTINGSIDEWALKEDGE OFFRONTMin
4'-2" 4'-2" MinCASE EAATyp6"AMaxCASE A4'-2" MinTyp
6" Min5'-0"ASIDEWALKLANDINGLANDINGFLARERAMPFLARESIDEWALK
SIDEWALKSIDEWALKSIDEWALKDETAIL A Max1.5%7.5% Max7.5%Max7.5%Max
7.5%
7.5%
Max
7.5% 1.5% MaxMax
1.5%
Max
1.5%
1.5% Max
Max
1.5% Max1.5% Max1.5%T1.5% MaxSECTION C-C1.5% Max7.5% MaxT 4'-2" MinSECTION B-BDepress entire sidewalk as requiredROUNDEDIF NECESSARYRETAINING CURBT1.5% Max7.5% Max4'-2" MinSECTION A-AROUNDEDTOP OF RAMPCCMaxMaxOF SIDEWALKFRONT EDGE CASE COF SIDEWALKNECESSARY AT EDGERETAINING CURB IF Min5'-0"SIDEWALK7.5%7.5%1.5% Max 1.5% MaxMax
1.5%
Max
1.5%CORNER INSTALLATIONTYPICAL TWO-RAMP FLARE FLARE CROSSWALK IF PROVIDED
CROSSWALK IF PROVIDEDMin4'-2"RAMPLANDINGSIDEWALKPROVIDE 2'-0" Min OF CURBWHERE A FLARED SIDE OCCURSMin OF CURBPROVIDE 2'-0"SIDE OCCURSWHERE A FLAREDCORNER INSTALLATIONTYPICAL ONE-RAMPDETAIL BFLARERAMPFLARE Gutter not shownAT CURB9.0% MaxAT CURB9.0% MaxAT CURB9.0% MaxAT CURB9.0% MaxAT CURB9.0% MaxAT CURB9.0% MaxAT CURB9.0% MaxTyp
6"SIDEWALKEDGE OFFRONTSEE NOTE 8SEE NOTE 8TOP OF RAMPAT CURB9.0% Max 1.5% MaxMin4'-2"
1.5% Max
FLOWLINEGUTTERSEE NOTE 8FLOWLINEGUTTERIF NECESSARYRETAINING CURBFLOWLINEGUTTER See Notes 1 and 3 See Note 1CENTER TO CENTER SPACING2.3" Min AND 2.4" Max0.2" SIDEWALKSEE NOTE 10SEE NOTE 10SEE NOTE 10See Note 10NOTE 10SEEOF SIDEWALKFRONT EDGEAREA
PLANTING
Min
4'-2"
AREA
PLANTINGCURBRETAINING
SIDEWALKEDGE OFFRONTCASE FCASE GRAMP)SIDES OFCURB (BOTHRETAININGAATyp6"Typ6"SIDEWALKSIDEWALKMax
7.5%
Max
7.5%
Max
1.5% Max1.5% Max1.5%4'-2" Min4'-2" MinSee Note 4AT CURB9.0% MaxMax
1.5%
Min
4'-2"SEE NOTE 10SEE NOTE 10BASE Dia0.9" Min AND 0.92" MaxTOP Dia0.45" Min AND 0.47" MaxGUTTER PAN TRANSITIONAPPLIES TO ALL CASESTYPICAL GUTTER PANCURBPAVEMENTNOTE 9SEENOTE 8SEEDETECTABLEFRONT OFGUTTER INWARNINGNOTE 9SEETRANSITIONTRANSITION RETAINING CURB6" Min HIGHRETAINING CURB6" Min HIGHSEE NOTE 10RAMP SLOPECURB TO MATCH3'-0" Typ3'-0" Typ 1.5% Max 1.5% Max1.5% Max4'-2" Min1.5% Max1.5% MaxAA1.5% MaxOF RAMP)(BOTH SIDESRETAINING CURB1.5% Max13.12.11.10. 9. 8. 7. 6. 5. 4. 3. 2. 1.covers while maintaining detectable warning width and depth.Detectable warning surface may have to be cut to allow removal of utility the owner prior to, or in conjunction with, curb ramp construction.the boundaries of the curb ramp will be relocated or adjusted to grade byUtility pull boxes, manholes, vaults and all other utility facilities within Sidewalk and ramp thickness "T", shall be 3½" minimum. surfaces shall conform to the requirements in the Standard Specifications.maximum gap of 1 inch is allowed on each side of the ramp. Detectable warningDetectable warning surfaces shall extend the full width of the ramp except awarning surface that extends the full width and 3'-0" depth of the ramp.unless modified in the Project Plans. Curb ramps shall have a detectableThe detectable warning surface will be a rectangle as shown at back of curb, typical gutter pan slope per Standard Plan A87A.Transition gutter pan slope from 1" of depth for each 2'-0" of width to matchGutter pan slope shall not exceed 1" of depth for each 2'-0" of width.and within 24 inches of the curb ramp shall not be steeper than 1V:20H (5.0%).Counter slopes of adjoining gutters and road surfaces immediately adjacent to and streets shall be at the same level.The adjacent surfaces at transitions at curb ramps to walks, gutters, except in Case C and Case F.to conform with longitudinal sidewalk slope adjacent to top of the ramp,Side slope of ramp flares vary uniformly from a maximum of 9.0% at curb in the Project Plans.The ramp portion of the curb ramp is a typical rectangle, unless modified the Case G ramp shall be constructed in reversed position.As site conditions dictate, the retaining curb side and the flared side of be similar to that shown for Detail B.When ramp is located in center of curb return, crosswalk configuration must depressed longitudinally as in Case B or C or may be widened as in Case D.ramp and 4'-2" platform (landing) as shown in Case A, the sidewalk may beIf distance from curb to back of sidewalk is too short to accommodate including the conform to existing sidewalk, see Project Plans.as site conditions dictate. For specific site condition configuration,Case A through Case G curb ramps also may be used at mid block locations,The case of curb ramps used in Detail A do not have to be the same.for corner installations similar to those shown in Detail A and Detail B.As site conditions dictate, Case A through Case G curb ramps may be usedNOTES:A88ANO SCALEPLANSAPPROVALDATENo.Exp.RE G IST
E
RED P
R
OFESSIONAL ENGINEERSTATE OF CALI
F
O
RNIA REGISTERED CIVIL ENGINEERCIVILDistCOUNTYROUTEPOST MILESTOTAL PROJECTSHEETNo.TOTALSHEETSTHE STATE OF CALIFORNIA OR ITS OFFICERSOR AGENTS SHALL NOT BE RESPONSIBLE FORCOPIES OF THIS PLAN SHEET.THE ACCURACY OR COMPLETENESS OF SCANNED1652024 STANDARD PLAN A88A7-1-24ValizadehM. RezaC519026-30-26September 20, 2024Return to Table of Contents Appendix A
STATE OF CALIFORNIADEPARTMENT OF TRANSPORTATIONISLAND PASSAGEWAY DETAILSCURB RAMP ANDNOTES: T
Var
MinSECTION B-BRETAINING CURBCLEAR PASSAGEWAYTyp 6"IF NECESSARYT RETAINING CURBSECTION A-A~GUTTERFLOWLINEAAMaxIF NECESSARY, CONSTRUCT RETAININGCURB AT EDGE OF SIDEWALKCASE CM CURB RAMPSIDEWALK 3'-0"BCRIF PROVIDEDCROSSWALK Typ 6"
TRAVELED WAY
TR
A
VEL
E
D WA
Y
Min
Min RAISED ISLANDBBTYPE B PASSAGEWAYSLOPE PASSAGEWAY4'-2"
4'-2"TO DRAIN 1.5% Max1.5% MaxMax1.5%7.5%1.5% Max4'-2"RAISED ISLANDSURFACE OF PROVIDEDIF CROSSWALK5'-0" MinGutter not shownIF PROVIDEDCROSSWALKMax
1.5%SEE NOTE 3SEE NOTE 3SEE NOTE 7Min
Min BBTYPE C PASSAGEWAYMinRAISED ISLANDTRAVELED WAY
TR
A
VEL
E
D WA
YSLOPE PASSAGEWAY4'-2"4'-2"
4'-2"TO DRAIN 1.5% MaxSEE NOTE 3SEE NOTE 3SEE NOTE 3SIDEWALK SEE NOTE 7CURB RAMP,SIDEWALK SEE NOTE 7CURB RAMP,MinTYPE A PASSAGEWAYBBRAISED ISLANDTRAVELED WAY
TRAVELED WAYRAISED ISLAND4'-2"SEE NOTE 3SEE NOTE 31.5% MaxTO DRAINPASSAGEWAYSLOPESIDEWALK SEE NOTE 7CURB RAMP,SIDEWALK SEE NOTE 7CURB RAMP,Max Min5'-0"SIDEWALK7.5%1.5% Max 1.5% MaxMax
1.5%
Typ
6"CASE CH CURB RAMPAARETAINING CURB6" Min HIGHRAMP SLOPECURB TO MATCHRETAINING CURB6" Min HIGHIF NECESSARY, CONSTRUCT RETAININGCURB AT EDGE OF SIDEWALKSURFACE, SEE NOTE 2DETECTABLE WARNINGCURBREQUIREDIF PROVIDEDCROSSWALKSIDE
WAL
KSEE NOTE 7CURB RAMP,SEE NOTE 2SURFACE,WARNINGDETECTABLECURBZERO HEIGHTHEIGHT TOFROM FULLTRANSITIONSIDE
WAL
KSEE NOTE 7CURB RAMP,RAMP SLOPECURB TO MATCH1'-0"1.5% Max1.5% MaxAND 8SEE NOTES 2SURFACE,WARNINGDETECTABLEAND 8SEE NOTES 2SURFACE,WARNINGDETECTABLEAND 8SEE NOTES 2SURFACE,WARNINGDETECTABLEMin6'-0"8.7.6.5.4.3.2.1.at the face of curb, unless modified in the Project Plans.The detectable warning surface will be a rectangle as shownFor additional curb ramp details, see Standard Plan A88A.warning width and depth.removal of utility covers while maintaining detectableDetectable warning surface may have to be cut to allowor in conjunction with, curb ramp construction.relocated or adjusted to grade by the owner prior to,facilities within the boundaries of the curb ramp will beUtility pull boxes, manholes, vaults and all other utilitywalks, gutters, and streets shall be at the same level.The adjacent surfaces at transitions at curb ramps to1 inch is allowed on each side of the passageway.the island passageway except a maximum gap ofwarning surfaces shall extend the full width ofdepth of the passageway length. Detectablesurface shall extend the full width and 3'-0"than or equal to 8'-0", each detectable warningWhere an island passageway length is greaterwidth and 2'-0" depth of the passageway length.detectable warning surface shall extend the fullthan or equal to 6'-0", but less than 8'-0", eachWhere an island passageway length is greatersee Standard Plan A88A.For details of detectable warning surfaces,shall be 3½" minimum.Sidewalk, ramp and passageway thickness "T",A88BNO SCALEPLANSAPPROVALDATENo.Exp.RE G IST
E
RED P
R
OFESSIONAL ENGINEERSTATE OF CALI
F
O
RNIA REGISTERED CIVIL ENGINEERCIVILDistCOUNTYROUTEPOST MILESTOTAL PROJECTSHEETNo.TOTALSHEETSTHE STATE OF CALIFORNIA OR ITS OFFICERSOR AGENTS SHALL NOT BE RESPONSIBLE FORCOPIES OF THIS PLAN SHEET.THE ACCURACY OR COMPLETENESS OF SCANNED1662024 STANDARD PLAN A88B7-1-24ValizadehM. RezaC519026-30-26September 20, 2024Return to Table of Contents Appendix A
MARSHHIGUERADANAMONTEREYMONTEREYMONTEREYHIGUERAHIGUERAPACIFICPACIFICMARSHPISMOPISMOBUCHONISLAYBUCHONISLAYNIPOMO
BEACH
CARMEL
ARCHER
WALKER
BROAD
GARDEN
CHORRO
MORRO
OSOS
SANTA ROSA
JOHNSON
TORO
NIPOMO
BROAD
CHORRO
MORRO
OSOS
SANTA ROSA
PALMMILLPEACHWALNUTPALMMILLPEACHPENNYPALMMILLPHILLIPSHILCRESTPEPPER
CALIFORNIA
GROVE
GRAND
PARK
PEACHPHILLIPSHOWARDJOHNSONGROVEWILSON
TOROABBOTTGARFIELDNMISSION STYLE SIDEWALK DISTRICT - RESOLUTION 9114 (2000 SERIES)
Appendix B
BUCHON
BUCHON
ISLAY
LEFFNIPOMOBROADGARDENCHORROMORROOSOS
CHURCH
UPHAM SANTA ROSAPENNYN
W
O
O
D
B
R
I
D
G
E
F
U
N
S
T
O
N
C
A
U
D
I
L
L
MI
T
C
H
E
L
L
S
T
O
N
E
B
R
I
D
G
E
S
A
N
C
A
R
L
O
S
GAILCHANDLERALPHONSO
VICTORIAFRANCIS
HUMBERT
LAWRENCE
MUTSUHITO LEONABOULEVARDDEL CAMPOBUSHNELLSWAZEYRACHELR
A
C
H
E
L
C
T
.
FL
O
R
E
N
C
E
FL
E
T
C
H
E
R
FREDERICKR
O
U
N
D
H
O
U
S
E
JE
N
N
I
F
E
R
EMILYSANTA BARBARAIRIS
GEORGE
ELLAHENRY RUTHFAIRVIEWBRECK
STORYBARIBALDIMCMILLANDUNCANM
O
R
R
I
S
O
N
O
R
C
U
T
TROCKVIEWBROADPERKINS
SWEENEY
BLUEROCK
O
R
C
U
T
T
LAUR
E
L
BISHOP
BULLOCKU . P . R . R .RAILROAD DISTRICT PLAN - RESOLUTION 8817 (1998) SERIES)
Appendix C
List of Arterial and Collector Streets and Bus Routes
For Pavement Restoration Purposes Only
Appendix D
Arterial, Collector, & Bus Route Streets (for pavement restoration purposes):
Street From To
Aero Drive (all)
Aero Vista Place (all)
Augusta Street (all)
Bishop Street Bushnell Street Johnson Avenue
Broad Street Higuera Street Farmhouse
Broad Street Foothill Boulevard Mountain View Street
Buchon Street High Street Toro Street
California Boulevard (all)
Capitolio Way Broad Street Sacramento Drive
Chorro Street Ferrini Drive Pismo Street
Dalidio Drive (all)
Del Rio Avenue Descanso Street Prefumo Canyon Road
Descanso Street Del Rio Avenue Los Osos Valley Road
El Mercado Street (all)
Elks Lane (all)
Ferrini Drive Highland Drive N Chorro Street
Foothill Boulevard W Foothill Boulevard California Boulevard
Fredericks Street (all)
Grand Avenue (all)
Hathway Avenue Fredericks Street California Boulevard
High Street Pismo Street Broad Street
Highland Drive Patricia Drive Hwy 1 / Santa Rosa
Higuera Street Johnson Avenue City Limit
Industrial Way Broad Street Sacramento Drive
Johnson Avenue Phillips Lane Mill Street
Johnson Avenue Monterey Street Orcutt Road
La Entrada Avenue Foothill Boulevard Ramona Drive
Laurel Lane Johnson Avenue Orcutt Road
Los Osos Valley Road (all)
Madonna Road 101N Off Ramp Pereira Street
Margarita Avenue (all)
Marsh Street Higuera Street California Boulevard
Mill Street Chorro Street Grand Avenue
Monterey Street Chorro Street 101N On Ramp
List of Arterial and Collector Streets and Bus Routes
For Pavement Restoration Purposes Only
Appendix D
Arterial, Collector, & Bus Route Streets (for pavement restoration purposes):
Street From To
Mountain View Street Broad Street Chorro Street
Nipomo Street Palm Street Pismo Street
Oceanaire Drive Los Osos Valley Road Madonna Road
Orcutt Road (all)
Osos Street Higuera Street Leff Street
Osos Street Peach Street Palm Street
Osos Street Santa Barbara Avenue Railroad
Palm Street Nipomo Street Santa Rosa Street
Patricia Drive Highland Drive Foothill Boulevard
Peach Street Osos Street Santa Rosa Street
Pepper Street Phillips Lane Mill Street
Phillips Lane Johnson Avenue Pepper Street
Pismo Street High Street Johnson Avenue
Prado Road (all)
Prefumo Canyon Road (all)
Railroad Avenue (all)
Ramona Drive La Entrada Avenue Broad Street
Ranch House Road (all)
Righetti Ranch (all)
Sacramento Drive (all)
San Luis Drive Johnson Avenue California Boulevard
Santa Barbara Avenue (all)
Santa Fe Road (all)
Santa Rosa Street (all)
South Street South Higuera Street Santa Barbara Avenue
Southwood Drive Laurel Lane Johnson Avenue
Taft Street California Boulevard Kentucky Street
Tank Farm Road City Limit Orcutt Road
Tassajara Drive Foothill Boulevard Ramona Drive
Tiburon Way (all)
Sample Notice of Street Maintenance (Door Hanger)
Appendix E
CITY OF SAN LUIS OBISPO
NOTICE OF STREET MAINTENANCE
TO AREA BUSINESSES AND RESIDENCES
Please be advised that, on the dates listed below,
________________________, ACTING AS CONTRACTOR FOR THE
City of San Luis Obispo, will be Slurry Sealing your street. Other streets
in your neighborhood may be scheduled for other dates.
The general order of work will be as follows:
1. Positing of “No Parking” Signs 72 hours in advance of the work.
2. Partial or full closure of the roadway.
3. Placement of slurry seal and four-hour cure time.
4. Reopen the road to public traffic.
5. Replacement of traffic striping and markings will occur at a later date.
The work on your street will be performed on the following dates:
Monday
Tuesday
Wednesday
Thursday
Friday
Prior to 8:00 am on the day of work, please park your vehicle on a
nearby street that is not posted with parking restrictions. Driving on a
slurry seal prior to completion of the cure time may cause damage to the
slurry seal and your vehicle.
DELIVERIES AND APPOINTMENTS
In an effort to expedite the slurry process and avoid drive-thru’s which
would require closing the street again, please schedule any kind of
delivery or appointment the day before or the day after the street is to be
slurry sealed.
Unfavorable weather conditions may cause delays to the work without
additional notice. If you should have any questions please contact the
following:
___________________________________________________
Contractor’s name Telephone number
Appendix F
PLAN DEVELOPMENT STANDARDS
REQUIRED USE OF STANDARD
Use of this standard is required for use on:
All projects, including mapping, that are City funded
All projects which will be turned over to the City for adoption or maintenance
All Final (Tract) and Parcel Maps (this standard supplements provisions of the
Subdivision Map Act)
DATUM
Drawings and maps shall be set into real world coordinates and elevations using the City’s
horizontal and vertical control networks. The Datum used shall be referenced on the cover
sheet.
Plans based on information furnished by the City, from old plans or survey data, shall
include references to the City Plan number, file number, field book number, etc.
Any new benchmarks and monuments should be shown on the plans with the associated
coordinates and / or elevation.
Horizontal Control
The City has established a horizontal control network relative to the California Coordinate
System Zone Five, which is defined in Section 8801 through 8819 of the California Public
Resources Code. For all projects and maps, two different exterior points or corners shall be
tied to at least two different points of the City's horizontal control network for direct import
into the Geographic Information System (GIS) database and AutoCAD.
The Horizontal Control Network is available from the Public Works Department.
Vertical Control
The City has established a vertical control network. All projects shall be tied to the nearest
benchmark elevation.
The Benchmark System is available from the Public Works Department.
Grading Plans
Finish and existing grades shall be shown by use of contours on grading plans. Where
grades are too flat for contours to be meaningful, grades shall be called out showing existing
and final elevations for a number of points reasonable to represent critical grades and
drainage. All contours and elevations shall reflect current City Datum.
UNITS OF MEASUREMENT
All project plans and maps shall be prepared in English units unless written permission has
been obtained from the Director of Public Works
Appendix F
DRAWINGS
Software
Drawings are to be produced using AutoCAD or Civil 3D compatible with the current version
in use by the City. Other programs which produce an AutoCAD drawing may be acceptable;
however, if there are incompatibility problems, the project will be rejected until compatible
files are produced.
Drawing Sheets
Drawing sheet borders shall be fully contained on a 22” x 34” sheet. The border should
reduce 50% to fit completely on an 11” x 17” sheet. Drawings shall be plotted on sheets no
larger than 24” x 36”. The City recommends use of the electronic files available from the
City. These files have already been sized for ease of reduction, contain blocks, typical
layers, line types and color assignments.
In lieu of the profile sheet, grids generated by design software may be substituted.
Improvement Plans submitted to the City shall have the standard title block shown in the
plan and cover sheets available electronically from the City for privately funded projects.
Map Sheets
Map sheet shall be 18” x 26” with a border 1 inch inside the edge of the sheet in accordance
with the Map Act.
Naming Conventions
The following naming convention shall be used to identify the drawings:
For projects developed in ACAD 2000 or higher version:
Complete the drawing in model space and use the layout tabs for sheet layout in paper
space:
City Specification No. (Tract No., MS No., Parcel Map No.)_01.dwg Cover Sheet Drawing
City Specification No. (Tract No., MS No., Parcel Map No.)_00.dwg Model and Layout
Drawing
Ex: Tract 452_01.dwg
If desired, the cover sheet may be incorporated in the main drawing using the _00 extension
for the entire project.
For projects developed in earlier versions (without layout tabs):
City Specification No. (Tract No., MS No., Parcel Map No.)_00.dwg for model space drawing
City Specification No. (Tract No., MS No., Parcel Map No.)_01.dwg for Cover Sheet
City Specification No. (Tract No., MS No., Parcel Map No.)_02.dwg for Sheet 2
(XXXX_00.dwg is to be bound to the sheet drawing.)
Continue numbering (xxxx_xx.dwg) for required number of sheets
If drawing sheets are modified during construction and new sheets are printed, they shall
use the sheet number and a letter following to designate the change. Ex. Tract
400_05A.dwg
Appendix F
The preferred practice is for page numbers to be sequential for the entire plan set. Where
the project contains multiple disciplines, landscaping, electrical, etc., the City will accept
multiple drawings named as shown above.
Ex: Tract 452_E00 for the electrical drawing
Tract 452_M00 for the mechanical drawing
Tract 452_L00 for the landscape plan, etc.
Model Space and Paper Space
Drawings are to be generated in model space and then plotted with borders in paper space.
Refer to the software manual for additional information.
Drawings shall be done in full scale (one drawing unit = 1 foot,) actual dimensions in model
space. All borders and titles shall be done in paper space. Scaling of model space drawing
to fit paper size shall be done using viewports and model view scaling.
General Drawing Content
Drawings shall contain the following minimum elements:
Title Block North Arrow Creek & Street Names
Vicinity Map Bar Scale Centerline Monuments
Dimensions Date Lot lines & numbers
Stationing Legends Tract Name & number
Benchmarks Easements Bearings, radii, etc.
Topography Elevations Existing Utilites
Datum Reference Trees & Driplines
Engineering Standard with numbers referenced
Tree diameter shall be accurately represented. Drip lines shall be shown for any tree not
permitted for removal.
Grading, utility and landscape plans shall not be combined on the same sheet. Curves shall
show radius, delta, curve length and control for BC and EC to allow construction.
External References (xrefs)
Xrefs shall be bound to or inserted in the drawing in which they are needed for printing.
Xrefs used during design, but not displayed for printing shall be detached.
User Coordinate System (UCS)
When rotation is necessary for plotting, a UCS shall be used in lieu of rotating the drawing
out of the original orientation.
Stationing
Stationing shall be north to south or west to east running left to right on the paper. Beginning
stationing shall be tied to an existing centerline intersection. Coordinates for the beginning
station and ending station shall be shown on the plans. Alignments and stationing should be
on a street centerline when work will occur within a street. Profiles can be generated either
on the centerline or offset, as long as their location is clearly defined on the profile.
Appendix F
On City funded projects (Capital Improvement Program) stationing for different streets in the
same project shall not have duplicate stationing numbers.
Ex: A Street Waterline – Sta 1+00 to Sta 3+58, B Street Paving – Sta 4+00 to Sta 6+97
North Arrows and Bar Scales
North arrows and bar scales shall be inserted in model space such that a north arrow and
bar scale appear in each plan view when plotted. Blocks shall not be so ornate as to
obscure their content.
Scales
Plotting scale shall be appropriate to the type of project allowing adequate detail clarity. Bar
scales shall be inserted in model space such that a bar scale appears in each plan view
when plotted. Scale should appear in the lower right hand corner whenever possible. For
sheets containing both plan and profile information, a ratio of the Horizontal to the Vertical
scale shall be shown in the title block.
Example of typical scales:
Utility, Grading and Street Improvements Plan 1” = 20’
Paving and Traffic Control Plan 1” = 100’
Signal Plan 1” = 10’ or 1” = 20’
Blocks
Blocks shall be created on layer 0 at scale 1:1 with line type and color by layer.
Layering
Drawings shall provide separate layers for the various items shown in the drawings using
appropriate layer prefixes to group related layers. See Appendix B for additional information.
Where allowed by the program, layer “state” or settings for printing shall be saved and
named print_sheet#.
Civil 3D defaults may be used for layer naming. Alignment names should be selected to
mimic the layering conventions set forth in the appendix to the degree possible, and layer
names shall be generated using the alignment prefix option such that all layers related to the
alignment begin with the alignment name.
Color and Line Types
All colors and line types shall be By Layer. Layer colors and line pen designations shall be
those shown in the City prototype drawings. See Appendix C for additional information.
Pen weights shall be those designated in the plot file for those colors associated with
standard layers. Polylines shall not have an assigned width, but rather be given weight
through pen designation.
Generally, abandoned and existing facilities are shown with a fine line weight or at half tone,
with abandoned facilities using hidden or dashed line types, in lieu of the standard
Appendix F
continuous line type. New facilities are shown in bolder line types. Line scale shall be set so
that line types, other than continuous, repeat frequently enough to be clearly differentiated.
Dimensions
Dimensions shall have characteristics by layer. The dimensions shall appear on the text
layer or a new layer specifically for dimensions. Dimensioning text shall be per this standard.
Text
Accepted fonts are limited to those native to the Windows operating system or furnished
with AutoCAD or Civil 3D. Where new text styles are created, they should have the same
name as the font used for that style. The use of AutoCAD’s predefined “Standard” text style,
which defaults to the txt font type, is not encouraged.
Text shall always be on a separate layer. Line labels shall be above the line and not cut into
the line.
Plotting
Whenever possible, use the plot file furnished by the City. If this is not possible, save a plot
file for the project and submit it with the drawing files. Plot file shall be named using the
same naming convention as for drawings, with the default file name extension.
RECORD DRAWINGS
When construction is complete, a record drawing of the project shall be completed as set
forth below. Record drawing layers may be added as need to provide proper printing for
each sheet. Save the file using the naming convention as for drawings followed by R.
Ex: Tract 452_E00R Record drawing for electrical sheets
Create a new layer and name it Record_Drawing
Set color to 200 and line type to continuous. Colors 201 & 202 may also be used as
needed to address different line weights.
Record all record drawing information on the Record Drawing layer
Each sheet is to be “stamped” to note record drawings have been completed for that
sheet. If no changes were made, a note to that effect is to be included adjacent to the
stamp.
Each sheet is to be numbered with an “R” after the sheet number. Ex. 2R of 13
Set all pen colors but pen 200, 201, and 202 to color 253 or use the City standard plot
file for record drawings.
Complete plotting of record drawing set
SUBMITTALS
Drawing files must be completely compatible with the current City AutoCAD standard
program. Bond used for submittals shall be a minimum of 20lb.
City funded projects
All electronic files shall be submitted to the City. For projects developed using design
software, the entire project folder shall be submitted, including all the sub folders with
Appendix F
drawings and supporting data. The electronic folder shall be submitted in the configuration
generated by the software. Drawing file shall be purged of all unused layers, text, etc.
Written specifications shall also be submitted in electronic format.
Submit one original, stamped and signed, ink on bond, set of plans and one original
stamped and signed set of specifications along with the electronic files prior to the start of
construction. Submittal shall also include a complete Acrobat Adobe file bid package
(Specifications and Plans.)
Record drawings are to be submitted within 4 weeks of completion of construction and shall
include a signed scan (.tif) or adobe file in addition to the drawing files.
Files shall be submitted to the designated Project Manager for Capital Improvement
projects.
Privately funded projects
Submit the electronic drawing files (.dwg) and any associated plot files along with one
original, stamped and signed, ink on bond, set of plans prior to the start of construction or
Map recording.
Record drawings are to be submitted within 4 weeks of completion of construction and prior
to City acceptance of the public improvements. Record drawing submittal shall include a
hard copy original, stamped and signed, ink on bond; an electronic image copy (.tif or .pdf)
of the original approved plans and record drawings interlaced, i.t. page 1, 1R, 2, 2R etc.;
and the drawing file (.dwg).
Submit this data either via email (for small projects) or on a CD containing the required data.
Files shall be submitted to the Development Review Division Engineer.
CITY DOCUMENTS ON LINE
The following files are available from the City web site slocity.org:
Standard Cover Sheet for City funded projects
Standard Cover Sheet for private funded projects
Standard Plan Sheet for City funded projects
Standard Plan Sheet for private funded projects
Standard Profile Sheet for private funded projects
Standard plot file for draft construction plans –17” x 11”
Standard plot file for original construction plans –34” x 22”
Standard plot file for Record Drawings
Horizontal Control Network
Benchmark System
Appendix F
LAYER COLOR AND LINE TYPE CONVENTIONS
Layer Prefixes:
F Layers showing future facilities.
X Layers showing existing information and facilities.
XABD Layers showing abandoned facilities such as water lines, sewer lines, etc.
N Layers showing new or proposed information and facilities.
0 (zero) Layers that are in Paper Space, such as borders and border titles.
ADRS Layers showing site addresses
BLDG Layers showing buildings and other structures
CCOM Layers showing City owned communication facilities
CL Layers showing centerline information
CTL Layers showing monuments, benchmarks or other control points
CLM Layers showing City Limit lines
EASE Layers showing easements or other rights of entry
ELEC Layers showing electric facilities and joint electric and phone/cable poles
EP Layers showing edge of pavement
GAS Layers showing gas facilities
HATCH Layers showing hatching
LTG Layers showing lighting
OIL Layers showing oil facilities
PL Layers showing property lines / parcel lines
PNT Layers showing survey points and associated data
ROW Layers showing right of way lines
S Layers showing sanitary sewer facilities
SD Layers showing storm drain systems including large culverts and bridges.
SW Layers showing sidewalks, curbs and gutter
TEL Layers showing telephone & telecommunication facilities
TC Layers showing traffic control, including signs and striping
TS Layers showing traffic signal facilities
TV Layers showing television / cable facilities
TXT Layers showing text
VEG Layers showing vegetation
W Layers showing potable water facilities
3W Layers showing non-potable water facilities including tertiary treated water
Layer prefixes should be combined as appropriate and additional description added as
needed.
Ex: XABD-W-TXT A layer showing abandoned water facilities text
X-SD-County A layer showing existing storm drain facilities under County
jurisdiction
N-S A layer showing new sewer facilities
Appendix F
LAYER COLOR AND LINE TYPE CONVENTIONS
Facility Type Color Line Type
Model Space
Abandoned & Future
All facilities 210 Hidden2
Text 210 Continuous
Existing
Addressing 12 Continuous
Buildings / Structures 100 Continuous
Cable TV 30 Continuous
City Limits 21 Continuous
Centerlines 1 Center2
City Communication Conduits 20 Dashdot2
Contours – Major 38 Dashed
Contours – Minor 33 Dashed
Curb, gutter & sidewalks 8 Continuous
Easement 44 Continuous
Edge of Pavement 8 Continuous
Electric 11 Phantom
Gas 50 Continuous
Hatch 253 Continuous
Lighting 52 Continuous
Miscellaneous 4 Continuous
Oil 51 Continuous
Parcel lines 30 Continuous
Points for Control – monuments & benchmarks 1 Continuous
Points – other Any Continuous
Right of Way 2 Continuous
Railroad 41 Continuous
Sanitary Sewer 3 Continuous
Storm drains 74 Continuous
Telephone & Other Communication Lines 23 Phantom2
Television 30 Continuous
Text 5 Continuous
Traffic Control 10 Continuous
Traffic signals 10 Divide2
Vegetation 72 Continuous
Water 5 Continuous
Water – Reclaimed 212 Continuous
Appendix F
Facility Type Color Line Type
Model Space
New
All facilities – main plan - heavier line weight 7 Continuous
All facilities – details- lesser line weight 14 Continuous
Text 6 Continuous
Dimensions 105 Continuous
Grid lines – Major 38 Continuous
Grid lines – Minor 33 Continuous
Contours – Major 16 Dashed
Contours – Minor 13 Dashed
Hatch 15 Continuous
North arrow & scale 170 Continuous
Record Drawings
Record Drawing – heavy line weight 200 Continuous
Record Drawing – medium line weight 203 Continuous
Record Drawing – light line weight 201 Continuous
Paper Space
Border 174 Continuous
Border Titles & Engineering Stamp 170 Continuous
Viewports 255 Continuous
Appendix F
SORT BY COLOR NUMBER
Facility Color Line Type
Centerlines, Points for Control 1 Center2, Continous
Right of Way, Railroad 2 Continuous
Sanitary Sewer 3 Continuous
Miscellaneous 4 Continuous
Text, Water 5 Continuous
(N) Text 6 Continuous
(N) All facilities – main plan - heavier line weight 7 Continuous
Curb, gutter & sidewalks, Edge of Pavement 8 Continuous
Traffic Control, Traffic signals 10 Continuous, Divide2
Electric 11 Phantom
Addressing 12 Continuous
(N) Contours - minor 13 Dashed
(N) All facilities – details- lesser line weight 14 Continuous
(N) Hatch 15 Continuous
(N) Contours major 16 Dashed
City Communication Conduits 20 Dashdot2
City Limits 21 Continuous
Telephone & Other Communication Lines 23 Phantom2
Cable TV, Parcel lines, 30 Continuous
(N) Grid lines – Minor, (E) Contours – Minor 35 Continuous
(N) Grid lines – Major, (E) Contours – Major 38 Continuous
Easement 44 Continuous
Gas 50 Continuous
Oil 51 Continuous
Lighting 52 Continuous
Vegetation 72 Continuous
Storm drains 74 Continuous
Buildings / Structures 100 Continuous
(N) Dimensions 105 Continuous
Variable Layers & Line Weights * 110-169
Border Titles & Engineering Stamp 170 Continuous
North arrow & scale, Border 174 Continuous
Variable Layers & Line Weights * 180-199
Record Drawing – heavy line weight 200 Continuous
Record Drawing – light line weight 201 Continuous
Record Drawing – medium line weight 203 Continuous
Future, (XA) All facilities, (XA) text 210 Hidden2, Continuous
Water – Reclaimed 212 Continuous
Variable Layers & Line Weights * 220-249
Hatch 253 Continuous
Viewports 255 Continuous
* see next page for line weights
Appendix F
Line Weight
(mm) Unassigned Colors
0.00 110 111 164 165
0.05 112 113 166 167
0.09 114 115 168 169
0.10 116 117 180 181 250 - 255
0.13 118 119 182 183
0.15 120 121 184 185
0.18 122 123 186 187
0.20 124 125 188 189
0.25 126 127 190 191
0.30 128 129 192 193
0.35 130 131 194 195
0.40 132 133 196 197
0.45 134 135 198 199
0.50 136 137 220 221
0.53 138 139 222 223
0.60 140 141 224 225 248 (color250)
0.65 142 143 226 227
0.70 144 145 228 229
0.80 146 147 230 231
0.90 148 149 232 233
1.00 150 151 234 235
1.06 152 153 236 237
1.20 154 155 238 239 249 (color 250)
1.40 156 157 240 241
1.58 158 159 242 243
2.00 160 161 244 245
2.11 162 163 246 247
GUIDELINES FOR
CONSTRUCTION ZONES
PUBLIC WORKS DEPARTMENT
TRAFFIC ENGINEERING DIVISION
919 Palm Street
San Luis Obispo, CA 93401
(805) 781-7200
GENERAL NOTES:
A. These distances are guidelines only. Actual distances will be determined on an individual basis by the Engineer. Before
any work may be started in the street area:
1. A traffic control plan shall be submitted to, and then approved by the Engineer.
2. Signs and delineation shall be in place, inspected and approved by a Public Works Inspector.
B. During construction:
1. A copy of the approved traffic control plan shall be kept on the job site at all times.
2. All workers in the street area shall wear ANSI Class III safety apparel.
3. Flaggers shall be used as required.
4. All traffic control and devices shall comply with the CA MUTCD.
5. The City reserves the discretion to request modifications to approved traffic control plans to address public
safety/circulation concerns as directed by the Engineer.
CHART A (All Figures)
MINIMUM DELINEATOR AND SIGN PLACEMENT
TRAFFIC
SPEED
TAPER
LENGTH (L)(Taper)*
DELINEATOR SPACING
(Tangent)
SIGN SPACING (S)
(Advance of Taper)
*12' STANDARD LANE WIDTH FOR CALCULATION PURPOSES. WIDER LANES REQUIRE
ADDITIONAL LENGTH
FIGURE LEGEND
(PAGES 2-17)
25 MPH
30 MPH
35 MPH
40 MPH
45 MPH
50 MPH
55 MPH
125'
190'
276'
328'
525'
600'
663'
26'
33'
39'
43'
46'
53'
59'
53'
66'
79'
85'
92'
105'
118'
100'
100'
100'
100'
328'
328'
328'
Traffic Cone or Delineator
Sign (shown facing left)
Flashing Arrow Sign
High Level Warning Device (Flag Tree)
Portable Flashing Beacon (Night Work)
Direction of Travel (Not a Pavement Marking)
Manhole
Maintenance Vehicle w/ Flashing Lights
Flagger
Type II Barricade
Type III Barricade
Longitudinal Channelizing Device
FIGURE NOTES:
1. All signs and traffic control devices shall conform to the MUTCD and CALTRANS Standards.
2. All cones shall be 28" or higher and reflectorized by a 6" band located 3" to 4" from the top of the cone and an additional
4"" band located 2" below the 6" band.
3. Speeds on advisory plate to be determined by the Engineer.
4. Temporary parking sign(s) must be placed a minimum of 30 hours in advance of work when parking removal is required
to maintain a 10' minimum travel lane. Contact City of San Luis Obispo Police Department at 781-7312 for verification.
5. Use flashing arrow sign on roadways with three lanes or more in speed zones of 35 MPH or greater, or when required in
approved Traffic Control Plan. Use high level warning device in speed zones of less than 35 MPH. A single flashing
arrow sign (for each direction of travel) may be used in place of flashing beacons.
6. Flashing arrow sign (FAS) shall be Type I per Sec. 12-3.03 of the current Caltrans Standard Specifications. Operate
FAS in Sequential arrow mode.
7. A G20-2 (C14) "END ROAD WORK" sign, as appropriate, shall be placed at the end of the work zone.
8. All warning signs for night lane closures shall be supplemented with flashing beacons.
9. Provide access for all driveways.
10. Where signalized intersections are affected, provide notice to City Traffic Signal Maintenance Technician.
11. When construction signage is placed in a open bike lane, a 4' minimum lane for bicycle usage must be maintained. If 4'
minimum is unobtainable, signage must be pole mounted to the satisfaction of the Engineer.
12. When a bike lane must be closed on a roadway with three total lanes or more or in speed zones of 35 MPH or greater,
the adjacent vehicle lane must be closed to provide a temporary bike lane, unless otherwise approved by the Engineer.
13. Where sidewalk closures are anticipated to take place for four weeks or longer, or where otherwise directed by the
Engineer, sidewalk closures shall require sidewalk diversion per Appendix G: Figure P, Detail 2.
Y
MH
BUFFER
SPACE (B)
155'
200'
250'
305'
360'
425'
495'
REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 1
Add Note 12, Rev Note 2 & 8 JW MH 6-20
Add Note 5, 12, 13, Rev Note 11 DE LS 8-24
STaper LAlternative BarricadedWork ZoneTaper LSSee Chart "A"See Chart "A"10' min.*10' min.*FIGURE ATWO-LANEWORK IN CENTER OF ROADWAYorSIGN PANEL SIZE (min.)BA36" x 18"36" x 36"C24" x 18"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.YAAROAD WORKENDAHEADWORKROADAHEADWORKROADROAD WORKENDYYYYYMHG20-2(C14)W20-1(C23)R4-7(R7)W20-1(C23)G20-2(C14)R4-7(R7)orIndicate Northwith an "N"Optional Flasheror VehicleDividing Lineor CenterlineInstall temporaryNo Parking signs(if required)See Note 4BBCCInstall temporaryNo Parking signs(if required)See Note 4REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 2
New Figure MH JDW 11-04
Drafting edits JDL MH 4-13
SSS100'max.See Chart "A"FIGURE BTWO-LANEONE WAY CLOSURE WITH FLAGGERSSIGN PANEL SIZE (min.)CBA30" X 30"36" X 18"36" X 36"Indicate Northwith an "N"WORK AREASIDE STREETAW20-1(C23)CG20-2(C14)AW3-4(C36)AW20-1(C23)AW3-4(C36)AW20-1(C23)CG20-2(C14)AW20-5(C30)AW20-7a(C9A)AW20-7a(C9A)AW20-7a(C9A)AR1-1(R1)ororOptional Vehicle53'SSSSee Chart "A"See Chart "A"See Chart "A"Buffer BSee Chart "A"Cones or Delineators, 23' max. spacingDividing Lineor Centerline* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.AHEADWORKROADROAD WORKENDSTOPTOPREPAREAHEADWORKROADSTOPTOPREPAREAHEADWORKROADROAD WORKENDCLOSEDLANESTOPYYYREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 3
New Figure MH JDW 11-04
Add Type III Barricade; Taper dist.JDL MH 4-13
SVariesSSee Chart "A"W20-1(C23)Taper LSee Chart "A"50' min.betweendelineatorsSSSee Chart "A"FIGURE CMULTI-LANEOUTSIDE LANE CLOSURE BEYOND INTERSECTIONSIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"CROAD WORKENDG20-2(C14)AHEADWORKROADAW20-1(C23)CLOSEDLANEW20-5(C30)BCLOSEDLANEW20-5(C30)BCROAD WORKENDG20-2(C14)AHEADWORKROADATURN RIGHTMUSTRIGHT LANER3-7 rt(R18 rt)BAW9-3 rt(C20 rt)AHEADCLOSEDRIGHT LANEWORK AREAYorYYorYInstall temporaryNo Parking signs(if required)See Note 4See Note 5AHEADWORKROADAW20-1(C23)Within 125'REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 4
New Figure MH JDW 11-04
Add W20-1, work area dimensionJDL MH 4-13
SSSTaper L1/2 LTaper L150' min.Buffer ZoneSee Chart "A"200' min.Cones or Delineators23' maximum spacingCones or Delineators26' maximum spacingVariesMedian or Dividing LineMedian or Dividing LineOne flashing arrow signfor each lane closedSee Note 5FIGURE DMULTI-LANE ONE WAYMULTI-LANE CLOSURE(LEFT AND RIGHT SIDE CLOSURE TO BE SIMILAR)SIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"AW20-1(C23)CLOSEDLANEW20-5(C30)BCROAD WORKENDG20-2(C14)AW9-3 rt(C20 rt)AHEADCLOSEDRIGHT LANEWORK AREAYAHEADWORKROAD2YYorOverlay (asappropriate)AW20-1(C23)AHEADWORKROADAW9-3 rt(C20 rt)AHEADCLOSEDRIGHT LANE2Overlay (asappropriate)orREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 5
New Figure MH JDW 11-04
Drafting edits JDL MH 4-13
SSTaper L150' min.Buffer ZoneSee Chart "A"FIGURE EMULTI-LANEOUTSIDE LANE CLOSURESIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"WORK AREAAW20-1(C23)AHEADWORKROADAW9-3 rt(C20 rt)AHEADCLOSEDRIGHT LANECLOSEDLANEW20-5(C30)BCROAD WORKENDG20-2(C14)YorYYInstall temporary No Parking Signs(if required) See Note 4See Note 5REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 6
New Figure MH JDW 11-04
Drafting edits JDL MH 2-13
SSSee Chart "A"SSSee Chart "A"FIGURE FMULTI-LANELEFT LANE CLOSURE BEYOND INTERSECTIONSIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"For Raised MedianFor Striped MedianD24" x 24"CROAD WORKENDG20-2(C14)WORK AREAWORK AREAYAW20-1(C23)AHEADWORKROADYorAW20-1(C23)AHEADWORKROADCROAD WORKENDG20-2(C14)YorAHEADCLOSEDTURN LANELEFTAW9-3L(C20 modified)AHEADCLOSEDTURN LANELEFTAW9-3L(C20 modified)BW21-1a(C22B)DR3-2(R17)DR3-2(R17)DR3-2(R17)DR3-2(R17)BW21-1a(C22B)REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 7
New Figure MH JDW 11-04
Drafting edits JDL MH 2-13
SSTaper L150' min.See Chart "A"VariesTaper LSee Chart "A"WORK AREAFIGURE GMULTI-LANEINSIDE LANE CLOSURESIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"AW20-1(C23)AHEADWORKROADCROAD WORKENDG20-2(C14)CROAD WORKENDG20-2(C14)YorYYCLOSEDLANEW20-5(C30)W20-1(C23)AHEADWORKROADBBYorSee Note 5AHEADCLOSEDLEFT LANEAW9-3L(C20 lt)Install temporary No Parking Signs(if required) See Note 410' min.REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 8
New Figure MH JDW 11-04
10' minimum lane; Drafting edits JDL MH 4-13
FIGURE HMULTI-LANEWORK WITHIN SHOULDERSIGN PANEL SIZE (min.)BA36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"ShoulderAW20-1(C23)AHEADWORKROADYorROAD WORKENDG20-2(C14)WORK AREA100' ±1/3 Taper L100' ±Cones or Dellineators23' maximum spacingCones or Delineators23' maximum spacingBREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 9
New Figure MH JDW 11-04
Drafting edits JDL MH 3-13
10' min.BW20-1(C23)Taper LSee Chart "A"50' min.betweendelineatorsSee Note 5SSee Chart "A"SSSee Chart "A"FIGURE IMULTI-LANEINSIDE LANE CLOSURE BEYOND INTERSECTIONSIGN PANEL SIZE (min.)BA30" x 30"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"C36" x 18"WORK AREAYorROAD WORKENDG20-2(C14)CYorYYROAD WORKENDG20-2(C14)CCLOSEDLANEW20-5(C30)BCLOSEDLANEW20-5(C30)BAW20-1(C23)AHEADWORKROADAHEADCLOSEDLEFT LANEW9-3 lt(C20 lt)AAHEADWORKROADREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 10
New Figure MH JDW 11-04
Add Type III Barricade; drafting JDL MH 4-13
WORK AREAFIGURE J
MULTI-LANE
INSIDE LANE CLOSURE AT INTERSECTION
SIGN PANEL SIZE (min.)
B
A
30" x 30"
36" x 36"
* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.
Indicate North
with an "N"
C 36" x 18"
AHEAD
CLOSED
LEFT LANE
W9-3 lt
(C20 lt)
A
See Note 7
E
D
18" x 18"
24" x 24"
F 18" x 12"YorAHEAD
WORK
ROAD
A W20-1
(C23)
AHEAD
WORK
ROAD
A
ROAD WORK
END
G20-2
(C14)
C
ROAD WORK
END
G20-2
(C14)
C
CLOSED
LANE
W20-5
(C30)
B
ROAD WORK
END
G20-2
(C14)
C
AHEAD
WORK
ROAD
W20-1
(C23)
BY Yor
See Figure C for
Right Lane Closure
E
F
R9-3b
(R96B)
R9-3a
(R96)
E
F
R9-3b
(R96B)
R9-3a
(R96)USE
CROSSWALK
USE
CROSSWALKSSee Chart "A"S
See Chart "A"
W20-1
(C23)
See Note 5
SSee chart "A"SSee Chart "A"Taper LSee Chart "A"Install temporaryNo Parking signs (if req'd)30' min.betweenDelineators10' max.REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 11
New Figure MH JDW 11-04
Drafting edits JDL MH 4-13
See Note 5Taper LTaper L12 LSSTaper LTaper L12 L150'min.W20-1(C23)AHEADWORKROADAAHEADCLOSEDLEFT LANEAW9-3L(C20 lt)FIGURE KMULTI-LANECLOSING OF HALF ROADSIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"D24" x 24"CROAD WORKENDG20-2(C14)WORK AREAYYorYCLOSEDLANEW20-5(C30)BSee Note 5CLOSEDLANEW20-5(C30)BYorCROAD WORKENDG20-2(C14)W20-1(C23)AHEADWORKROADBAW20-5RROADLANEONEAW20-4BW1-3L / W1-4L(W2 lt / W1 lt)See Note 7BW1-3R / W1-4R(W2 rt / W1 rt)See Note 7PMHXXPMHXXDW13-1(W6)See Note 8DW13-1(W6)See Note 8SSSSSee Chart "A"See Chart "A"AHEADCLOSEDRIGHT LANEREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 12
New Figure MH JDW 11-04
Right Lane Closed sign; drafting JDL MH 4-13
FIGURE LMULTI-LANEWORK WITHIN INTERSECTIONSIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"D24" x 24"BW21-1a(C22B)AHEADWORKROADAW20-1(C23)CROAD WORKENDG20-2(C14)BW21-1a(C22B)AHEADCLOSEDTURN LANELEFTAW9-3L(C20 lt)BW21-1a(C22B)AHEADCLOSEDTURN LANELEFTAW9-3L(C20 lt)AHEADCLOSEDTURN LANELEFTAW9-3L(C20 lt)AHEADCLOSEDTURN LANELEFTAW9-3L(C20 lt)AW20-1(C23)AHEADWORKROADCROAD WORKENDG20-2(C14)AW20-1(C23)AHEADWORKROADCROAD WORKENDG20-2(C14)CROAD WORKENDG20-2(C14)BW21-1a(C22B)AW20-1(C23)DR3-2(R17)YWORKAREAYY SSTaper LSee Chart "A"S S Taper L
See Chart "A"
Y
SSTaper L
See Chart "A"AHEADWORKROADSSTaper LSee Chart "A"See Note 5
See Note 5See Note 5 See Note 5(8) TotalREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 13
New Figure MH JDW 11-04
Type III Barricade instead of conesJDL MH 4-13
FIGURE MBICYCLE LANE CLOSURESIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"Indicate Northwith an "N"CROAD WORKENDG20-2(C14)BIKE LANEBIKE LANEPARKING LANED18" x 24"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.WORK AREAWORK AREAInstall temporary No Parking signs(if required)See Note 4YYYBAHEADWORKROADW20-1(C23)AHEADCLOSEDBIKE LANEAW9-3a(C20 Bike)CLOSEDLANEBIKEBW20-5(C30 Bike)CROAD WORKENDG20-2(C14)AHEADCLOSEDBIKE LANEAW9-3a(C20 Bike)BAHEADWORKROADW20-1(C23)CLOSEDLANEBIKEBW20-5(C30 Bike)W11-1W16-1ADW11-1W16-1ADSSSSSSSTHEROADSHARETHEROADSHAREInstall temporary No Parking signs(if required)See Note 4See Chart "A"See Chart "A"REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 14
New Figure MH JDW 11-04
Drafting edits JDL MH 4-13
Cones or Delineators, 23' max. spacingTaperLTaperLSSee Chart "A"FIGURE NTWO-LANE TWO WAY LEFT TURN LANEONE WAY CLOSURESIGN PANEL SIZE (min.)CBA30" X 30"36" X 18"36" X 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"CLOSEDLANEAW20-5(C30)AHEADWORKROADAW20-1(C23)W20-5RAHEADCLOSEDRIGHT LANECROAD WORKENDG20-2(C14)AHEADWORKROADAW20-1(C23)AHEADWORKROADAW20-1(C23)CROAD WORKENDG20-2(C14)WORK AREAOptional VehicleSIDE STREETBuffer BSee Chart "A"YorSSTaper LSee Chart "A"See Note 5DAR3-2(R17)D24" X 24"YREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 15
New Figure MH JDW 11-04
Drafting edits JDL MH 4-13
WORK AREAFIGURE OMULTI-LANE TWO WAY LEFT TURN LANECLOSING OF HALF ROADSIGN PANEL SIZE (min.)CBA30" X 30"36" X 18"36" X 36"Indicate Northwith an "N"CROAD WORKENDG20-2(C14)D24" X 24"CLOSEDLANEW20-5(C30)G20-2(C23)AHEADWORKROADAHEADWORKROADW20-1(C23)BW1-3L / W1-4L(W2 lt / W1 lt)See Note 7PMHXXW13-1(W6)See Note 8BW1-3R / W1-4R(W2 rt / W1 rt)See Note 7PMHXXW13-1(W6)See Note 8DDBACROAD WORKENDG20-2(C14)BCLOSEDLANEW20-5(C30)BW20-5RAROADLANEONEW20-4AorSee Note 5YSee Note 5YorYYSSSSSee Chart "A"Taper LTaper L150'Taper LTaper LSS12 L12 LSee Chart "A"See Chart "A"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.AHEADCLOSEDRIGHT LANEREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 16
New Figure MH JDW 11-04
W20-5R sign; Drafting edits JDL MH 4-13
FIGURE P
SIDEWALK CLOSURE
SIGN PANEL SIZE (min.)
C 36" X 18"
B
A
30" X 30"
Indicate North
with an "N"
D
36" X 36"
10" X 24"
48" min.
California MUTCD
NOTE: TEMPORARY PEDESTRIAN ACCESS PATHWAYS SHALL COMPLY WITH ADA AND SHALL INCLUDE
RAMPS AND HANDRAILS AS PER THE CALIFORNIA UNIFORM BUILDING CODE REQUIREMENT.
AHEAD
WORK
ROAD
W20-1
(C23)
SIDEWALK DIVERSION
DETAIL 2
SIDEWALK DETOUR
DETAIL 1
AWORK AREAR9-9
(Sidewalk)
SIDEWALK
CLOSED
SIDEWALK CLOSED AHEAD
BUSINESSES OPEN
CROSS HERE SIDEWALK CLOSED AHEADBUSINESSES OPENCROSS HEREAHEAD
WORK
ROAD
W20-1
(C23)
Optional
A WORKAREAREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 17
Drafting edits JDL MH 4-13
Add sign codes DE LS 8-24
MODIFIED
R9-11
MODIFIED
R9-11
REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 18
FIGURE Q
MULTI-LANE ROADWAY WITH TRAVEL LANE CLOSURE,
TEMPORARY BIKE LANE, AND PARKING LANE CLOSURE
W20-1
(C23)
AHEAD
WORK
ROAD
W4-2
M6-3
DETOUR
M4-9c
P
OFFSET
WIDTH = W
W
TEMPORARY BIKE
LANE WIDTH
B ≥ 5'B
OPTIONAL DOWN
STREAM TAPER
(100' MAX.)
WORK ZONE
Taper LOPTIONAL PARKING
LANE TAPER
(LENGTH = 20' - 50')See Chart "A"See Chart "A"SA
E
D
B
Indicate North
with an "N"
ROAD WORK
END
G20-2
(C14)
C
YorE 30" X 21"
D 30" X 24"
C 36" X 18"
B 30" X 30"
A 36" X 36"
SIGN PANEL SIZE (min.)
W9-3 rt
(C20 rt)
AHEAD
SA
RIGHT LANE
CLOSED SSYW20-5
(C30)
LANE
BCLOSED
INSTALL TEMPORARY
NO PARKING SIGNS
(IF REQUIRED) SEE
NOTE 4
*SEE PAGE 1 OF THIS APPENDIX FOR LEGEND, NOTES, AND SPACING REQUIREMENTS.
Arrow board; Drafting edits DE LS 8-24
BUFFER ZONE
(150' MIN.)YSEE NOTE 5
Appendix H
100% Post Consumer Recycled Paper
m
!Air Pollution Control District
San Luis Obispo County
SLO COUNTY
July 11,2013
Matt Horn, Project Engineer
City of San Luis Obispo
919 Palm Street
San Luis Obispo, CA 93401
Issuance of a Revised Air Pollution Control District Permit to Operate for Excavation
of Contaminated Soils at Various Locations within the City of San Luis Obispo
SUBJECT:
Dear Mr. Horn:
The California Health and Safety Code Section 42301(e) requires the District permit system to
include a review of permits during renewal to determine that permit conditions are adequate to
ensure compliance with and the enforceability of District Rules and Regulations applicable to the
equipment for which the permit was issued.
During the annual renewal it was noted that the equipment location description on Permit to
Operate Number 1850-1 dated July 20, 2012, should now reference various locations with the City
of San Luis Obispo. Enclosed you will find a revised Air Pollution Control District Permit to Operate
1850-2 which better serves the City by having a permit condition set pre-approved. This copy
replaces the previous version which may now be recycled. Future renewals are scheduled every
year during the month of July to determine if the equipment continues to comply with District
Rules and Regulations. Also enclosed is Invoice Number 15484 for the annual renewal fees for
Permit Number 1850-2.
You will note that conditions have been placed upon your Permit to Operate. The described
equipment must comply with all District Rules and the stated conditions to be deemed in
compliance. Appeals to District actions on permits must be made in writing to the Hearing Board
within thirty (30) days of receipt of the permit, per District Rule 208.
If you have any questions, please contact Tim Fuhs at (805) 781-5912.
Very truly yours,
LARRY R. ALLEN
Air Pollution Control Officer
V
C^fKY E. WILLEY //
Manager, Engineering Division
GEW/TJF/lmg
Enclosure
H:\PERMITS\PO\LETTERS\5949POLTJF.docx
t 805781.5912 f 805.781.1002 wslocleanair.org 3433 Roberto Court, San Luis Obispo, CA 93401
Appendix H
100% Post Consumer Recycled Paper
■
Air Pollution Control District
San Luis Obispo County
SLO COUNTY Iaped
PERMIT TO OPERATE
Number 1850-2
EQUIPMENT OWNER-OPERATOR:
City of San Luis Obispo
919 Palm Street
San Luis Obispo, CA 93401
EQUIPMENT LOCATION:
Various Locations within the City of San Luis Obispo
EQUIPMENT DESCRIPTION:
This permit authorizes soil excavation in accordance with an approved San Luis Obispo City
Dust Control Plan and excavation of contaminated soil only after:
The contamination has been characterized,
The District has been given notice of the project in accordance with Condition 1 of this
permit,
Required Naturally Occurring Asbestos and NESHAP requirements have been met, and
Monitoring, recordkeeping, and District notification procedures are in place for the
specific project as described in the project notice.
a.
b.
c.
d.
CONDITIONS:
At least two (2) weeks prior to starting any planned excavation project, the permit
holder shall submit notice and obtain approval for the project from the Air Pollution
Control Officer (APCO) except for emergency repairs lasting less than 48 hours and
other exceptions allowed by the APCO. Emergency repairs shall be reported to the
APCO within 24 hours of initiation and include the volume of soil excavated and any
known contamination levels.
1.
At a minimum, the notice shall include:
a. An assessment of the soil contamination levels and volumes or a statement that
the project work zone contains no known contamination.
b. Where contamination is present, a project description including:
1. Specific work zone boundary where public access is restricted during the
project,
2. Estimated volume to be excavated,
3. Location of nearest residence, business, and schools,
4. A project specific Site Health and Safety Plan,
5. Starting date, projected finishing date, and operating hours,
3433 Roberto Court, San Luis Obispo, CA 93401slocleanair.orgr 805.781.5912 f 805.781.1002
Appendix H
City of San Luis Obispo
Revised Permit to Operate Number 1850-2
July 11, 2013
Page 2 of 4
6. A project specific Monitoring, Recordkeeping, and Reporting Plan, and
7. A screening risk assessment for toxic air contaminants or proof of insignificant
emissions.
The City of San Luis Obispo, or their contractors, shall notify the District immediately if
any soil is discovered that contains contamination previously unidentified including
but not limited to: asbestos, hydrocarbons, or metals or if the size or contamination
levels of the project described in the initial notice changes. District phone number:
(805) 781-5912, fax number (805) 781-1002
2.
Any excavation work, including emergency repairs, shall be done in accordance with:
The APCO approved San Luis Obispo City Dust Control Plan,
A Site Health and Safety Plan,
Information presented in the project notice, if applicable,
Best operating practices for minimizing odors, dust, and soil track out, and
An APCO approved project specific Monitoring, Recordkeeping, and Reporting
Plan.
3.
a.
b.
c.
d.
e.
All site workers shall receive training and notification of the potential for discovery of
naturally occurring asbestos and man-made asbestos material prior to initial site
disturbance. Training shall include visual examples of naturally occurring asbestos
and man-made asbestos material and proper procedures for reporting to a supervisor
of any discovery.
4.
If after project approval the City of San Luis Obispo or their contractors subsequently
discover any man-made asbestos materials in the project zone, then:
All work shall cease in the immediate project area where the discovery was
made.
The District shall be immediately notified.
Sampling of suspect Regulated Asbestos Containing Materials (RACM) by a
Certified Asbestos Contractor (CAC) shall immediately occur, with results
submitted to the District.
The discovery area shall be wetted and covered immediately.
The material shall be analyzed by Polarized Light Microscopy (PLM) by bulk
EPA Method 600/R-93-116, Visual Area Estimation.
Confirmed quantities of RACM equal to or greater than 35 cubic feet will
require the submission of an asbestos notification to the District, and handling
and disposal pursuantto 40CFR61.145 and 61.150.
All RACM shall be handled and disposed of according to Local, State, and
Federal regulations.
5.
a.
b.
c.
d.
e.
f.
g-
All projects shall comply with Federal and State regulations including the:
Asbestos Airborne Toxic Control Measure For Construction, Grading,
Quarrying, And Surface Mining Operations, Title 17 California Code of
Regulations, Section 93105 (17CCR93105) shall be demonstrated to the APCO
prior to initial site disturbance.
National Emission Standard for Asbestos, Title 40, Code of Federal Regulations,
Part 61, Subpart M (40CFR61.145, Asbestos NESHAP) shall be demonstrated to
the APCO for all aspects of the project.
6.
a.
b.
Appendix H
City of San Luis Obispo
Revised Permit to Operate Number 1850-2
July 11, 2013
Page 3 of 4
Expiration of the Geologic Exemption:
If City of San Luis Obispo, or their contractors subsequently discover any naturally
occurring asbestos, serpentine, or ultramafic rock in the area to be disturbed, then:
City of San Luis Obispo or their contractors must comply with the
requirements of 17CCR93105;
City of San Luis Obispo, or their contractors must report the discovery of the
naturally-occurring asbestos, serpentine, or ultramafic rock to the APCO no
later than the next business day; and
The exemption under 17CCR93105 Subsection (c)(1) shall expire and cease to
be effective.
7.
a.
b.
c.
Monitoring shall include the following unless otherwise allowed by the APCO:
During excavation activities, the work zone shall be observed for dust, odors,
hydrocarbon and H2S concentrations by a properly trained technician
following the methods in the APCO approved project specific Monitoring,
Recordkeeping, and Reporting Plan.
VOC monitoring shall use a Flame Ionization Detector (FID) instrument
maintained at the site at all times during excavation and handling. The FID
shall be calibrated appropriate to the range being monitored with certified
hexane gas or an alternative gas approved by the APCO in either the range of
one hundred (100) parts per million by volume (ppmv) or ten-thousand
(10,000) ppmv. The FID shall be in good working order and calibrated using
certified calibration gas at the beginning and end of each work day using the
procedures specified by the manufacturer
An instrument capable of measuring hydrogen sulfide gas at 1 ppmv shall be
on-site at all times during excavation and handling.
Air monitoring of stock piled contaminated shall be conducted at a distance of
no more than three (3) inches above the soil surface or edge of the covering
monitored.
All air monitoring of the active work zone shall be conducted in the breathing
zone, at the work zone downwind boundary.
Monitoring of the stock piles and work zone boundary shall occur at (1) hour
intervals during excavation and soil handling activates unless otherwise
allowed by the APCO.
8.
a.
b.
c.
d.
e.
f.
9.Recordkeeping and Reporting shall include the following unless otherwise allowed by
the APCO:
Hourly observations of wind speed and direction,
Records of the quantity contaminated soil excavated shall be maintained on a
daily basis when activities under this permit are underway and shall include
the date and the volume transferred.
A daily calibration log shall be maintained for each monitor device described in
the APCO approved project specific Monitoring, Recordkeeping, and Reporting
Plan.
All monitoring and recordkeeping results shall be recorded at the within
fifteen (15) minutes of the observation.
A record of all complaints and follow-up procedures shall be made during the
day of the complaint and include: date and time, location of odor, name and
phone # of the person reporting the odor, if available, facility responders
name, odor type and strength, and remedial actions taken.
a.
b.
c.
d.
e.
Appendix H
City of San Luis Obispo
Revised Permit to Operate Number 1850-2
July 11,2013
Page 4 of 4
f. All records shall be maintained on-site and made available to the APCO upon
request.
The City of San Luis Obispo Public Works Department may be charged on an hourly
basis to determine a projects compliance with these conditions.
10.
If the APCO determines that this operation is causing a public nuisance by virtue of
odor, dust, or health risk, the City of San Luis Obispo and its contractors shall take
immediate action and eliminate the nuisance.
11.
Nuisance odors or dust complaints shall be directed to the on-site representative of
City of San Luis Obispo. All complaints and breakdowns shall be reported to the APCO
within four (4) hours of receipt or event. Equipment or process breakdowns and
upsets shall be reported according to the criteria required under District Rule 107.
12.
No visible dust shall leave the work zone boundary.13.
Hydrocarbon concentrations at the edge of the covered stock piled soils, and at the
boundary of the active work zone shall not to exceed 100 ppmv as hexane.
14.
Contaminated soil stock piles shall be completely covered with an impermeable
covering that has a minimum thickness of 10 mils or another APCO-approved barrier.
Contaminated soil stock piles shall be completely covered whenever soil is not actively
being added or removed.
15.
Containment or coverage of contaminated soil in the wall of the excavation shall occur
as soon as feasible. All excavation sites with contamination shall be covered daily,
unless otherwise allowed by the APCO. Contaminated soil, as defined for this permit,
shall be soil that must be removed according to plans approved by the San Luis
Obispo Certified Unified Program Agency.
16.
All haul trucks shall be completely covered with tarps or other suitable materials prior
to leaving the site.
17.
All information needed to estimate air pollution emissions shall be provided to the
District upon request.
18.
A copy of this permit shall be in the possession of the on-site representative of the City
of San Luis Obispo.
19.
lulv (Annually)
ANNIVERSARY
lulv 11.2013 (Revised)
ISSUANCE DATE
LARRY R. ALLEN
Air Pollution Control Officer
GARY E. WILLEY
Manager, Engineering Division
Application Number: 5949
H:\PERMITS\PO\5949PO.docx
i
Appendix H
100% Past Consumer Recycled Paper
4r INVOICE
15484*Air Pollution Control District
San Luis Obispo County
SLO COUNTY Iaped
MAKE ALL CHECKS PAYABLE TO SAN LUIS OBISPO AIR POLLUTION CONTROL DISTRICT
DATE: 7/11/13TO: City of San Luis Obispo Public Works
919 Palm St.
San Luis Obispo CA 93401 Payment due in 30 days.
ATTN:Account: 4683Matt Horn
NOTE: Fees not paid by due date are subject to a 50% penalty fee along with any applicable late payment processing fees.
TO ENSURE PROPER CREDIT PLEASE REFERENCE INVOICE NUMBER ON CHECK.
Description AmountAction Date A/R#App #
07/09/13 Renewal of Equipment Under Permit #1850-2
Operating Fee to July 2014
Miscellaneous Equipment
5772 32531
S824.00
Equipment Location: Various Locations within the City of San Luis Obispo County
$824.00TOTAL DUE
slocleanair.orgt 805.781.5912 3433 Roberto Court, San Luis Obispo, CA 93401f 805.781.1002
Appendix H
TO:BARBARA LYNCH
CITY OF SAN LUIS OBISPO
919 PALM STREET
SAN LUIS OBISPO CA 93401
The Air Pollution Control District has received payment of your permit renewal fees. Attached below is your
permit renewal. Please detach the bottom portion of this page and affix to your Permit to Operate.
fr*Var Air Pollution Control District
San Luis Obispo County
COUNTY
PERMIT RENEWAL
DATE: August 4,2015 Permit Number:1850-2
A permit renewal inspection was recently conducted at your facility and it has been determined from the
inspection that the subject equipment is operated in compliance with the rules and regulations of the Air
Pollution Control District. This is a renewal of the permit operating license until July 2016.
Pleasfe also consider this a receipt for your fees in the amount of $824.00.
Equipment Location: Various Locations within the City of San Luis Obispo
San Luis Obispo County Air Pollution Control District
Please affix this note to your Permit to Operate.
Guideline Specifications for Nursery Tree Quality
Selecting Quality Nursery Stock
A committee comprised of municipal arborists, urban foresters, nurserymen, U.C. Coopera-
tive Extension horticultural advisors, landscape architects, non–profit tree groups, horticul-
tural consultants, etc., developed the attached specifications to ensure high quality landscape
trees. After more than a year of work, they succeeded in drafting a document entitled Specifi-
cation Guidelines for Container–grown Trees for California. This document will be published
and the guidelines promoted throughout the nursery and landscape industry. Its intent is to
help landscape professionals develop their own comprehensive and detailed specifications to
ensure that they obtain high quality container–grown nursery trees. The document is also
intended to help nursery professionals in their efforts to improve the quality of trees grown in
California. These specifications can be modified for specific simulations.
The following people worked on the Guideline Specifications for Nursery Tree Quality:
David Burger UC Davis, Department of Environmental Horticulture, Davis
Barrie Coate Consulting Arborist, Los Gatos
Larry Costello UC Cooperative Extension, Half Moon Bay
Robert Crudup Valley Crest Tree Company, Sunol
Jim Geiger Center for Urban Forest Research UC Davis, Davis
Bruce Hagen California Dept. of Forestry & Fire Protection, Santa Rosa
Richard Harris UC Davis Department of Environmental Horticulture, Davis
Brian Kempf Urban Tree Foundation, Visalia
Jerry Koch City of Berkeley Division of Urban Forestry, Berkeley
Bob Ludekens L. E. Cooke Company, Visalia
Greg McPherson Center for Urban Forest Research, UC Davis, Davis
Martha Ozonoff California ReLeaf, Sacramento
Ed Perry UC Cooperative Extension, Stanislaus County
Markio Roberts Caltrans, LDA Maintenance Division, Oakland
Illustrations:
Front page, c) temporary branches C. Trunk Taper Illustration by Edward F. Gilman, Professor, Environmental Horticulture Department,
IFAS, University of Florida.
All other Illustrations adapted from Integrated Management of Landscape Trees, Shrubs and Vines, Fourth Edition, 2003, Harris, Clark,
Matheny
Photos: Brian Kempf
For more information contact Brian Kempf 559–713–0631 or brian@urbantree.org
Appendix I
344 C A L I F O K ;s A
d ?e ■>T1 FORESTRY
\
J I T mi m
FIREI INTERNATIONAL SOCI ElY OF ARBORICULTUREUrban TreeFoundation
Guideline Specifications for Nursery Tree Quality
I. PROPER IDENTIFICATION
All trees shall be true to name as ordered or shown on the planting
plans and shall be labeled individually or in groups by species and
cultivar (where appropriate).
II. COMPLIANCE
All trees shall comply with federal and state laws and regulations
requiring inspection for plant disease, pests and weeds. Inspection
certificates required by law shall accompany each shipment of plants.
Clearance from the County Agricultural Commissioner, if required,
shall be obtained before planting trees originating outside the county
in which they are to be planted. Even though trees may conform to
county, state, and federal laws, the buyer may impose additional
requirements.Illustration by Edward F. Gilman, Professor,
Environmental Horticulture Department, IFAS,
University of Florida.
III. TREE CHARACTERISTICS AT THE TIME OF SALE OR DELIVERY
A. TREE HEALTH
As typical for the species/cultivar, trees shall be healthy and vigorous, as indicated by an
inspection for the following:
1. Trees shall be relatively free of pests (insects, pathogens, nematodes or other injurious
organisms).
2. An inspection of the crown, trunk, and roots shall find the following characteristics:
a. Crown Form: The form or shape of the crown is typical for a young specimen of the spe-
cies/cultivar. The crown is not significantly deformed by wind, pruning practices, pests or
other factors.
b. Leaves: The size, color and appearance of leaves are typical for the time of year and stage
of growth of the species/cultivar. Leaves are not stunted, misshapen, tattered, discolored
(chlorotic or necrotic) or otherwise atypical.
c. Branches: Shoot growth (length and diameter) throughout the crown is typical for the age/
size of the species/cultivar. Trees do not have dead, diseased, broken, distorted or other
serious branch injuries.
d. Trunk: The tree trunk should be fairly straight, vertical and free of wounds (except prop-
erly–made pruning cuts), sunburned areas, conks (fungal fruiting bodies), wood cracks,
bleeding areas, signs of boring insects, galls, cankers/lesions and girdling ties.
e. Tree height and trunk diameter are typical for the age, species/cultivar and container size.
f. Roots: The root system is free of injury from biotic (insects, pathogens, etc.) and abiotic
agents (herbicide toxicity, salt injury, excess irrigation, etc.). Root distribution is uniform
throughout the soil mix or growth media and growth is typical for the species/cultivar.
Appendix I
B. CROWN
1. Central Leader: Trees shall have a single, relatively straight central leader and tapered
trunk, free of codominant stems and vigorous, upright branches that compete with the central
leader. If the original leader has been headed, a new leader at least ½ (one–half) the diameter
of the original leader shall be present.
Maintaining a single, centeral leader is preferable.
Heading and retaining a leader is acceptable.
Heading without retaining a leader is unacceptable.
Appendix I
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2. Main Branches (scaffolds): Branches should be distributed radially around and vertically
along the trunk, forming a generally symmetrical crown typical for the species.
a) Main branches, for the most part, shall be well spaced.
preferable unacceptable preferable unacceptable
b) Branch diameter shall be no greater than 2/3 (two thirds) the diameter of the trunk,
measured 1" (one inch) above the branch.
preferable unacceptable
preferable unacceptable
c) The attachment of scaffold branches shall be free of included bark.
preferable unacceptable preferable unacceptable
Appendix I
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3. Temporary branches: Temporary branches should be present along the lower trunk,
particularly for trees less than 1–1/2" (one and one–half inches) in trunk diameter. They
should be no greater than 3/8" (three–eighths inch) in diameter. Heading of temporary
branches is often necessary to limit their growth.
Good Not as Good
C. TRUNK
1. Trunk diameter and taper shall be sufficient so that the tree will remain vertical without
the support of a nursery stake.
2. The trunk shall be free of wounds (except properly–made pruning cuts), sunburned areas,
conks (fungal fruiting–bodies), wood cracks, bleeding areas, signs of boring insects, galls,
cankers and/or lesions.
3. Trunk diameter at 6" (six inches) above the soil surface shall be within the diameter range
shown for each container size below:
Container Size Trunk Diameter (inches)
# 5 (gallon) ....................... 0.5" to 0.75"
# 15 (gallon) .................... 0.75" to 1.5"
24 inch box ....................... 1.5" to 2.5"
# 15 (gallon) ............0.75" to 1.5"
24 inch box .............1.5" to 2.5"
36 inch box .............2.5" to 3.5"
48 inch box .............3.5" to 4.5"
Appendix I
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D. ROOTS
1. The trunk, root collar (root crown) and large roots shall be free of circling and/or kinked
roots. Soil removal near the root collar may be necessary to inspect for circling and/or kinked
roots.
2. The tree shall be well rooted in the soil mix. When the container is removed, the rootball
shall remain intact. When the trunk is carefully lifted both the trunk and root system shall move
as one.
preferable
preferable unacceptable
3. The upper–most roots or root collar shall be within 1" (one inch) above or below
the soil surface.
preferable unacceptable
unacceptable
Appendix I
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4. The rootball periphery should be free of large circling and bottom–matted roots. The
acceptable diameter of circling peripheral roots depends on species and size of rootball. The
maximum acceptable size should be indicated for the species (if necessary).
preferable unacceptable
E. MOISTURE STATUS
At time of inspection and delivery, the rootball shall be moist throughout. The crown shall
show no signs of moisture stress as indicated by wilted, shriveled or dead leaves or branch
dieback. The roots shall show no signs of excess soil moisture conditions as indicated by poor
root growth, root discoloration, distortion, death or foul odor.
V. INSPECTION
The buyer reserves the right to reject trees that do not meet specifications as set forth
in these guidelines or as specified by the buyer. If a particular defect or substandard
element or characteristic can be easily corrected, appropriate remedies shall be re-
quired. If destructive inspection of a rootball(s) is to be done, the buyer and seller
should have a prior agreement as to the time and place of inspection, minimum num-
ber of trees or percentage of a species or cultivar to be inspected and financial respon-
sibility for the inspected trees.
DELIVERY
The buyer should stipulate how many days prior to delivery that notification is needed.
Appendix I
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GLOSSARY:
Codominant – Two or more vigorous and upright branches of relatively equal
size that originate from a common point, usually where the leader has been lost
or removed.
Crown – The aboveground part of the tree including the trunk.
Cultivar – A named plant selection from which identical or nearly identical
plants can be produced, usually by vegetative propagation or cloning.
Girdling root – A root that partially or entirely encircles the trunk and/or
buttress roots, which could restrict growth and downward movement of photo-
synthate and/or water and nutrients up.
Included bark – Bark embedded within the crotch between a branch and the
trunk or between two or more stems that prevents the formation of a normal
branch bark ridge. This often occurs in branches with narrow-angled attach-
ments or branches resulting from the loss of the leader. Such attachments are
weakly attached and subject to splitting out.
Kinked root – A primary root(s), which is sharply bent, causing a restriction
to water, nutrient, and photosynthate movement. Kinked roots may compro-
mise the structural stability of root systems.
Leader – The dominant stem which usually develops into the main trunk.
Photosynthate – Pertains to sugar and other carbohydrates that are produced
by the foliage during photosynthesis, an energy trapping process.
Root collar – The flared area at the base of a tree where the roots and trunk
merge. Also referred to as the "root crown" or "root flare".
Shall – Used to denote a practice that is mandatory.
Should – Used to denote a practice that is recommended.
Scaffold branches – Large, main branches that form the main structure of the
tree.
Temporary branch – A small branch that is retained temporarily along the
lower trunk of young trees. Temporary branches provide photosynthate to
increase trunk caliper and taper and help protect it from sunburn damage and
mechanical injury. Such branches should be kept small and gradually removed
as the trunk develops.
Trunk – The main stem or axis of a tree that is supported and nourished by the roots
and to which branches are attached.
Appendix I
1 | A p p e n d i x J
City of San Luis Obispo
DEPARTMENT OF PUBLIC WORKS
QUALITY ASSURANCE PROGRAM (QAP)
Approved By: Date:
___________________________________ ____10/10/2025__________________
Aaron Floyd, Interim Public Works Director
2 | A p p e n d i x J
TABLE OF CONTENTS
I. Definition of Terms
II. Materials Acceptance Program
Acceptance Testing
General
Test Methods to be Used
Laboratory to Perform Acceptance Testing
Sampling and Testing Locations and Frequencies
Reporting Test Results
Acceptance Testing Summary Logs
Certificates of Compliance
General
Materials Accepted by a Certificate of Compliance
Source Inspection
Visual Inspection
General
Approximate Quantities That May Be Accepted By Visual Inspection
III. Independent Assurance Program
Laboratory to Perform Independent Assurance Testing and Duties
Laboratory Qualification
Tester Certification
Equipment Calibration
IV. Resident Engineers Certification of Project Materials
V. Project QAP Records
3 | A p p e n d i x J
THE PURPOSE OF THIS PROGRAM IS TO PROVIDE ASSURANCE THAT THE MATERIALS
INCORPORATED INTO THE CONSTRUCTION PROJECTS CONFORM WITH THE CONTRACT
SPECIFICATIONS.
This Quality Assurance program and document shall be updated every five years
minimum.
This program and document shall be updated if changes are made to the test methods or
to the testing sampling and frequencies.
The City’s QAP will be used on all City projects off of the National Highway System including
those projects which receive federal funds. Regardless of project funding, City projects on the
National Highway System will use the QAP developed by the California Department of
Transportation (Caltrans).
I. DEFINITION OF TERMS
Quality Assurance Program (QAP): A sampling, testing and inspection program to provide
assurance that the materials and workmanship incorporated into the project conform to the
contract specifications. The main elements of a QAP are the Material Acceptance Program
and the Independent Assurance Sampling and Testing Program.
Material Acceptance Program: Sampling, testing, inspection, and certification of project
materials to determine compliance with the contract specifications. Materials shall be
accepted by one or more of the following methods, as allowed for in this document and the
contract specifications: Acceptance Testing, Manufacturer’s Certificate of Compliance ,
Source Inspection, or field inspection.
Acceptance Testing (AT): Testing of project materials to determine compliance with the
contract specification criteria.
Certificate of Compliance: A signed document from the materials manufacturer committing
that the delivered goods meet the contract specifications.
Source Inspection: Sampling, testing and/or inspection of manufactured or prefabricated
structural materials at a location other than the job site, generally at the manufactured
location.
Independent Assurance Program (IAP): A program that verifies that AT is being performed
correctly by certified testers using qualified laboratories and calibrated equipment .
4 | A p p e n d i x J
II. MATERIALS ACCEPTANCE PROGRAM
City Staff will typically perform inspection duties on a project. Those duties include verification
of compliance with the project’s plans, special provisions, City Standard Specifications and
Engineering Standards, and State Standard Specifications and Standard Plans. When testing of
construction materials is required, a materials testing consultant is typically used to perform
acceptance testing on City projects.
Material incorporated into the work shall be accepted by one or more of the following methods,
as specified in this document and the contract specifications:
1. Field Sampling and Acceptance Testing
2. Source Inspection and Testing
3. Manufacturer’s Certificate of Compliance (with attachments if required)
4. Visual Inspection (for minor quantities)
FIELD SAMPLING AND ACCEPTANCE TESTING :
General:
Acceptance sampling and testing shall be performed by certified materials personnel.
Acceptance testing will be performed utilizing accredited materials laboratories and
properly calibrated equipment.
Certifications and accreditations shall be specific to the tests being performed.
A materials testing results log shall be maintained for any test method performed more
than once on a project.
The test results for materials incorporated into the work shall be in compliance with the
contract specifications.
Actions taken regarding material with failing test results will be fully documented,
including details documenting remove/replace, rework/re-test, and deduction/CCO.
Justification shall be provided for any failing material allowed to remain in place.
The City requires compliance with its Standards Specifications on all projects located
within the City right-of-way, or on City-owned property.
Sampling and Testing Locations and Frequencies:
Sample and testing locations and frequencies shall be in accordance with the contract
specifications.
If not specified in the contract documents, sampling and testing locations and
frequencies shall be as shown in Attachment No. 1, Acceptance Sampling and Testing
Frequencies.
When sampling products such as Portland cement concrete, cement-treated base, hot
mix asphalt, or similar materials; the time of such sampling shall be varied with respect
to the time of the day, insofar as possible, in order to avoid a predictable sampling
routine.
Acceptance Test Methods:
The test methods used shall be as specified in the contract documents.
5 | A p p e n d i x J
For a material specified to comply with a property shown in the following table, the
Agency tests under the corresponding test shown:
Test Property Test
Relative compaction CT 216 or
231
Sand equivalent CT 217
Resistance (R-value) CT 301
Grading (sieve
analysis) CT 202
Durability index CT 229
Cleanness Value CT 227
Acceptance Testing Laboratory:
The following materials laboratories will be used to perform acceptance testing:
Local Agency Lab _____________
X Consultant Lab
Other __________
The materials laboratory shall be under the responsible management of a California
Registered Engineer with experience in sampling, inspection, and testing of
construction materials.
The Engineer shall certify the results of all tests performed by laboratory personnel
under the Engineer’s supervision.
Laboratories shall be properly accredited.
Laboratory testing personnel shall be appropriately certified.
Testing equipment shall be properly calibrated.
Laboratories shall comply with Section IV, Independent Assurance Program, of this
document.
6 | A p p e n d i x J
Reporting Test Results:
Test results shall be reported to the RE as soon as possible by email or telephone.
Copies of complete material test result reports, including data and calculation sheets,
shall be provided to the RE in accordance with the following timetable:
Timetable for Providing Full Test Results to the RE
If the material is sampled… and the test performed is…. submit results to the RE within …
at the material plant
Sieve Analysis, or
24 hours after sampling Sand Equivalent (SE), or
Cleanness Value (CV)
at the job site
Compaction and/or maximum
density
24 hours after sampling
Sieve Analysis, or
72 hours after sampling Sand Equivalent (SE), or
Cleanness Value (CV)
R value, or 96 hours after sampling Asphalt extraction
Acceptance Testing Summary Logs
The RE shall maintain a testing summary log for each test method performed more than
once on the project (CT 217, CT 202 etc…), and by salient feature (structure backfill,
subgrade, etc…)
Attachment 2 , Test Result Summary Log form shall be used
The logs shall be used by the RE to track that acceptance tests are performed at the
required frequencies, that tester certifications are on file, and that all failing tests have
been mitigated.
7 | A p p e n d i x J
MANUFACTURER’S CERTIFICATES OF COMPLIANCE:
General:
Various manufactured materials may be accepted for incorporation into the work without
sampling or testing, on the basis of a certificate from the manufacturer.
Where required by the contract specifications, the contractor shall submit a certificate of
compliance.
Where required by the contract, the contractor shall attach test data or other documents
to the certificate of compliance.
The RE may perform sampling and testing on such materials at any time.
Certificates of compliance shall:
o Be submitted by the Contractor before the material is incorporated into the work;
o Accompany the material to the job site;
o Identify the lot (or heat) number for each lot delivered;
o Include the project number;
o Include test data and other documents if required;
o State that the material complies with the contract specifications; and
o Be signed by the producer of the material.
List of Materials Accepted by Certificate of Compliance:
In accordance with the CTSS 2015 the materials listed in the following table may be
accepted by Certificate of Compliance. This list may be supplemented or amended by
the contract Special Provisions or Technical Provisions
8 | A p p e n d i x J
CONSTRUCTION MATERIALS ACCEPTED BY A CERTIFICATE OF COMPLIANCE
as per the 2023 CT Standard Specifications
Section Material
68 Aluminum Pipe
39 Asphalt Oil
94-1.02 Asphaltic Emulsion
90-4.03 Concrete Admixtures and Curing Compounds
66-3.02 Corrugated Steel Pipe Arches and Corrugated Steel Pipe
61-1.02* Culvert and Drainage Pipe Joints
86/87 Electrical Conductors/Components
88-1.01* Engineering Fabric
95-1.03 Epoxy
46-3.02 Epoxy Coated Rebar
21 Fiber
24-2.02 Lime
57-1.02 Lumber and Timber
82-1.02* Metal Target Plates
90-1.02A Minor Concrete
20-5.04B Mulch
84-2.02 Paint used for Traffic Striping
52-1.02 Pavement Reinforcing Grid
68-2.02B Perforated Steel Pipe
64-1.02* Plastic Pipe and Tubing
28-5.02 Portland Cement
90-1.02E PCC Admixtures & Curing Compounds
77-X* Prefabricated Bridges
4-5.02 Preformed Elastomeric Joint Seal
65-1.02* Reinforced Concrete Pipe
52-1.02 Reinforcing Steel
77-X* Roofing Shingles
20-3.01B(3) Soil Amendments
24-1.02 Stabilizing Emulsion
49-2.03B Steel Piles
55-1.03 Structural Steel
57-2.91B(2) Structural Timber and Lumber
12-3.08B(2)(c) Temporary Railing (Type K)
57-1.02 Timber and Lumber
57-2.01C(3) Treated Timber and Lumber
67-2.02 Structural Metal Plate Pipe and Pipe Arches
69-1.02B Steel Entrance Tapers, Pipe Down Drains, Reducers and Coupling Bands
77-X* Water Valves and Stops
*Section to be updated in the Project Special Provisions.
9 | A p p e n d i x J
SOURCE INSPECTION AND TESTING:
Some manufactured or pre-fabricated structural materials will be inspected or tested prior
to arrival at the jobsite, generally at the manufacturer’s location (source inspected.) For
those materials manufactured and prefabricated at locations other than the jobsite
(generally at the manufacturer’s location) that require testing or inspection, City staff or
the City’s materials consultant will perform Source Inspection on such materials.
Structural items categorized as “catastrophic consequences of failure” or “significant
safety concern” may be source inspected. Materials that might be source inspected:
structural steel , precast prestressed concrete girders and pilings; RCP greater than 60”,
joint seals, bearing pads, lighting and signal poles, sign structures, electrical items.
The RE may reject source inspected material at the job site if determined is deemed not
acceptable. For example:
o Material damage in shipment or installation.
o Defective material; source inspection is usually a random sampling and may not
have checked 100% of the material.
The follow materials laboratories will be used to perform source inspection and testing
Local Agency Lab _____________
X Consultant Lab
Other __________
CITY-OWNED TESTING EQUIPMENT
The City maintains the following testing equipment for use by City staff:
Equipment Maintenance Frequency
Slump Cone Visual Check for Damage Annually
Kelly Ball Visual Check for Damage Annually
ACCEPTANCE OF MINOR QUANTITIES WITHOUT TESTING (VISUAL INSPECTION):
Minor quantities of construction materials may be accepted based on visual inspection by the
Engineer if the source of the material has recently furnished similar materials found to be
satisfactory using normal sampling and testing requirements, or f the supplier previously
provided Certificate of Compliance indicating conformance with the project specifications, The
following list provided maximum quantities of materials that may be accepted under these
conditions.
Material Not to Exceed
Aggregates other than for use in Portland
Cement Concrete
100 tons per day or 500 tons per project
Bituminous mixtures 50 tons per day or 500 tons per project
Paint 50 gallons per project
Masonry items Based on verification of dimensions and
uniformity of manufacture.
10 | A p p e n d i x J
Grout 1 cubic yard per project
Mortar 1 cubic yard per project
Portland Cement Concrete 8 cubic yards per project when
concrete is provided by batch plant
2 cubic yards per day when concrete is
provided by volumetric mixer
Asphalt Concrete 50 tons per project
INDEPENDENT ASSURANCE PROGRAM (IAP)
The IAP shall verify that:
o Sampling and testing procedures are being performed correctly
o All testing equipment is in good condition and properly calibrated.
o All AT performed on the project uses a qualified laboratory and certified testing
personnel.
A complete review of AT shall be performed by IAP personnel, or an independent
materials laboratory chosen by the agency, when unresolved discrepancies related to poor
correlation between acceptance tester’s results and other test results occur.
LABORATORY TO PERFORM INDEPENDENT ASSURANCE TESTING AND DUTIES:
The IAP, including certification of testers and qualification of lab, shall be executed by:
Local Agency designated IA person (this person shall not perform any AT)
X Caltrans (for CT test methods only)
X Consultant (this consultant shall be different from AT consultant)
IA shall be performed on every type of materials test required for the project.
IAP samples and tests shall not be used for determining compliance with contract
requirements.
11 | A p p e n d i x J
LABORATORY QUALIFICATION:
The AT materials laboratory shall participate and comply with one or more of the
following Correlation Testing Programs:
a. AASHTO Materials Reference Laboratory (AMRL)
b. Cement and Concrete Reference Laboratory (CCRL)
c. Caltrans’ Reference Samples Program (RSP)
The AT Laboratory qualification shall occur annually.
A copy of the current laboratory qualification shall be kept in the project records.
TESTER CERTIFICATION:
Sampling and testing personnel shall be certified for a maximum of two years by one or
more of the following Personnel Certification Programs:
X CT Materials Engineer and/or CT METS IA Representative (for CT tests only)
X Nationally recognized organizations such as the American Concrete Institute
X National Institute of Certification of Engineering Technologies
Other nationally recognized organization______-
______________________________
The local agencies designated and qualified IA person (this person may not
perform AT)
X A consultant lab qualified for such purposes.
Proficiency tests shall be performed for testers to be certified on Sieve Analysis, Sand
Equivalent, and Cleanness Value tests. All other types shall be witness tests.
A copy of each tester’s current and applicable certifications shall be kept in the project
files.
EQUIPMENT CERTIFICATION/CALIBRATION:
Laboratory testing equipment shall be:
o Capable of performing the tests required.
o Be in good working order.
o Be calibrated at least once each year.
o Be calibrated by impartial means using devises of accuracy traceable to the
National Institute of Standards and Technology.
o Have a decal firmly affixed to each piece of equipment showing the date of the
last calibration.
12 | A p p e n d i x J
IV. CERTIFICATION OF PROJECT MATERIALS:
The RE shall complete and sign Exhibit 17-G, “Materials Certificate" of the Local
Assistance Procedures Manual (LAPM), upon completion of a federal-aid project,
The form shall explain and justify all materials incorporated into the work which did not
conform to specifications, including changes by virtue of contract change orders.
The form shall be filed in the project records.
The form shall be included in the Report of Expenditures submitted to the Caltrans
District Local Assistance Engineer (DLAE).
V. PROJECT QAP RECORDS:
Each project shall have the following quality assurance documents on file,
organized and indexed in the following categories:
o Copy of Quality Assurance Plan
o Certs. of Proficiency-Testers and Samplers (Exh. 16-D TL-0111)
o Cert. of Accreditation of Testing Lab (TL-0113)
o Notice of Materials to be Used (Exh. 16-I)
o Acceptance Testing Summary Logs and Test Results
o Certificates of Compliance, including Buy American Certificates
o Source inspection records and reports.
o Materials Certification (Exh. 17-G)
All project records shall be available in a single locations for inspection by auditors
and reviewers at any time during the project and up to three years following the
date of final project voucher.
VI. ATTACHMENTS
ATTACHMENT NO. 1 - Acceptance Sampling and Testing Frequencies
ATTACHMENT NO. 2 - Test Results Summary Log
13 | A p p e n d i x J
Attachment No. 1 – Acceptance Sampling and Testing Frequencies
Material Test For Test Sample
Location
Frequency
CTM ASTM
PCC-Major
Structures
Slump/Penetration 533 C143/C360 Site 1 per day
Cylinders 539/540/521 C31 Site 1 set of 3 per
day
PCC-Curb, Gutter,
Sidewalk &
Pavement
Slump/Penetration 533 C143/C360 Site 1 per day
Cylinders 539/540/521 C31 Site 1 set of 3 per
project
Asphalt Concrete Sieve 202 C136 Site or Plant 1 per project
Compaction 375 D2950 Site 1 per 1500 tons
Aggregate Base Sieve
Sand Equivalent
Maximum Density
202
217
216
C136
-
D1557
Site or Plant
Site or Plant
Site or Plant
1 per project
1 per project
1 per project
Compaction 231 D2922 Site 1 per 500 cubic
yards
Disturbed
Basement Soil or
Embankment
Maximum Density 216 D1557 Site 1 per project
Compaction 231 D2922 Site 1 per 500 cubic
yards
Structure Backfill Sieve 202 C136 Site or Plant 1 per project
Maximum Density 216 D1557 Site or Plant 1 per project
Compaction 231 D2922 Site 1 per 500 cubic
yards
Chain Link fencing Compliance with
Specifications
Gage check - Site 300 feet
Bridge
Profilograph
Compliance with
Specifications
547 - Site 1 per bridge
Repeat until
pass
Note: All tests must be performed at a minimum of one test per project, unless otherwise addressed in the
“Acceptance of Minor Quantities of Materials” sections of this QAP.
14 | A p p e n d i x J
Attachment No. 2 -- Test Results Summary Log
See attached Test Results Summary Log Samples A and B.
Test
Number Date Sampled Remarks
Location Elevation
Production
Quantity
Represented
Required Result Actual Result Pass/Fail Include action taken for any failing test result; note
test number of any retest.
1 8/12/2014 x NB # 2 lane Sta 120 to 155+50 12" below FG 500 cy CTSS 26-1.02B See worksheet P
2 8/12/2014 x NB # 2 lane Sta 180+25 to 300+00 12" below FG 500 cy CTSS 26-1.02B See worksheet F see test 3 for retest
3 8/12/2014 x NB # 2 lane Sta 180+25 to 300+00 12" below FG 500 cy CTSS 26-1.02B See worksheet P
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Name of Tester/ Company
Dusty Rhodes/ Testers R Us Inc.
Neil Down/ Testers R Us Inc.
Tad Moore/ Testers R Us Inc.
Tester Certification of file?
Production
Test Result Summary Log (sample)
Project Name: ___Main St. Rehab _______________________
Contract Number: _____5376(056)__________________________________________________
Test Results
Test Method Name and Number: ____CT 202 Sieve Analysis (aggregate)_______________
Test
Number Date Sampled Remarks
Location Elevation
Production
Quantity
Represented
Required Result Actual Result Pass/Fail Include action taken for any failing test result; note
test number of any retest.
1 9/9/2014 x Retaining Wall #3, backfill 4' below Top of Wall 1400 sy 95 96 P
2 9/10/2014 x Retaining Wall #3, backfill 2' below Top of Wall 1400 sy 95 94 F see test 3 for retest
3 9/10/2014 x Retaining Wall #3, backfill 2' below Top of Wall 14oo sy 95 95 P
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Test Result Summary Log (sample)
Test Method Name and Number: ____CT 231 Compaction _______________Project Name: ___Main St. Rehab _______________________
Contract Number: _____5376(056)__________________________________________________
Name of Tester/ Company Production Test Results
Tester Certification of file?
Doug Hole/ County Lab
Rusty Bridges/ County Lab
Reid Enright/ County Lab
City of San Luis Obispo, Public Utilities, 879 Morro Street, San Luis Obispo, CA, 93401-2710, 805.781.7215, slocity.org
Revised January 1, 2017
Temporary Industrial Waste Discharge Permit Application
SITE INFORMATION
Site Name (DBA)
Site Address
Site Owner/Contact Phone
PROPERTY OWNER
Property Owner Phone
CONTRACTOR/CONSULTANT INFORMATION
Contractor/Consultant
Mailing Address
Contact Title
Phone Office Fax
Cell
Address
(if different than above)
Emergency contact Emergency
Phone
DISCHARGE INFORMATION
Discharge Description
Location/Description of
point of Discharge
Appendix K
B Public Utilitiest a *
879 Morro Street, San Luis Obispo, CA 93401-2710
805.781.7215
slocity.orgS
Revised January 1, 2017
DISCHARGE INFORMATION (Continued)
Estimated Discharge
Amount (gallons per hour) Total Daily
Note: If daily discharge is over 10,000 gallons, a Significant Industrial User Permit will be required. This
permit may have Federal requirements. Contact this office for more information.
Flow Rate Method of Flow
Regulation
Time of Discharge Days of Operation
Hours
PRETREATMENT
Description of
Pretreatment
(attach diagram of pretreatment unit)
Pollutants of Concern
(attach additional sheets as needed)
Batch Treatment or
Continuous
Required attachments
Site map (show all buildings, streets, pretreatment unit, discharge location).
Diagram of pretreatment unit.
Lab analysis of wastewater to be treated and discharged may be required.
Signature
Date
Appendix K
Revised January 1, 2017
CONSTITUENT LIMIT (mg/L)
Ammonia
32
Biochemical Oxygen Demand (BOD)226
Chloride
1523
Sodium
1200
Total Dissolved Solids
(TDS) 2215
Total Suspended Solids
(TSS) 2346
Copper
0.14
Zinc
0.17
Appendix K
City of San Luis Obispo, Community Development, 919 Palm Street, San Luis Obispo, CA, 93401-3218, 805.781.7170, slocity.org
Appendix L
Encroachment Permit/CIP Holiday
Restriction Area Per City Council
Resolution 11464 (2023 Series)
R 11464
RESOLUTION NO. 11464 (2023 SERIES)
A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF SAN LUIS
OBISPO, CALIFORNIA, REQUIRING ADVANCED NOTIFICATION FOR
LONG-TERM CONSTRUCTION PROJECTS AND RIGHT OF WAY
ENCROACHMENT IN THE DOWNTOWN AREA AND A RESTRICTION
OF CONSTRUCTION ACTIVITIES WITHIN THE DOWNTOWN CORE
DURING THE HOLIDAYS THAT IMPACT THE PUBLIC RIGHT OF WAY
WHEREAS, it is essential to maintain and upgrade City infrastructure in order to
provide reliable municipal services and to maintain a healthy local economy; and
WHEREAS, prolonged construction impacts associated with traffic detours and
vehicular, sidewalk, and bike lane closures, as well as materials and equipment
deliveries, can be disruptive to the flow of traffic in the downtown area and affect access
for consumers to the downtown retail core; and
WHEREAS, most businesses and residents are willing to accept a level of
inconvenience, provided that projects are coordinated and managed carefully, and that
the need for anticipated impacts to public circulation and access is communicated; and
WHEREAS, Downtown SLO has requested improved coordination in the
coordination of capital projects in the downtown core, and in the level of communication
between the City and Downtown SLO regarding project purpose and status; and
WHEREAS, long-term construction projects can be disruptive to the success of
Downtown merchants and businesses; and
WHEREAS, the City Council adopted Resolution 9487 (2003 Series), titled: A
RESOLUTION OF THE COUNCIL OF THE CITY OF SAN LUIS OBISPO APPROVING
POLICY REGARDING CITY CAPITAL IMPROVEMENT PROJECTS AND RIGHT OF
WAY ENCROACHMENT IN THE DOWNTOWN AREA; and
WHEREAS, Resolution 9487 (2003 Series) only restricted construction activity
during the Holiday period between Thanksgiving and New Year’s Day, but there is also a
need to mitigate long-term disruptions in the downtown at all times of year via advanced
notification to affected businesses; and
WHEREAS, the area bound by this policy should expand to include all areas of the
downtown core as defined in the Land Use Element due to the businesses located there;
and
WHEREAS, Resolution 9487 (2003 Series) only imposed noticing requirements
on City-led construction projects but noticing should also be imposed for private -led
construction projects; and
DocuSign Envelope ID: 93AED697-984E-46B3-BC24-10049EDD6F05
Resolution No.11464 (2023 Series) Page 2
R 11464
WHEREAS, pursuant to City Municipal Code Section 12.04.060, upon receiving
an application for an encroachment permit, the City Engineer shall either approve,
conditionally approve, or reject it and the permit shall include all the conditions required
by City Code and conditions set by the Public Works Director (Director).
NOW, THEREFORE, BE IT RESOLVED, by the Council of the City of San Luis
Obispo that the following policy is to be followed in the completion of capital improvement
projects and the issuance of Encroachment Permits in the downtown area:
SECTION 1. Resolution 9487 (2003 Series) is hereby repealed and replaced by
this Resolution.
SECTION 2. Unless necessary for emergency access or maintenance,
construction activities that affects a travel lane, bike lane, parking lane, or sidewalk in the
Downtown Area shall not occur between Thanksgiving and New Year’s Day and shall be
restricted by the Public Works Department through the project specifications and through
the Encroachment Permit issued pursuant to Municipal Code Section 12.04.060.
SECTION 3. For purposes of this policy the “Downtown Area” shall include the
Downtown Core as defined in the Land Use Element of the General Plan (Exhibit A).
SECTION 4. For purposes of this policy, “long-term” shall be defined as ten
cumulative business days or more.
SECTION 5. The Public Works Director shall have discretion in allowing long-term
construction projects to commence or to continue between Thanksgiving and New Year’s
Day if it is adequately demonstrated that the project is necessary for emergency access
or maintenance, or that the delay to new construction or suspension of ongoing
construction activities would be overly burdensome to the project proponent while also
minimally disruptive and impactful to downtown businesses and the general public.
SECTION 6. The City shall be bound by the following requirements for Capital
Improvement Projects in the Downtown Area:
a) Provide ample notification to businesses and residents within an area of at least
300 feet of the impacted area, either directly or through its contractors,
regarding planned Capital Improvement Plan projects; and
b) All reasonable steps will be taken by the City staff to ensure ample
communication and coordination relative to planned City projects (non -
emergency) in the downtown, including:
i. A minimum of 30-days notification to Downtown SLO prior to construction;
ii. The preparation of project “fact sheets” for Downtown SLO to fully explain
project purpose and other important information;
DocuSign Envelope ID: 93AED697-984E-46B3-BC24-10049EDD6F05
Resolution No.11464 (2023 Series) Page 3
R 11464
iii. Participation in quarterly “project coordination meetings” with Downtown
SLO;
iv. Attending or conducting community meetings and/or forums and making
presentations for larger complex projects when requested by Downtown
SLO, or as determined by staff;
v. Including in the project specifications requirements that the contractor is
responsible for notification, signage, and procedures to minimize impacts
on affected businesses to the extent feasible; and
c) Downtown SLO shall be responsible for communicating with its membership
regarding project plans and status following receipt of project information from
the City; and
d) The City staff will make every reasonable effort to ensure that:
i. All involved staff members share and communicate accurate information;
and
ii. Projects managed by all departments in the City are properly coordinated.
SECTION 7. Pursuant to the authority provided to the Director in Municipal Code
Section 12.04.060, Council hereby directs the Director to impose the following conditions
on Encroachment Permits issued within the Downtown Area where a travel lane, bike
lane, parking lane, or sidewalk is closed for ten, cumulative business days or more:
a) The Contractor will provide ample notification to businesses and residents
within an area of at least 300 feet of the impacted area, regarding planned
encroachment of the public right-of-way in the downtown area; and
b) All reasonable steps will be taken by the contractor to ensure ample
communication and coordination relative to planned encroachment permit
projects (non-emergency) in the downtown, including:
i. A minimum of 30-days written notification to Downtown SLO prior to
construction. Contractor shall be required to show proof of
communication;
ii. Mailers, doorhangers, and email to all businesses or residents within 300
feet of the impacted right of way a minimum of 30 days prior to impact.
Contractor shall be required to show proof of communication.
c) Downtown SLO shall be responsible for communicating with its membership
regarding project plans and status following receipt of project information from
the Contractor; and
DocuSign Envelope ID: 93AED697-984E-46B3-BC24-10049EDD6F05
APPENDICES
A. STATE STANDARD CURB RAMP DETAILS
B. MISSION STYLE SIDEWALK DISTRICT
C. RAILROAD DISTRICT PLAN
D. LIST OF ARTERIAL AND COLLECTOR STREETS
E. SAMPLE NOTICE OF STREET MAINTENANCE (DOOR HANGER)
F. PLAN DEVELOPMENT STANDARDS
G. GUIDELINES FOR CONSTRUCTION ZONES
H. SLO COUNTY APCD: PERMIT TO OPERATE NO. 1850-2
I. GUIDELINE SPECIFICATIONS FOR NURSERY TREE QUALITY
J. QUALITY ASSURANCE PROGRAM
K. TEMPORARY INDUSTRIAL WASTE DISCHARGE PERMIT APPLICATION
L. ENCROACHMENT PERMIT / CIP HOLIDAY RESTRICTION AREA
STATE OF CALIFORNIADEPARTMENT OF TRANSPORTATION RAISED TRUNCATED DOMECURB RAMP DETAILSRAISED TRUNCATED DOME PATTERN (IN-LINE)DETECTABLE WARNING SURFACEMin
4'-2"EDGE OF SIDEWALKIF NECESSARY ATRETAINING CURBCASE BSIDEWALKEDGE OFFRONTBB
CROSSWALK IF PROVIDED CROSSWALK IF PROVIDEDAAMax Typ1:1Typ1:1Min4'-2"CASE DSIDEWALKEDGE OFFRONTAREAPLANTINGSIDEWALKEDGE OFFRONTMin
4'-2" 4'-2" MinCASE EAATyp6"AMaxCASE A4'-2" MinTyp
6" Min5'-0"ASIDEWALKLANDINGLANDINGFLARERAMPFLARESIDEWALK
SIDEWALKSIDEWALKSIDEWALKDETAIL A Max1.5%7.5% Max7.5%Max7.5%Max
7.5%
7.5%
Max
7.5% 1.5% MaxMax
1.5%
Max
1.5%
1.5% Max
Max
1.5% Max1.5% Max1.5%T1.5% MaxSECTION C-C1.5% Max7.5% MaxT 4'-2" MinSECTION B-BDepress entire sidewalk as requiredROUNDEDIF NECESSARYRETAINING CURBT1.5% Max7.5% Max4'-2" MinSECTION A-AROUNDEDTOP OF RAMPCCMaxMaxOF SIDEWALKFRONT EDGE CASE COF SIDEWALKNECESSARY AT EDGERETAINING CURB IF Min5'-0"SIDEWALK7.5%7.5%1.5% Max 1.5% MaxMax
1.5%
Max
1.5%CORNER INSTALLATIONTYPICAL TWO-RAMP FLARE FLARE CROSSWALK IF PROVIDED
CROSSWALK IF PROVIDEDMin4'-2"RAMPLANDINGSIDEWALKPROVIDE 2'-0" Min OF CURBWHERE A FLARED SIDE OCCURSMin OF CURBPROVIDE 2'-0"SIDE OCCURSWHERE A FLAREDCORNER INSTALLATIONTYPICAL ONE-RAMPDETAIL BFLARERAMPFLARE Gutter not shownAT CURB9.0% MaxAT CURB9.0% MaxAT CURB9.0% MaxAT CURB9.0% MaxAT CURB9.0% MaxAT CURB9.0% MaxAT CURB9.0% MaxTyp
6"SIDEWALKEDGE OFFRONTSEE NOTE 8SEE NOTE 8TOP OF RAMPAT CURB9.0% Max 1.5% MaxMin4'-2"
1.5% Max
FLOWLINEGUTTERSEE NOTE 8FLOWLINEGUTTERIF NECESSARYRETAINING CURBFLOWLINEGUTTER See Notes 1 and 3 See Note 1CENTER TO CENTER SPACING2.3" Min AND 2.4" Max0.2" SIDEWALKSEE NOTE 10SEE NOTE 10SEE NOTE 10See Note 10NOTE 10SEEOF SIDEWALKFRONT EDGEAREA
PLANTING
Min
4'-2"
AREA
PLANTINGCURBRETAINING
SIDEWALKEDGE OFFRONTCASE FCASE GRAMP)SIDES OFCURB (BOTHRETAININGAATyp6"Typ6"SIDEWALKSIDEWALKMax
7.5%
Max
7.5%
Max
1.5% Max1.5% Max1.5%4'-2" Min4'-2" MinSee Note 4AT CURB9.0% MaxMax
1.5%
Min
4'-2"SEE NOTE 10SEE NOTE 10BASE Dia0.9" Min AND 0.92" MaxTOP Dia0.45" Min AND 0.47" MaxGUTTER PAN TRANSITIONAPPLIES TO ALL CASESTYPICAL GUTTER PANCURBPAVEMENTNOTE 9SEENOTE 8SEEDETECTABLEFRONT OFGUTTER INWARNINGNOTE 9SEETRANSITIONTRANSITION RETAINING CURB6" Min HIGHRETAINING CURB6" Min HIGHSEE NOTE 10RAMP SLOPECURB TO MATCH3'-0" Typ3'-0" Typ 1.5% Max 1.5% Max1.5% Max4'-2" Min1.5% Max1.5% MaxAA1.5% MaxOF RAMP)(BOTH SIDESRETAINING CURB1.5% Max13.12.11.10. 9. 8. 7. 6. 5. 4. 3. 2. 1.covers while maintaining detectable warning width and depth.Detectable warning surface may have to be cut to allow removal of utility the owner prior to, or in conjunction with, curb ramp construction.the boundaries of the curb ramp will be relocated or adjusted to grade byUtility pull boxes, manholes, vaults and all other utility facilities within Sidewalk and ramp thickness "T", shall be 3½" minimum. surfaces shall conform to the requirements in the Standard Specifications.maximum gap of 1 inch is allowed on each side of the ramp. Detectable warningDetectable warning surfaces shall extend the full width of the ramp except awarning surface that extends the full width and 3'-0" depth of the ramp.unless modified in the Project Plans. Curb ramps shall have a detectableThe detectable warning surface will be a rectangle as shown at back of curb, typical gutter pan slope per Standard Plan A87A.Transition gutter pan slope from 1" of depth for each 2'-0" of width to matchGutter pan slope shall not exceed 1" of depth for each 2'-0" of width.and within 24 inches of the curb ramp shall not be steeper than 1V:20H (5.0%).Counter slopes of adjoining gutters and road surfaces immediately adjacent to and streets shall be at the same level.The adjacent surfaces at transitions at curb ramps to walks, gutters, except in Case C and Case F.to conform with longitudinal sidewalk slope adjacent to top of the ramp,Side slope of ramp flares vary uniformly from a maximum of 9.0% at curb in the Project Plans.The ramp portion of the curb ramp is a typical rectangle, unless modified the Case G ramp shall be constructed in reversed position.As site conditions dictate, the retaining curb side and the flared side of be similar to that shown for Detail B.When ramp is located in center of curb return, crosswalk configuration must depressed longitudinally as in Case B or C or may be widened as in Case D.ramp and 4'-2" platform (landing) as shown in Case A, the sidewalk may beIf distance from curb to back of sidewalk is too short to accommodate including the conform to existing sidewalk, see Project Plans.as site conditions dictate. For specific site condition configuration,Case A through Case G curb ramps also may be used at mid block locations,The case of curb ramps used in Detail A do not have to be the same.for corner installations similar to those shown in Detail A and Detail B.As site conditions dictate, Case A through Case G curb ramps may be usedNOTES:A88ANO SCALEPLANSAPPROVALDATENo.Exp.RE G IST
E
RED P
R
OFESSIONAL ENGINEERSTATE OF CALI
F
O
RNIA REGISTERED CIVIL ENGINEERCIVILDistCOUNTYROUTEPOST MILESTOTAL PROJECTSHEETNo.TOTALSHEETSTHE STATE OF CALIFORNIA OR ITS OFFICERSOR AGENTS SHALL NOT BE RESPONSIBLE FORCOPIES OF THIS PLAN SHEET.THE ACCURACY OR COMPLETENESS OF SCANNED1652024 STANDARD PLAN A88A7-1-24ValizadehM. RezaC519026-30-26September 20, 2024Return to Table of Contents Appendix A
STATE OF CALIFORNIADEPARTMENT OF TRANSPORTATIONISLAND PASSAGEWAY DETAILSCURB RAMP ANDNOTES: T
Var
MinSECTION B-BRETAINING CURBCLEAR PASSAGEWAYTyp 6"IF NECESSARYT RETAINING CURBSECTION A-A~GUTTERFLOWLINEAAMaxIF NECESSARY, CONSTRUCT RETAININGCURB AT EDGE OF SIDEWALKCASE CM CURB RAMPSIDEWALK 3'-0"BCRIF PROVIDEDCROSSWALK Typ 6"
TRAVELED WAY
TR
A
VEL
E
D WA
Y
Min
Min RAISED ISLANDBBTYPE B PASSAGEWAYSLOPE PASSAGEWAY4'-2"
4'-2"TO DRAIN 1.5% Max1.5% MaxMax1.5%7.5%1.5% Max4'-2"RAISED ISLANDSURFACE OF PROVIDEDIF CROSSWALK5'-0" MinGutter not shownIF PROVIDEDCROSSWALKMax
1.5%SEE NOTE 3SEE NOTE 3SEE NOTE 7Min
Min BBTYPE C PASSAGEWAYMinRAISED ISLANDTRAVELED WAY
TR
A
VEL
E
D WA
YSLOPE PASSAGEWAY4'-2"4'-2"
4'-2"TO DRAIN 1.5% MaxSEE NOTE 3SEE NOTE 3SEE NOTE 3SIDEWALK SEE NOTE 7CURB RAMP,SIDEWALK SEE NOTE 7CURB RAMP,MinTYPE A PASSAGEWAYBBRAISED ISLANDTRAVELED WAY
TRAVELED WAYRAISED ISLAND4'-2"SEE NOTE 3SEE NOTE 31.5% MaxTO DRAINPASSAGEWAYSLOPESIDEWALK SEE NOTE 7CURB RAMP,SIDEWALK SEE NOTE 7CURB RAMP,Max Min5'-0"SIDEWALK7.5%1.5% Max 1.5% MaxMax
1.5%
Typ
6"CASE CH CURB RAMPAARETAINING CURB6" Min HIGHRAMP SLOPECURB TO MATCHRETAINING CURB6" Min HIGHIF NECESSARY, CONSTRUCT RETAININGCURB AT EDGE OF SIDEWALKSURFACE, SEE NOTE 2DETECTABLE WARNINGCURBREQUIREDIF PROVIDEDCROSSWALKSIDE
WAL
KSEE NOTE 7CURB RAMP,SEE NOTE 2SURFACE,WARNINGDETECTABLECURBZERO HEIGHTHEIGHT TOFROM FULLTRANSITIONSIDE
WAL
KSEE NOTE 7CURB RAMP,RAMP SLOPECURB TO MATCH1'-0"1.5% Max1.5% MaxAND 8SEE NOTES 2SURFACE,WARNINGDETECTABLEAND 8SEE NOTES 2SURFACE,WARNINGDETECTABLEAND 8SEE NOTES 2SURFACE,WARNINGDETECTABLEMin6'-0"8.7.6.5.4.3.2.1.at the face of curb, unless modified in the Project Plans.The detectable warning surface will be a rectangle as shownFor additional curb ramp details, see Standard Plan A88A.warning width and depth.removal of utility covers while maintaining detectableDetectable warning surface may have to be cut to allowor in conjunction with, curb ramp construction.relocated or adjusted to grade by the owner prior to,facilities within the boundaries of the curb ramp will beUtility pull boxes, manholes, vaults and all other utilitywalks, gutters, and streets shall be at the same level.The adjacent surfaces at transitions at curb ramps to1 inch is allowed on each side of the passageway.the island passageway except a maximum gap ofwarning surfaces shall extend the full width ofdepth of the passageway length. Detectablesurface shall extend the full width and 3'-0"than or equal to 8'-0", each detectable warningWhere an island passageway length is greaterwidth and 2'-0" depth of the passageway length.detectable warning surface shall extend the fullthan or equal to 6'-0", but less than 8'-0", eachWhere an island passageway length is greatersee Standard Plan A88A.For details of detectable warning surfaces,shall be 3½" minimum.Sidewalk, ramp and passageway thickness "T",A88BNO SCALEPLANSAPPROVALDATENo.Exp.RE G IST
E
RED P
R
OFESSIONAL ENGINEERSTATE OF CALI
F
O
RNIA REGISTERED CIVIL ENGINEERCIVILDistCOUNTYROUTEPOST MILESTOTAL PROJECTSHEETNo.TOTALSHEETSTHE STATE OF CALIFORNIA OR ITS OFFICERSOR AGENTS SHALL NOT BE RESPONSIBLE FORCOPIES OF THIS PLAN SHEET.THE ACCURACY OR COMPLETENESS OF SCANNED1662024 STANDARD PLAN A88B7-1-24ValizadehM. RezaC519026-30-26September 20, 2024Return to Table of Contents Appendix A
MARSHHIGUERADANAMONTEREYMONTEREYMONTEREYHIGUERAHIGUERAPACIFICPACIFICMARSHPISMOPISMOBUCHONISLAYBUCHONISLAYNIPOMO
BEACH
CARMEL
ARCHER
WALKER
BROAD
GARDEN
CHORRO
MORRO
OSOS
SANTA ROSA
JOHNSON
TORO
NIPOMO
BROAD
CHORRO
MORRO
OSOS
SANTA ROSA
PALMMILLPEACHWALNUTPALMMILLPEACHPENNYPALMMILLPHILLIPSHILCRESTPEPPER
CALIFORNIA
GROVE
GRAND
PARK
PEACHPHILLIPSHOWARDJOHNSONGROVEWILSON
TOROABBOTTGARFIELDNMISSION STYLE SIDEWALK DISTRICT - RESOLUTION 9114 (2000 SERIES)
Appendix B
BUCHON
BUCHON
ISLAY
LEFFNIPOMOBROADGARDENCHORROMORROOSOS
CHURCH
UPHAM SANTA ROSAPENNYN
W
O
O
D
B
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I
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G
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F
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S
T
O
N
C
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N
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B
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G
E
S
A
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C
A
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L
O
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GAILCHANDLERALPHONSO
VICTORIAFRANCIS
HUMBERT
LAWRENCE
MUTSUHITO LEONABOULEVARDDEL CAMPOBUSHNELLSWAZEYRACHELR
A
C
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E
L
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FL
O
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FL
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C
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FREDERICKR
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U
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JE
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N
I
F
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R
EMILYSANTA BARBARAIRIS
GEORGE
ELLAHENRY RUTHFAIRVIEWBRECK
STORYBARIBALDIMCMILLANDUNCANM
O
R
R
I
S
O
N
O
R
C
U
T
TROCKVIEWBROADPERKINS
SWEENEY
BLUEROCK
O
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U
T
T
LAUR
E
L
BISHOP
BULLOCKU . P . R . R .RAILROAD DISTRICT PLAN - RESOLUTION 8817 (1998) SERIES)
Appendix C
List of Arterial and Collector Streets and Bus Routes
For Pavement Restoration Purposes Only
Appendix D
Arterial, Collector, & Bus Route Streets (for pavement restoration purposes):
Street From To
Aero Drive (all)
Aero Vista Place (all)
Augusta Street (all)
Bishop Street Bushnell Street Johnson Avenue
Broad Street Higuera Street Farmhouse
Broad Street Foothill Boulevard Mountain View Street
Buchon Street High Street Toro Street
California Boulevard (all)
Capitolio Way Broad Street Sacramento Drive
Chorro Street Ferrini Drive Pismo Street
Dalidio Drive (all)
Del Rio Avenue Descanso Street Prefumo Canyon Road
Descanso Street Del Rio Avenue Los Osos Valley Road
El Mercado Street (all)
Elks Lane (all)
Ferrini Drive Highland Drive N Chorro Street
Foothill Boulevard W Foothill Boulevard California Boulevard
Fredericks Street (all)
Grand Avenue (all)
Hathway Avenue Fredericks Street California Boulevard
High Street Pismo Street Broad Street
Highland Drive Patricia Drive Hwy 1 / Santa Rosa
Higuera Street Johnson Avenue City Limit
Industrial Way Broad Street Sacramento Drive
Johnson Avenue Phillips Lane Mill Street
Johnson Avenue Monterey Street Orcutt Road
La Entrada Avenue Foothill Boulevard Ramona Drive
Laurel Lane Johnson Avenue Orcutt Road
Los Osos Valley Road (all)
Madonna Road 101N Off Ramp Pereira Street
Margarita Avenue (all)
Marsh Street Higuera Street California Boulevard
Mill Street Chorro Street Grand Avenue
Monterey Street Chorro Street 101N On Ramp
List of Arterial and Collector Streets and Bus Routes
For Pavement Restoration Purposes Only
Appendix D
Arterial, Collector, & Bus Route Streets (for pavement restoration purposes):
Street From To
Mountain View Street Broad Street Chorro Street
Nipomo Street Palm Street Pismo Street
Oceanaire Drive Los Osos Valley Road Madonna Road
Orcutt Road (all)
Osos Street Higuera Street Leff Street
Osos Street Peach Street Palm Street
Osos Street Santa Barbara Avenue Railroad
Palm Street Nipomo Street Santa Rosa Street
Patricia Drive Highland Drive Foothill Boulevard
Peach Street Osos Street Santa Rosa Street
Pepper Street Phillips Lane Mill Street
Phillips Lane Johnson Avenue Pepper Street
Pismo Street High Street Johnson Avenue
Prado Road (all)
Prefumo Canyon Road (all)
Railroad Avenue (all)
Ramona Drive La Entrada Avenue Broad Street
Ranch House Road (all)
Righetti Ranch (all)
Sacramento Drive (all)
San Luis Drive Johnson Avenue California Boulevard
Santa Barbara Avenue (all)
Santa Fe Road (all)
Santa Rosa Street (all)
South Street South Higuera Street Santa Barbara Avenue
Southwood Drive Laurel Lane Johnson Avenue
Taft Street California Boulevard Kentucky Street
Tank Farm Road City Limit Orcutt Road
Tassajara Drive Foothill Boulevard Ramona Drive
Tiburon Way (all)
Sample Notice of Street Maintenance (Door Hanger)
Appendix E
CITY OF SAN LUIS OBISPO
NOTICE OF STREET MAINTENANCE
TO AREA BUSINESSES AND RESIDENCES
Please be advised that, on the dates listed below,
________________________, ACTING AS CONTRACTOR FOR THE
City of San Luis Obispo, will be Slurry Sealing your street. Other streets
in your neighborhood may be scheduled for other dates.
The general order of work will be as follows:
1. Positing of “No Parking” Signs 72 hours in advance of the work.
2. Partial or full closure of the roadway.
3. Placement of slurry seal and four-hour cure time.
4. Reopen the road to public traffic.
5. Replacement of traffic striping and markings will occur at a later date.
The work on your street will be performed on the following dates:
Monday
Tuesday
Wednesday
Thursday
Friday
Prior to 8:00 am on the day of work, please park your vehicle on a
nearby street that is not posted with parking restrictions. Driving on a
slurry seal prior to completion of the cure time may cause damage to the
slurry seal and your vehicle.
DELIVERIES AND APPOINTMENTS
In an effort to expedite the slurry process and avoid drive-thru’s which
would require closing the street again, please schedule any kind of
delivery or appointment the day before or the day after the street is to be
slurry sealed.
Unfavorable weather conditions may cause delays to the work without
additional notice. If you should have any questions please contact the
following:
___________________________________________________
Contractor’s name Telephone number
Appendix F
PLAN DEVELOPMENT STANDARDS
REQUIRED USE OF STANDARD
Use of this standard is required for use on:
All projects, including mapping, that are City funded
All projects which will be turned over to the City for adoption or maintenance
All Final (Tract) and Parcel Maps (this standard supplements provisions of the
Subdivision Map Act)
DATUM
Drawings and maps shall be set into real world coordinates and elevations using the City’s
horizontal and vertical control networks. The Datum used shall be referenced on the cover
sheet.
Plans based on information furnished by the City, from old plans or survey data, shall
include references to the City Plan number, file number, field book number, etc.
Any new benchmarks and monuments should be shown on the plans with the associated
coordinates and / or elevation.
Horizontal Control
The City has established a horizontal control network relative to the California Coordinate
System Zone Five, which is defined in Section 8801 through 8819 of the California Public
Resources Code. For all projects and maps, two different exterior points or corners shall be
tied to at least two different points of the City's horizontal control network for direct import
into the Geographic Information System (GIS) database and AutoCAD.
The Horizontal Control Network is available from the Public Works Department.
Vertical Control
The City has established a vertical control network. All projects shall be tied to the nearest
benchmark elevation.
The Benchmark System is available from the Public Works Department.
Grading Plans
Finish and existing grades shall be shown by use of contours on grading plans. Where
grades are too flat for contours to be meaningful, grades shall be called out showing existing
and final elevations for a number of points reasonable to represent critical grades and
drainage. All contours and elevations shall reflect current City Datum.
UNITS OF MEASUREMENT
All project plans and maps shall be prepared in English units unless written permission has
been obtained from the Director of Public Works
Appendix F
DRAWINGS
Software
Drawings are to be produced using AutoCAD or Civil 3D compatible with the current version
in use by the City. Other programs which produce an AutoCAD drawing may be acceptable;
however, if there are incompatibility problems, the project will be rejected until compatible
files are produced.
Drawing Sheets
Drawing sheet borders shall be fully contained on a 22” x 34” sheet. The border should
reduce 50% to fit completely on an 11” x 17” sheet. Drawings shall be plotted on sheets no
larger than 24” x 36”. The City recommends use of the electronic files available from the
City. These files have already been sized for ease of reduction, contain blocks, typical
layers, line types and color assignments.
In lieu of the profile sheet, grids generated by design software may be substituted.
Improvement Plans submitted to the City shall have the standard title block shown in the
plan and cover sheets available electronically from the City for privately funded projects.
Map Sheets
Map sheet shall be 18” x 26” with a border 1 inch inside the edge of the sheet in accordance
with the Map Act.
Naming Conventions
The following naming convention shall be used to identify the drawings:
For projects developed in ACAD 2000 or higher version:
Complete the drawing in model space and use the layout tabs for sheet layout in paper
space:
City Specification No. (Tract No., MS No., Parcel Map No.)_01.dwg Cover Sheet Drawing
City Specification No. (Tract No., MS No., Parcel Map No.)_00.dwg Model and Layout
Drawing
Ex: Tract 452_01.dwg
If desired, the cover sheet may be incorporated in the main drawing using the _00 extension
for the entire project.
For projects developed in earlier versions (without layout tabs):
City Specification No. (Tract No., MS No., Parcel Map No.)_00.dwg for model space drawing
City Specification No. (Tract No., MS No., Parcel Map No.)_01.dwg for Cover Sheet
City Specification No. (Tract No., MS No., Parcel Map No.)_02.dwg for Sheet 2
(XXXX_00.dwg is to be bound to the sheet drawing.)
Continue numbering (xxxx_xx.dwg) for required number of sheets
If drawing sheets are modified during construction and new sheets are printed, they shall
use the sheet number and a letter following to designate the change. Ex. Tract
400_05A.dwg
Appendix F
The preferred practice is for page numbers to be sequential for the entire plan set. Where
the project contains multiple disciplines, landscaping, electrical, etc., the City will accept
multiple drawings named as shown above.
Ex: Tract 452_E00 for the electrical drawing
Tract 452_M00 for the mechanical drawing
Tract 452_L00 for the landscape plan, etc.
Model Space and Paper Space
Drawings are to be generated in model space and then plotted with borders in paper space.
Refer to the software manual for additional information.
Drawings shall be done in full scale (one drawing unit = 1 foot,) actual dimensions in model
space. All borders and titles shall be done in paper space. Scaling of model space drawing
to fit paper size shall be done using viewports and model view scaling.
General Drawing Content
Drawings shall contain the following minimum elements:
Title Block North Arrow Creek & Street Names
Vicinity Map Bar Scale Centerline Monuments
Dimensions Date Lot lines & numbers
Stationing Legends Tract Name & number
Benchmarks Easements Bearings, radii, etc.
Topography Elevations Existing Utilites
Datum Reference Trees & Driplines
Engineering Standard with numbers referenced
Tree diameter shall be accurately represented. Drip lines shall be shown for any tree not
permitted for removal.
Grading, utility and landscape plans shall not be combined on the same sheet. Curves shall
show radius, delta, curve length and control for BC and EC to allow construction.
External References (xrefs)
Xrefs shall be bound to or inserted in the drawing in which they are needed for printing.
Xrefs used during design, but not displayed for printing shall be detached.
User Coordinate System (UCS)
When rotation is necessary for plotting, a UCS shall be used in lieu of rotating the drawing
out of the original orientation.
Stationing
Stationing shall be north to south or west to east running left to right on the paper. Beginning
stationing shall be tied to an existing centerline intersection. Coordinates for the beginning
station and ending station shall be shown on the plans. Alignments and stationing should be
on a street centerline when work will occur within a street. Profiles can be generated either
on the centerline or offset, as long as their location is clearly defined on the profile.
Appendix F
On City funded projects (Capital Improvement Program) stationing for different streets in the
same project shall not have duplicate stationing numbers.
Ex: A Street Waterline – Sta 1+00 to Sta 3+58, B Street Paving – Sta 4+00 to Sta 6+97
North Arrows and Bar Scales
North arrows and bar scales shall be inserted in model space such that a north arrow and
bar scale appear in each plan view when plotted. Blocks shall not be so ornate as to
obscure their content.
Scales
Plotting scale shall be appropriate to the type of project allowing adequate detail clarity. Bar
scales shall be inserted in model space such that a bar scale appears in each plan view
when plotted. Scale should appear in the lower right hand corner whenever possible. For
sheets containing both plan and profile information, a ratio of the Horizontal to the Vertical
scale shall be shown in the title block.
Example of typical scales:
Utility, Grading and Street Improvements Plan 1” = 20’
Paving and Traffic Control Plan 1” = 100’
Signal Plan 1” = 10’ or 1” = 20’
Blocks
Blocks shall be created on layer 0 at scale 1:1 with line type and color by layer.
Layering
Drawings shall provide separate layers for the various items shown in the drawings using
appropriate layer prefixes to group related layers. See Appendix B for additional information.
Where allowed by the program, layer “state” or settings for printing shall be saved and
named print_sheet#.
Civil 3D defaults may be used for layer naming. Alignment names should be selected to
mimic the layering conventions set forth in the appendix to the degree possible, and layer
names shall be generated using the alignment prefix option such that all layers related to the
alignment begin with the alignment name.
Color and Line Types
All colors and line types shall be By Layer. Layer colors and line pen designations shall be
those shown in the City prototype drawings. See Appendix C for additional information.
Pen weights shall be those designated in the plot file for those colors associated with
standard layers. Polylines shall not have an assigned width, but rather be given weight
through pen designation.
Generally, abandoned and existing facilities are shown with a fine line weight or at half tone,
with abandoned facilities using hidden or dashed line types, in lieu of the standard
Appendix F
continuous line type. New facilities are shown in bolder line types. Line scale shall be set so
that line types, other than continuous, repeat frequently enough to be clearly differentiated.
Dimensions
Dimensions shall have characteristics by layer. The dimensions shall appear on the text
layer or a new layer specifically for dimensions. Dimensioning text shall be per this standard.
Text
Accepted fonts are limited to those native to the Windows operating system or furnished
with AutoCAD or Civil 3D. Where new text styles are created, they should have the same
name as the font used for that style. The use of AutoCAD’s predefined “Standard” text style,
which defaults to the txt font type, is not encouraged.
Text shall always be on a separate layer. Line labels shall be above the line and not cut into
the line.
Plotting
Whenever possible, use the plot file furnished by the City. If this is not possible, save a plot
file for the project and submit it with the drawing files. Plot file shall be named using the
same naming convention as for drawings, with the default file name extension.
RECORD DRAWINGS
When construction is complete, a record drawing of the project shall be completed as set
forth below. Record drawing layers may be added as need to provide proper printing for
each sheet. Save the file using the naming convention as for drawings followed by R.
Ex: Tract 452_E00R Record drawing for electrical sheets
Create a new layer and name it Record_Drawing
Set color to 200 and line type to continuous. Colors 201 & 202 may also be used as
needed to address different line weights.
Record all record drawing information on the Record Drawing layer
Each sheet is to be “stamped” to note record drawings have been completed for that
sheet. If no changes were made, a note to that effect is to be included adjacent to the
stamp.
Each sheet is to be numbered with an “R” after the sheet number. Ex. 2R of 13
Set all pen colors but pen 200, 201, and 202 to color 253 or use the City standard plot
file for record drawings.
Complete plotting of record drawing set
SUBMITTALS
Drawing files must be completely compatible with the current City AutoCAD standard
program. Bond used for submittals shall be a minimum of 20lb.
City funded projects
All electronic files shall be submitted to the City. For projects developed using design
software, the entire project folder shall be submitted, including all the sub folders with
Appendix F
drawings and supporting data. The electronic folder shall be submitted in the configuration
generated by the software. Drawing file shall be purged of all unused layers, text, etc.
Written specifications shall also be submitted in electronic format.
Submit one original, stamped and signed, ink on bond, set of plans and one original
stamped and signed set of specifications along with the electronic files prior to the start of
construction. Submittal shall also include a complete Acrobat Adobe file bid package
(Specifications and Plans.)
Record drawings are to be submitted within 4 weeks of completion of construction and shall
include a signed scan (.tif) or adobe file in addition to the drawing files.
Files shall be submitted to the designated Project Manager for Capital Improvement
projects.
Privately funded projects
Submit the electronic drawing files (.dwg) and any associated plot files along with one
original, stamped and signed, ink on bond, set of plans prior to the start of construction or
Map recording.
Record drawings are to be submitted within 4 weeks of completion of construction and prior
to City acceptance of the public improvements. Record drawing submittal shall include a
hard copy original, stamped and signed, ink on bond; an electronic image copy (.tif or .pdf)
of the original approved plans and record drawings interlaced, i.t. page 1, 1R, 2, 2R etc.;
and the drawing file (.dwg).
Submit this data either via email (for small projects) or on a CD containing the required data.
Files shall be submitted to the Development Review Division Engineer.
CITY DOCUMENTS ON LINE
The following files are available from the City web site slocity.org:
Standard Cover Sheet for City funded projects
Standard Cover Sheet for private funded projects
Standard Plan Sheet for City funded projects
Standard Plan Sheet for private funded projects
Standard Profile Sheet for private funded projects
Standard plot file for draft construction plans –17” x 11”
Standard plot file for original construction plans –34” x 22”
Standard plot file for Record Drawings
Horizontal Control Network
Benchmark System
Appendix F
LAYER COLOR AND LINE TYPE CONVENTIONS
Layer Prefixes:
F Layers showing future facilities.
X Layers showing existing information and facilities.
XABD Layers showing abandoned facilities such as water lines, sewer lines, etc.
N Layers showing new or proposed information and facilities.
0 (zero) Layers that are in Paper Space, such as borders and border titles.
ADRS Layers showing site addresses
BLDG Layers showing buildings and other structures
CCOM Layers showing City owned communication facilities
CL Layers showing centerline information
CTL Layers showing monuments, benchmarks or other control points
CLM Layers showing City Limit lines
EASE Layers showing easements or other rights of entry
ELEC Layers showing electric facilities and joint electric and phone/cable poles
EP Layers showing edge of pavement
GAS Layers showing gas facilities
HATCH Layers showing hatching
LTG Layers showing lighting
OIL Layers showing oil facilities
PL Layers showing property lines / parcel lines
PNT Layers showing survey points and associated data
ROW Layers showing right of way lines
S Layers showing sanitary sewer facilities
SD Layers showing storm drain systems including large culverts and bridges.
SW Layers showing sidewalks, curbs and gutter
TEL Layers showing telephone & telecommunication facilities
TC Layers showing traffic control, including signs and striping
TS Layers showing traffic signal facilities
TV Layers showing television / cable facilities
TXT Layers showing text
VEG Layers showing vegetation
W Layers showing potable water facilities
3W Layers showing non-potable water facilities including tertiary treated water
Layer prefixes should be combined as appropriate and additional description added as
needed.
Ex: XABD-W-TXT A layer showing abandoned water facilities text
X-SD-County A layer showing existing storm drain facilities under County
jurisdiction
N-S A layer showing new sewer facilities
Appendix F
LAYER COLOR AND LINE TYPE CONVENTIONS
Facility Type Color Line Type
Model Space
Abandoned & Future
All facilities 210 Hidden2
Text 210 Continuous
Existing
Addressing 12 Continuous
Buildings / Structures 100 Continuous
Cable TV 30 Continuous
City Limits 21 Continuous
Centerlines 1 Center2
City Communication Conduits 20 Dashdot2
Contours – Major 38 Dashed
Contours – Minor 33 Dashed
Curb, gutter & sidewalks 8 Continuous
Easement 44 Continuous
Edge of Pavement 8 Continuous
Electric 11 Phantom
Gas 50 Continuous
Hatch 253 Continuous
Lighting 52 Continuous
Miscellaneous 4 Continuous
Oil 51 Continuous
Parcel lines 30 Continuous
Points for Control – monuments & benchmarks 1 Continuous
Points – other Any Continuous
Right of Way 2 Continuous
Railroad 41 Continuous
Sanitary Sewer 3 Continuous
Storm drains 74 Continuous
Telephone & Other Communication Lines 23 Phantom2
Television 30 Continuous
Text 5 Continuous
Traffic Control 10 Continuous
Traffic signals 10 Divide2
Vegetation 72 Continuous
Water 5 Continuous
Water – Reclaimed 212 Continuous
Appendix F
Facility Type Color Line Type
Model Space
New
All facilities – main plan - heavier line weight 7 Continuous
All facilities – details- lesser line weight 14 Continuous
Text 6 Continuous
Dimensions 105 Continuous
Grid lines – Major 38 Continuous
Grid lines – Minor 33 Continuous
Contours – Major 16 Dashed
Contours – Minor 13 Dashed
Hatch 15 Continuous
North arrow & scale 170 Continuous
Record Drawings
Record Drawing – heavy line weight 200 Continuous
Record Drawing – medium line weight 203 Continuous
Record Drawing – light line weight 201 Continuous
Paper Space
Border 174 Continuous
Border Titles & Engineering Stamp 170 Continuous
Viewports 255 Continuous
Appendix F
SORT BY COLOR NUMBER
Facility Color Line Type
Centerlines, Points for Control 1 Center2, Continous
Right of Way, Railroad 2 Continuous
Sanitary Sewer 3 Continuous
Miscellaneous 4 Continuous
Text, Water 5 Continuous
(N) Text 6 Continuous
(N) All facilities – main plan - heavier line weight 7 Continuous
Curb, gutter & sidewalks, Edge of Pavement 8 Continuous
Traffic Control, Traffic signals 10 Continuous, Divide2
Electric 11 Phantom
Addressing 12 Continuous
(N) Contours - minor 13 Dashed
(N) All facilities – details- lesser line weight 14 Continuous
(N) Hatch 15 Continuous
(N) Contours major 16 Dashed
City Communication Conduits 20 Dashdot2
City Limits 21 Continuous
Telephone & Other Communication Lines 23 Phantom2
Cable TV, Parcel lines, 30 Continuous
(N) Grid lines – Minor, (E) Contours – Minor 35 Continuous
(N) Grid lines – Major, (E) Contours – Major 38 Continuous
Easement 44 Continuous
Gas 50 Continuous
Oil 51 Continuous
Lighting 52 Continuous
Vegetation 72 Continuous
Storm drains 74 Continuous
Buildings / Structures 100 Continuous
(N) Dimensions 105 Continuous
Variable Layers & Line Weights * 110-169
Border Titles & Engineering Stamp 170 Continuous
North arrow & scale, Border 174 Continuous
Variable Layers & Line Weights * 180-199
Record Drawing – heavy line weight 200 Continuous
Record Drawing – light line weight 201 Continuous
Record Drawing – medium line weight 203 Continuous
Future, (XA) All facilities, (XA) text 210 Hidden2, Continuous
Water – Reclaimed 212 Continuous
Variable Layers & Line Weights * 220-249
Hatch 253 Continuous
Viewports 255 Continuous
* see next page for line weights
Appendix F
Line Weight
(mm) Unassigned Colors
0.00 110 111 164 165
0.05 112 113 166 167
0.09 114 115 168 169
0.10 116 117 180 181 250 - 255
0.13 118 119 182 183
0.15 120 121 184 185
0.18 122 123 186 187
0.20 124 125 188 189
0.25 126 127 190 191
0.30 128 129 192 193
0.35 130 131 194 195
0.40 132 133 196 197
0.45 134 135 198 199
0.50 136 137 220 221
0.53 138 139 222 223
0.60 140 141 224 225 248 (color250)
0.65 142 143 226 227
0.70 144 145 228 229
0.80 146 147 230 231
0.90 148 149 232 233
1.00 150 151 234 235
1.06 152 153 236 237
1.20 154 155 238 239 249 (color 250)
1.40 156 157 240 241
1.58 158 159 242 243
2.00 160 161 244 245
2.11 162 163 246 247
GUIDELINES FOR
CONSTRUCTION ZONES
PUBLIC WORKS DEPARTMENT
TRAFFIC ENGINEERING DIVISION
919 Palm Street
San Luis Obispo, CA 93401
(805) 781-7200
GENERAL NOTES:
A. These distances are guidelines only. Actual distances will be determined on an individual basis by the Engineer. Before
any work may be started in the street area:
1. A traffic control plan shall be submitted to, and then approved by the Engineer.
2. Signs and delineation shall be in place, inspected and approved by a Public Works Inspector.
B. During construction:
1. A copy of the approved traffic control plan shall be kept on the job site at all times.
2. All workers in the street area shall wear ANSI Class III safety apparel.
3. Flaggers shall be used as required.
4. All traffic control and devices shall comply with the CA MUTCD.
5. The City reserves the discretion to request modifications to approved traffic control plans to address public
safety/circulation concerns as directed by the Engineer.
CHART A (All Figures)
MINIMUM DELINEATOR AND SIGN PLACEMENT
TRAFFIC
SPEED
TAPER
LENGTH (L)(Taper)*
DELINEATOR SPACING
(Tangent)
SIGN SPACING (S)
(Advance of Taper)
*12' STANDARD LANE WIDTH FOR CALCULATION PURPOSES. WIDER LANES REQUIRE
ADDITIONAL LENGTH
FIGURE LEGEND
(PAGES 2-17)
25 MPH
30 MPH
35 MPH
40 MPH
45 MPH
50 MPH
55 MPH
125'
190'
276'
328'
525'
600'
663'
26'
33'
39'
43'
46'
53'
59'
53'
66'
79'
85'
92'
105'
118'
100'
100'
100'
100'
328'
328'
328'
Traffic Cone or Delineator
Sign (shown facing left)
Flashing Arrow Sign
High Level Warning Device (Flag Tree)
Portable Flashing Beacon (Night Work)
Direction of Travel (Not a Pavement Marking)
Manhole
Maintenance Vehicle w/ Flashing Lights
Flagger
Type II Barricade
Type III Barricade
Longitudinal Channelizing Device
FIGURE NOTES:
1. All signs and traffic control devices shall conform to the MUTCD and CALTRANS Standards.
2. All cones shall be 28" or higher and reflectorized by a 6" band located 3" to 4" from the top of the cone and an additional
4"" band located 2" below the 6" band.
3. Speeds on advisory plate to be determined by the Engineer.
4. Temporary parking sign(s) must be placed a minimum of 30 hours in advance of work when parking removal is required
to maintain a 10' minimum travel lane. Contact City of San Luis Obispo Police Department at 781-7312 for verification.
5. Use flashing arrow sign on roadways with three lanes or more in speed zones of 35 MPH or greater, or when required in
approved Traffic Control Plan. Use high level warning device in speed zones of less than 35 MPH. A single flashing
arrow sign (for each direction of travel) may be used in place of flashing beacons.
6. Flashing arrow sign (FAS) shall be Type I per Sec. 12-3.03 of the current Caltrans Standard Specifications. Operate
FAS in Sequential arrow mode.
7. A G20-2 (C14) "END ROAD WORK" sign, as appropriate, shall be placed at the end of the work zone.
8. All warning signs for night lane closures shall be supplemented with flashing beacons.
9. Provide access for all driveways.
10. Where signalized intersections are affected, provide notice to City Traffic Signal Maintenance Technician.
11. When construction signage is placed in a open bike lane, a 4' minimum lane for bicycle usage must be maintained. If 4'
minimum is unobtainable, signage must be pole mounted to the satisfaction of the Engineer.
12. When a bike lane must be closed on a roadway with three total lanes or more or in speed zones of 35 MPH or greater,
the adjacent vehicle lane must be closed to provide a temporary bike lane, unless otherwise approved by the Engineer.
13. Where sidewalk closures are anticipated to take place for four weeks or longer, or where otherwise directed by the
Engineer, sidewalk closures shall require sidewalk diversion per Appendix G: Figure P, Detail 2.
Y
MH
BUFFER
SPACE (B)
155'
200'
250'
305'
360'
425'
495'
REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 1
Add Note 12, Rev Note 2 & 8 JW MH 6-20
Add Note 5, 12, 13, Rev Note 11 DE LS 8-24
STaper LAlternative BarricadedWork ZoneTaper LSSee Chart "A"See Chart "A"10' min.*10' min.*FIGURE ATWO-LANEWORK IN CENTER OF ROADWAYorSIGN PANEL SIZE (min.)BA36" x 18"36" x 36"C24" x 18"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.YAAROAD WORKENDAHEADWORKROADAHEADWORKROADROAD WORKENDYYYYYMHG20-2(C14)W20-1(C23)R4-7(R7)W20-1(C23)G20-2(C14)R4-7(R7)orIndicate Northwith an "N"Optional Flasheror VehicleDividing Lineor CenterlineInstall temporaryNo Parking signs(if required)See Note 4BBCCInstall temporaryNo Parking signs(if required)See Note 4REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 2
New Figure MH JDW 11-04
Drafting edits JDL MH 4-13
SSS100'max.See Chart "A"FIGURE BTWO-LANEONE WAY CLOSURE WITH FLAGGERSSIGN PANEL SIZE (min.)CBA30" X 30"36" X 18"36" X 36"Indicate Northwith an "N"WORK AREASIDE STREETAW20-1(C23)CG20-2(C14)AW3-4(C36)AW20-1(C23)AW3-4(C36)AW20-1(C23)CG20-2(C14)AW20-5(C30)AW20-7a(C9A)AW20-7a(C9A)AW20-7a(C9A)AR1-1(R1)ororOptional Vehicle53'SSSSee Chart "A"See Chart "A"See Chart "A"Buffer BSee Chart "A"Cones or Delineators, 23' max. spacingDividing Lineor Centerline* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.AHEADWORKROADROAD WORKENDSTOPTOPREPAREAHEADWORKROADSTOPTOPREPAREAHEADWORKROADROAD WORKENDCLOSEDLANESTOPYYYREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 3
New Figure MH JDW 11-04
Add Type III Barricade; Taper dist.JDL MH 4-13
SVariesSSee Chart "A"W20-1(C23)Taper LSee Chart "A"50' min.betweendelineatorsSSSee Chart "A"FIGURE CMULTI-LANEOUTSIDE LANE CLOSURE BEYOND INTERSECTIONSIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"CROAD WORKENDG20-2(C14)AHEADWORKROADAW20-1(C23)CLOSEDLANEW20-5(C30)BCLOSEDLANEW20-5(C30)BCROAD WORKENDG20-2(C14)AHEADWORKROADATURN RIGHTMUSTRIGHT LANER3-7 rt(R18 rt)BAW9-3 rt(C20 rt)AHEADCLOSEDRIGHT LANEWORK AREAYorYYorYInstall temporaryNo Parking signs(if required)See Note 4See Note 5AHEADWORKROADAW20-1(C23)Within 125'REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 4
New Figure MH JDW 11-04
Add W20-1, work area dimensionJDL MH 4-13
SSSTaper L1/2 LTaper L150' min.Buffer ZoneSee Chart "A"200' min.Cones or Delineators23' maximum spacingCones or Delineators26' maximum spacingVariesMedian or Dividing LineMedian or Dividing LineOne flashing arrow signfor each lane closedSee Note 5FIGURE DMULTI-LANE ONE WAYMULTI-LANE CLOSURE(LEFT AND RIGHT SIDE CLOSURE TO BE SIMILAR)SIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"AW20-1(C23)CLOSEDLANEW20-5(C30)BCROAD WORKENDG20-2(C14)AW9-3 rt(C20 rt)AHEADCLOSEDRIGHT LANEWORK AREAYAHEADWORKROAD2YYorOverlay (asappropriate)AW20-1(C23)AHEADWORKROADAW9-3 rt(C20 rt)AHEADCLOSEDRIGHT LANE2Overlay (asappropriate)orREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 5
New Figure MH JDW 11-04
Drafting edits JDL MH 4-13
SSTaper L150' min.Buffer ZoneSee Chart "A"FIGURE EMULTI-LANEOUTSIDE LANE CLOSURESIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"WORK AREAAW20-1(C23)AHEADWORKROADAW9-3 rt(C20 rt)AHEADCLOSEDRIGHT LANECLOSEDLANEW20-5(C30)BCROAD WORKENDG20-2(C14)YorYYInstall temporary No Parking Signs(if required) See Note 4See Note 5REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 6
New Figure MH JDW 11-04
Drafting edits JDL MH 2-13
SSSee Chart "A"SSSee Chart "A"FIGURE FMULTI-LANELEFT LANE CLOSURE BEYOND INTERSECTIONSIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"For Raised MedianFor Striped MedianD24" x 24"CROAD WORKENDG20-2(C14)WORK AREAWORK AREAYAW20-1(C23)AHEADWORKROADYorAW20-1(C23)AHEADWORKROADCROAD WORKENDG20-2(C14)YorAHEADCLOSEDTURN LANELEFTAW9-3L(C20 modified)AHEADCLOSEDTURN LANELEFTAW9-3L(C20 modified)BW21-1a(C22B)DR3-2(R17)DR3-2(R17)DR3-2(R17)DR3-2(R17)BW21-1a(C22B)REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 7
New Figure MH JDW 11-04
Drafting edits JDL MH 2-13
SSTaper L150' min.See Chart "A"VariesTaper LSee Chart "A"WORK AREAFIGURE GMULTI-LANEINSIDE LANE CLOSURESIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"AW20-1(C23)AHEADWORKROADCROAD WORKENDG20-2(C14)CROAD WORKENDG20-2(C14)YorYYCLOSEDLANEW20-5(C30)W20-1(C23)AHEADWORKROADBBYorSee Note 5AHEADCLOSEDLEFT LANEAW9-3L(C20 lt)Install temporary No Parking Signs(if required) See Note 410' min.REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 8
New Figure MH JDW 11-04
10' minimum lane; Drafting edits JDL MH 4-13
FIGURE HMULTI-LANEWORK WITHIN SHOULDERSIGN PANEL SIZE (min.)BA36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"ShoulderAW20-1(C23)AHEADWORKROADYorROAD WORKENDG20-2(C14)WORK AREA100' ±1/3 Taper L100' ±Cones or Dellineators23' maximum spacingCones or Delineators23' maximum spacingBREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 9
New Figure MH JDW 11-04
Drafting edits JDL MH 3-13
10' min.BW20-1(C23)Taper LSee Chart "A"50' min.betweendelineatorsSee Note 5SSee Chart "A"SSSee Chart "A"FIGURE IMULTI-LANEINSIDE LANE CLOSURE BEYOND INTERSECTIONSIGN PANEL SIZE (min.)BA30" x 30"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"C36" x 18"WORK AREAYorROAD WORKENDG20-2(C14)CYorYYROAD WORKENDG20-2(C14)CCLOSEDLANEW20-5(C30)BCLOSEDLANEW20-5(C30)BAW20-1(C23)AHEADWORKROADAHEADCLOSEDLEFT LANEW9-3 lt(C20 lt)AAHEADWORKROADREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 10
New Figure MH JDW 11-04
Add Type III Barricade; drafting JDL MH 4-13
WORK AREAFIGURE J
MULTI-LANE
INSIDE LANE CLOSURE AT INTERSECTION
SIGN PANEL SIZE (min.)
B
A
30" x 30"
36" x 36"
* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.
Indicate North
with an "N"
C 36" x 18"
AHEAD
CLOSED
LEFT LANE
W9-3 lt
(C20 lt)
A
See Note 7
E
D
18" x 18"
24" x 24"
F 18" x 12"YorAHEAD
WORK
ROAD
A W20-1
(C23)
AHEAD
WORK
ROAD
A
ROAD WORK
END
G20-2
(C14)
C
ROAD WORK
END
G20-2
(C14)
C
CLOSED
LANE
W20-5
(C30)
B
ROAD WORK
END
G20-2
(C14)
C
AHEAD
WORK
ROAD
W20-1
(C23)
BY Yor
See Figure C for
Right Lane Closure
E
F
R9-3b
(R96B)
R9-3a
(R96)
E
F
R9-3b
(R96B)
R9-3a
(R96)USE
CROSSWALK
USE
CROSSWALKSSee Chart "A"S
See Chart "A"
W20-1
(C23)
See Note 5
SSee chart "A"SSee Chart "A"Taper LSee Chart "A"Install temporaryNo Parking signs (if req'd)30' min.betweenDelineators10' max.REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 11
New Figure MH JDW 11-04
Drafting edits JDL MH 4-13
See Note 5Taper LTaper L12 LSSTaper LTaper L12 L150'min.W20-1(C23)AHEADWORKROADAAHEADCLOSEDLEFT LANEAW9-3L(C20 lt)FIGURE KMULTI-LANECLOSING OF HALF ROADSIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"D24" x 24"CROAD WORKENDG20-2(C14)WORK AREAYYorYCLOSEDLANEW20-5(C30)BSee Note 5CLOSEDLANEW20-5(C30)BYorCROAD WORKENDG20-2(C14)W20-1(C23)AHEADWORKROADBAW20-5RROADLANEONEAW20-4BW1-3L / W1-4L(W2 lt / W1 lt)See Note 7BW1-3R / W1-4R(W2 rt / W1 rt)See Note 7PMHXXPMHXXDW13-1(W6)See Note 8DW13-1(W6)See Note 8SSSSSee Chart "A"See Chart "A"AHEADCLOSEDRIGHT LANEREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 12
New Figure MH JDW 11-04
Right Lane Closed sign; drafting JDL MH 4-13
FIGURE LMULTI-LANEWORK WITHIN INTERSECTIONSIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"D24" x 24"BW21-1a(C22B)AHEADWORKROADAW20-1(C23)CROAD WORKENDG20-2(C14)BW21-1a(C22B)AHEADCLOSEDTURN LANELEFTAW9-3L(C20 lt)BW21-1a(C22B)AHEADCLOSEDTURN LANELEFTAW9-3L(C20 lt)AHEADCLOSEDTURN LANELEFTAW9-3L(C20 lt)AHEADCLOSEDTURN LANELEFTAW9-3L(C20 lt)AW20-1(C23)AHEADWORKROADCROAD WORKENDG20-2(C14)AW20-1(C23)AHEADWORKROADCROAD WORKENDG20-2(C14)CROAD WORKENDG20-2(C14)BW21-1a(C22B)AW20-1(C23)DR3-2(R17)YWORKAREAYY SSTaper LSee Chart "A"S S Taper L
See Chart "A"
Y
SSTaper L
See Chart "A"AHEADWORKROADSSTaper LSee Chart "A"See Note 5
See Note 5See Note 5 See Note 5(8) TotalREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 13
New Figure MH JDW 11-04
Type III Barricade instead of conesJDL MH 4-13
FIGURE MBICYCLE LANE CLOSURESIGN PANEL SIZE (min.)CBA30" x 30"36" x 18"36" x 36"Indicate Northwith an "N"CROAD WORKENDG20-2(C14)BIKE LANEBIKE LANEPARKING LANED18" x 24"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.WORK AREAWORK AREAInstall temporary No Parking signs(if required)See Note 4YYYBAHEADWORKROADW20-1(C23)AHEADCLOSEDBIKE LANEAW9-3a(C20 Bike)CLOSEDLANEBIKEBW20-5(C30 Bike)CROAD WORKENDG20-2(C14)AHEADCLOSEDBIKE LANEAW9-3a(C20 Bike)BAHEADWORKROADW20-1(C23)CLOSEDLANEBIKEBW20-5(C30 Bike)W11-1W16-1ADW11-1W16-1ADSSSSSSSTHEROADSHARETHEROADSHAREInstall temporary No Parking signs(if required)See Note 4See Chart "A"See Chart "A"REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 14
New Figure MH JDW 11-04
Drafting edits JDL MH 4-13
Cones or Delineators, 23' max. spacingTaperLTaperLSSee Chart "A"FIGURE NTWO-LANE TWO WAY LEFT TURN LANEONE WAY CLOSURESIGN PANEL SIZE (min.)CBA30" X 30"36" X 18"36" X 36"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.Indicate Northwith an "N"CLOSEDLANEAW20-5(C30)AHEADWORKROADAW20-1(C23)W20-5RAHEADCLOSEDRIGHT LANECROAD WORKENDG20-2(C14)AHEADWORKROADAW20-1(C23)AHEADWORKROADAW20-1(C23)CROAD WORKENDG20-2(C14)WORK AREAOptional VehicleSIDE STREETBuffer BSee Chart "A"YorSSTaper LSee Chart "A"See Note 5DAR3-2(R17)D24" X 24"YREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 15
New Figure MH JDW 11-04
Drafting edits JDL MH 4-13
WORK AREAFIGURE OMULTI-LANE TWO WAY LEFT TURN LANECLOSING OF HALF ROADSIGN PANEL SIZE (min.)CBA30" X 30"36" X 18"36" X 36"Indicate Northwith an "N"CROAD WORKENDG20-2(C14)D24" X 24"CLOSEDLANEW20-5(C30)G20-2(C23)AHEADWORKROADAHEADWORKROADW20-1(C23)BW1-3L / W1-4L(W2 lt / W1 lt)See Note 7PMHXXW13-1(W6)See Note 8BW1-3R / W1-4R(W2 rt / W1 rt)See Note 7PMHXXW13-1(W6)See Note 8DDBACROAD WORKENDG20-2(C14)BCLOSEDLANEW20-5(C30)BW20-5RAROADLANEONEW20-4AorSee Note 5YSee Note 5YorYYSSSSSee Chart "A"Taper LTaper L150'Taper LTaper LSS12 L12 LSee Chart "A"See Chart "A"* SEE PAGE 1 THIS APPENDIX FOR LEGEND, NOTES AND SPACING REQUIREMENTS.AHEADCLOSEDRIGHT LANEREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 16
New Figure MH JDW 11-04
W20-5R sign; Drafting edits JDL MH 4-13
FIGURE P
SIDEWALK CLOSURE
SIGN PANEL SIZE (min.)
C 36" X 18"
B
A
30" X 30"
Indicate North
with an "N"
D
36" X 36"
10" X 24"
48" min.
California MUTCD
NOTE: TEMPORARY PEDESTRIAN ACCESS PATHWAYS SHALL COMPLY WITH ADA AND SHALL INCLUDE
RAMPS AND HANDRAILS AS PER THE CALIFORNIA UNIFORM BUILDING CODE REQUIREMENT.
AHEAD
WORK
ROAD
W20-1
(C23)
SIDEWALK DIVERSION
DETAIL 2
SIDEWALK DETOUR
DETAIL 1
AWORK AREAR9-9
(Sidewalk)
SIDEWALK
CLOSED
SIDEWALK CLOSED AHEAD
BUSINESSES OPEN
CROSS HERE SIDEWALK CLOSED AHEADBUSINESSES OPENCROSS HEREAHEAD
WORK
ROAD
W20-1
(C23)
Optional
A WORKAREAREVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 17
Drafting edits JDL MH 4-13
Add sign codes DE LS 8-24
MODIFIED
R9-11
MODIFIED
R9-11
REVISIONS BY APP DATE
GUIDELINES FOR CONSTRUCTION ZONES
Engineering Standards - Appendix G page 18
FIGURE Q
MULTI-LANE ROADWAY WITH TRAVEL LANE CLOSURE,
TEMPORARY BIKE LANE, AND PARKING LANE CLOSURE
W20-1
(C23)
AHEAD
WORK
ROAD
W4-2
M6-3
DETOUR
M4-9c
P
OFFSET
WIDTH = W
W
TEMPORARY BIKE
LANE WIDTH
B ≥ 5'B
OPTIONAL DOWN
STREAM TAPER
(100' MAX.)
WORK ZONE
Taper LOPTIONAL PARKING
LANE TAPER
(LENGTH = 20' - 50')See Chart "A"See Chart "A"SA
E
D
B
Indicate North
with an "N"
ROAD WORK
END
G20-2
(C14)
C
YorE 30" X 21"
D 30" X 24"
C 36" X 18"
B 30" X 30"
A 36" X 36"
SIGN PANEL SIZE (min.)
W9-3 rt
(C20 rt)
AHEAD
SA
RIGHT LANE
CLOSED SSYW20-5
(C30)
LANE
BCLOSED
INSTALL TEMPORARY
NO PARKING SIGNS
(IF REQUIRED) SEE
NOTE 4
*SEE PAGE 1 OF THIS APPENDIX FOR LEGEND, NOTES, AND SPACING REQUIREMENTS.
Arrow board; Drafting edits DE LS 8-24
BUFFER ZONE
(150' MIN.)YSEE NOTE 5
Appendix H
100% Post Consumer Recycled Paper
m
!Air Pollution Control District
San Luis Obispo County
SLO COUNTY
July 11,2013
Matt Horn, Project Engineer
City of San Luis Obispo
919 Palm Street
San Luis Obispo, CA 93401
Issuance of a Revised Air Pollution Control District Permit to Operate for Excavation
of Contaminated Soils at Various Locations within the City of San Luis Obispo
SUBJECT:
Dear Mr. Horn:
The California Health and Safety Code Section 42301(e) requires the District permit system to
include a review of permits during renewal to determine that permit conditions are adequate to
ensure compliance with and the enforceability of District Rules and Regulations applicable to the
equipment for which the permit was issued.
During the annual renewal it was noted that the equipment location description on Permit to
Operate Number 1850-1 dated July 20, 2012, should now reference various locations with the City
of San Luis Obispo. Enclosed you will find a revised Air Pollution Control District Permit to Operate
1850-2 which better serves the City by having a permit condition set pre-approved. This copy
replaces the previous version which may now be recycled. Future renewals are scheduled every
year during the month of July to determine if the equipment continues to comply with District
Rules and Regulations. Also enclosed is Invoice Number 15484 for the annual renewal fees for
Permit Number 1850-2.
You will note that conditions have been placed upon your Permit to Operate. The described
equipment must comply with all District Rules and the stated conditions to be deemed in
compliance. Appeals to District actions on permits must be made in writing to the Hearing Board
within thirty (30) days of receipt of the permit, per District Rule 208.
If you have any questions, please contact Tim Fuhs at (805) 781-5912.
Very truly yours,
LARRY R. ALLEN
Air Pollution Control Officer
V
C^fKY E. WILLEY //
Manager, Engineering Division
GEW/TJF/lmg
Enclosure
H:\PERMITS\PO\LETTERS\5949POLTJF.docx
t 805781.5912 f 805.781.1002 wslocleanair.org 3433 Roberto Court, San Luis Obispo, CA 93401
Appendix H
100% Post Consumer Recycled Paper
■
Air Pollution Control District
San Luis Obispo County
SLO COUNTY Iaped
PERMIT TO OPERATE
Number 1850-2
EQUIPMENT OWNER-OPERATOR:
City of San Luis Obispo
919 Palm Street
San Luis Obispo, CA 93401
EQUIPMENT LOCATION:
Various Locations within the City of San Luis Obispo
EQUIPMENT DESCRIPTION:
This permit authorizes soil excavation in accordance with an approved San Luis Obispo City
Dust Control Plan and excavation of contaminated soil only after:
The contamination has been characterized,
The District has been given notice of the project in accordance with Condition 1 of this
permit,
Required Naturally Occurring Asbestos and NESHAP requirements have been met, and
Monitoring, recordkeeping, and District notification procedures are in place for the
specific project as described in the project notice.
a.
b.
c.
d.
CONDITIONS:
At least two (2) weeks prior to starting any planned excavation project, the permit
holder shall submit notice and obtain approval for the project from the Air Pollution
Control Officer (APCO) except for emergency repairs lasting less than 48 hours and
other exceptions allowed by the APCO. Emergency repairs shall be reported to the
APCO within 24 hours of initiation and include the volume of soil excavated and any
known contamination levels.
1.
At a minimum, the notice shall include:
a. An assessment of the soil contamination levels and volumes or a statement that
the project work zone contains no known contamination.
b. Where contamination is present, a project description including:
1. Specific work zone boundary where public access is restricted during the
project,
2. Estimated volume to be excavated,
3. Location of nearest residence, business, and schools,
4. A project specific Site Health and Safety Plan,
5. Starting date, projected finishing date, and operating hours,
3433 Roberto Court, San Luis Obispo, CA 93401slocleanair.orgr 805.781.5912 f 805.781.1002
Appendix H
City of San Luis Obispo
Revised Permit to Operate Number 1850-2
July 11, 2013
Page 2 of 4
6. A project specific Monitoring, Recordkeeping, and Reporting Plan, and
7. A screening risk assessment for toxic air contaminants or proof of insignificant
emissions.
The City of San Luis Obispo, or their contractors, shall notify the District immediately if
any soil is discovered that contains contamination previously unidentified including
but not limited to: asbestos, hydrocarbons, or metals or if the size or contamination
levels of the project described in the initial notice changes. District phone number:
(805) 781-5912, fax number (805) 781-1002
2.
Any excavation work, including emergency repairs, shall be done in accordance with:
The APCO approved San Luis Obispo City Dust Control Plan,
A Site Health and Safety Plan,
Information presented in the project notice, if applicable,
Best operating practices for minimizing odors, dust, and soil track out, and
An APCO approved project specific Monitoring, Recordkeeping, and Reporting
Plan.
3.
a.
b.
c.
d.
e.
All site workers shall receive training and notification of the potential for discovery of
naturally occurring asbestos and man-made asbestos material prior to initial site
disturbance. Training shall include visual examples of naturally occurring asbestos
and man-made asbestos material and proper procedures for reporting to a supervisor
of any discovery.
4.
If after project approval the City of San Luis Obispo or their contractors subsequently
discover any man-made asbestos materials in the project zone, then:
All work shall cease in the immediate project area where the discovery was
made.
The District shall be immediately notified.
Sampling of suspect Regulated Asbestos Containing Materials (RACM) by a
Certified Asbestos Contractor (CAC) shall immediately occur, with results
submitted to the District.
The discovery area shall be wetted and covered immediately.
The material shall be analyzed by Polarized Light Microscopy (PLM) by bulk
EPA Method 600/R-93-116, Visual Area Estimation.
Confirmed quantities of RACM equal to or greater than 35 cubic feet will
require the submission of an asbestos notification to the District, and handling
and disposal pursuantto 40CFR61.145 and 61.150.
All RACM shall be handled and disposed of according to Local, State, and
Federal regulations.
5.
a.
b.
c.
d.
e.
f.
g-
All projects shall comply with Federal and State regulations including the:
Asbestos Airborne Toxic Control Measure For Construction, Grading,
Quarrying, And Surface Mining Operations, Title 17 California Code of
Regulations, Section 93105 (17CCR93105) shall be demonstrated to the APCO
prior to initial site disturbance.
National Emission Standard for Asbestos, Title 40, Code of Federal Regulations,
Part 61, Subpart M (40CFR61.145, Asbestos NESHAP) shall be demonstrated to
the APCO for all aspects of the project.
6.
a.
b.
Appendix H
City of San Luis Obispo
Revised Permit to Operate Number 1850-2
July 11, 2013
Page 3 of 4
Expiration of the Geologic Exemption:
If City of San Luis Obispo, or their contractors subsequently discover any naturally
occurring asbestos, serpentine, or ultramafic rock in the area to be disturbed, then:
City of San Luis Obispo or their contractors must comply with the
requirements of 17CCR93105;
City of San Luis Obispo, or their contractors must report the discovery of the
naturally-occurring asbestos, serpentine, or ultramafic rock to the APCO no
later than the next business day; and
The exemption under 17CCR93105 Subsection (c)(1) shall expire and cease to
be effective.
7.
a.
b.
c.
Monitoring shall include the following unless otherwise allowed by the APCO:
During excavation activities, the work zone shall be observed for dust, odors,
hydrocarbon and H2S concentrations by a properly trained technician
following the methods in the APCO approved project specific Monitoring,
Recordkeeping, and Reporting Plan.
VOC monitoring shall use a Flame Ionization Detector (FID) instrument
maintained at the site at all times during excavation and handling. The FID
shall be calibrated appropriate to the range being monitored with certified
hexane gas or an alternative gas approved by the APCO in either the range of
one hundred (100) parts per million by volume (ppmv) or ten-thousand
(10,000) ppmv. The FID shall be in good working order and calibrated using
certified calibration gas at the beginning and end of each work day using the
procedures specified by the manufacturer
An instrument capable of measuring hydrogen sulfide gas at 1 ppmv shall be
on-site at all times during excavation and handling.
Air monitoring of stock piled contaminated shall be conducted at a distance of
no more than three (3) inches above the soil surface or edge of the covering
monitored.
All air monitoring of the active work zone shall be conducted in the breathing
zone, at the work zone downwind boundary.
Monitoring of the stock piles and work zone boundary shall occur at (1) hour
intervals during excavation and soil handling activates unless otherwise
allowed by the APCO.
8.
a.
b.
c.
d.
e.
f.
9.Recordkeeping and Reporting shall include the following unless otherwise allowed by
the APCO:
Hourly observations of wind speed and direction,
Records of the quantity contaminated soil excavated shall be maintained on a
daily basis when activities under this permit are underway and shall include
the date and the volume transferred.
A daily calibration log shall be maintained for each monitor device described in
the APCO approved project specific Monitoring, Recordkeeping, and Reporting
Plan.
All monitoring and recordkeeping results shall be recorded at the within
fifteen (15) minutes of the observation.
A record of all complaints and follow-up procedures shall be made during the
day of the complaint and include: date and time, location of odor, name and
phone # of the person reporting the odor, if available, facility responders
name, odor type and strength, and remedial actions taken.
a.
b.
c.
d.
e.
Appendix H
City of San Luis Obispo
Revised Permit to Operate Number 1850-2
July 11,2013
Page 4 of 4
f. All records shall be maintained on-site and made available to the APCO upon
request.
The City of San Luis Obispo Public Works Department may be charged on an hourly
basis to determine a projects compliance with these conditions.
10.
If the APCO determines that this operation is causing a public nuisance by virtue of
odor, dust, or health risk, the City of San Luis Obispo and its contractors shall take
immediate action and eliminate the nuisance.
11.
Nuisance odors or dust complaints shall be directed to the on-site representative of
City of San Luis Obispo. All complaints and breakdowns shall be reported to the APCO
within four (4) hours of receipt or event. Equipment or process breakdowns and
upsets shall be reported according to the criteria required under District Rule 107.
12.
No visible dust shall leave the work zone boundary.13.
Hydrocarbon concentrations at the edge of the covered stock piled soils, and at the
boundary of the active work zone shall not to exceed 100 ppmv as hexane.
14.
Contaminated soil stock piles shall be completely covered with an impermeable
covering that has a minimum thickness of 10 mils or another APCO-approved barrier.
Contaminated soil stock piles shall be completely covered whenever soil is not actively
being added or removed.
15.
Containment or coverage of contaminated soil in the wall of the excavation shall occur
as soon as feasible. All excavation sites with contamination shall be covered daily,
unless otherwise allowed by the APCO. Contaminated soil, as defined for this permit,
shall be soil that must be removed according to plans approved by the San Luis
Obispo Certified Unified Program Agency.
16.
All haul trucks shall be completely covered with tarps or other suitable materials prior
to leaving the site.
17.
All information needed to estimate air pollution emissions shall be provided to the
District upon request.
18.
A copy of this permit shall be in the possession of the on-site representative of the City
of San Luis Obispo.
19.
lulv (Annually)
ANNIVERSARY
lulv 11.2013 (Revised)
ISSUANCE DATE
LARRY R. ALLEN
Air Pollution Control Officer
GARY E. WILLEY
Manager, Engineering Division
Application Number: 5949
H:\PERMITS\PO\5949PO.docx
i
Appendix H
100% Past Consumer Recycled Paper
4r INVOICE
15484*Air Pollution Control District
San Luis Obispo County
SLO COUNTY Iaped
MAKE ALL CHECKS PAYABLE TO SAN LUIS OBISPO AIR POLLUTION CONTROL DISTRICT
DATE: 7/11/13TO: City of San Luis Obispo Public Works
919 Palm St.
San Luis Obispo CA 93401 Payment due in 30 days.
ATTN:Account: 4683Matt Horn
NOTE: Fees not paid by due date are subject to a 50% penalty fee along with any applicable late payment processing fees.
TO ENSURE PROPER CREDIT PLEASE REFERENCE INVOICE NUMBER ON CHECK.
Description AmountAction Date A/R#App #
07/09/13 Renewal of Equipment Under Permit #1850-2
Operating Fee to July 2014
Miscellaneous Equipment
5772 32531
S824.00
Equipment Location: Various Locations within the City of San Luis Obispo County
$824.00TOTAL DUE
slocleanair.orgt 805.781.5912 3433 Roberto Court, San Luis Obispo, CA 93401f 805.781.1002
Appendix H
TO:BARBARA LYNCH
CITY OF SAN LUIS OBISPO
919 PALM STREET
SAN LUIS OBISPO CA 93401
The Air Pollution Control District has received payment of your permit renewal fees. Attached below is your
permit renewal. Please detach the bottom portion of this page and affix to your Permit to Operate.
fr*Var Air Pollution Control District
San Luis Obispo County
COUNTY
PERMIT RENEWAL
DATE: August 4,2015 Permit Number:1850-2
A permit renewal inspection was recently conducted at your facility and it has been determined from the
inspection that the subject equipment is operated in compliance with the rules and regulations of the Air
Pollution Control District. This is a renewal of the permit operating license until July 2016.
Pleasfe also consider this a receipt for your fees in the amount of $824.00.
Equipment Location: Various Locations within the City of San Luis Obispo
San Luis Obispo County Air Pollution Control District
Please affix this note to your Permit to Operate.
Guideline Specifications for Nursery Tree Quality
Selecting Quality Nursery Stock
A committee comprised of municipal arborists, urban foresters, nurserymen, U.C. Coopera-
tive Extension horticultural advisors, landscape architects, non–profit tree groups, horticul-
tural consultants, etc., developed the attached specifications to ensure high quality landscape
trees. After more than a year of work, they succeeded in drafting a document entitled Specifi-
cation Guidelines for Container–grown Trees for California. This document will be published
and the guidelines promoted throughout the nursery and landscape industry. Its intent is to
help landscape professionals develop their own comprehensive and detailed specifications to
ensure that they obtain high quality container–grown nursery trees. The document is also
intended to help nursery professionals in their efforts to improve the quality of trees grown in
California. These specifications can be modified for specific simulations.
The following people worked on the Guideline Specifications for Nursery Tree Quality:
David Burger UC Davis, Department of Environmental Horticulture, Davis
Barrie Coate Consulting Arborist, Los Gatos
Larry Costello UC Cooperative Extension, Half Moon Bay
Robert Crudup Valley Crest Tree Company, Sunol
Jim Geiger Center for Urban Forest Research UC Davis, Davis
Bruce Hagen California Dept. of Forestry & Fire Protection, Santa Rosa
Richard Harris UC Davis Department of Environmental Horticulture, Davis
Brian Kempf Urban Tree Foundation, Visalia
Jerry Koch City of Berkeley Division of Urban Forestry, Berkeley
Bob Ludekens L. E. Cooke Company, Visalia
Greg McPherson Center for Urban Forest Research, UC Davis, Davis
Martha Ozonoff California ReLeaf, Sacramento
Ed Perry UC Cooperative Extension, Stanislaus County
Markio Roberts Caltrans, LDA Maintenance Division, Oakland
Illustrations:
Front page, c) temporary branches C. Trunk Taper Illustration by Edward F. Gilman, Professor, Environmental Horticulture Department,
IFAS, University of Florida.
All other Illustrations adapted from Integrated Management of Landscape Trees, Shrubs and Vines, Fourth Edition, 2003, Harris, Clark,
Matheny
Photos: Brian Kempf
For more information contact Brian Kempf 559–713–0631 or brian@urbantree.org
Appendix I
344 C A L I F O K ;s A
d ?e ■>T1 FORESTRY
\
J I T mi m
FIREI INTERNATIONAL SOCI ElY OF ARBORICULTUREUrban TreeFoundation
Guideline Specifications for Nursery Tree Quality
I. PROPER IDENTIFICATION
All trees shall be true to name as ordered or shown on the planting
plans and shall be labeled individually or in groups by species and
cultivar (where appropriate).
II. COMPLIANCE
All trees shall comply with federal and state laws and regulations
requiring inspection for plant disease, pests and weeds. Inspection
certificates required by law shall accompany each shipment of plants.
Clearance from the County Agricultural Commissioner, if required,
shall be obtained before planting trees originating outside the county
in which they are to be planted. Even though trees may conform to
county, state, and federal laws, the buyer may impose additional
requirements.Illustration by Edward F. Gilman, Professor,
Environmental Horticulture Department, IFAS,
University of Florida.
III. TREE CHARACTERISTICS AT THE TIME OF SALE OR DELIVERY
A. TREE HEALTH
As typical for the species/cultivar, trees shall be healthy and vigorous, as indicated by an
inspection for the following:
1. Trees shall be relatively free of pests (insects, pathogens, nematodes or other injurious
organisms).
2. An inspection of the crown, trunk, and roots shall find the following characteristics:
a. Crown Form: The form or shape of the crown is typical for a young specimen of the spe-
cies/cultivar. The crown is not significantly deformed by wind, pruning practices, pests or
other factors.
b. Leaves: The size, color and appearance of leaves are typical for the time of year and stage
of growth of the species/cultivar. Leaves are not stunted, misshapen, tattered, discolored
(chlorotic or necrotic) or otherwise atypical.
c. Branches: Shoot growth (length and diameter) throughout the crown is typical for the age/
size of the species/cultivar. Trees do not have dead, diseased, broken, distorted or other
serious branch injuries.
d. Trunk: The tree trunk should be fairly straight, vertical and free of wounds (except prop-
erly–made pruning cuts), sunburned areas, conks (fungal fruiting bodies), wood cracks,
bleeding areas, signs of boring insects, galls, cankers/lesions and girdling ties.
e. Tree height and trunk diameter are typical for the age, species/cultivar and container size.
f. Roots: The root system is free of injury from biotic (insects, pathogens, etc.) and abiotic
agents (herbicide toxicity, salt injury, excess irrigation, etc.). Root distribution is uniform
throughout the soil mix or growth media and growth is typical for the species/cultivar.
Appendix I
B. CROWN
1. Central Leader: Trees shall have a single, relatively straight central leader and tapered
trunk, free of codominant stems and vigorous, upright branches that compete with the central
leader. If the original leader has been headed, a new leader at least ½ (one–half) the diameter
of the original leader shall be present.
Maintaining a single, centeral leader is preferable.
Heading and retaining a leader is acceptable.
Heading without retaining a leader is unacceptable.
Appendix I
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2. Main Branches (scaffolds): Branches should be distributed radially around and vertically
along the trunk, forming a generally symmetrical crown typical for the species.
a) Main branches, for the most part, shall be well spaced.
preferable unacceptable preferable unacceptable
b) Branch diameter shall be no greater than 2/3 (two thirds) the diameter of the trunk,
measured 1" (one inch) above the branch.
preferable unacceptable
preferable unacceptable
c) The attachment of scaffold branches shall be free of included bark.
preferable unacceptable preferable unacceptable
Appendix I
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3. Temporary branches: Temporary branches should be present along the lower trunk,
particularly for trees less than 1–1/2" (one and one–half inches) in trunk diameter. They
should be no greater than 3/8" (three–eighths inch) in diameter. Heading of temporary
branches is often necessary to limit their growth.
Good Not as Good
C. TRUNK
1. Trunk diameter and taper shall be sufficient so that the tree will remain vertical without
the support of a nursery stake.
2. The trunk shall be free of wounds (except properly–made pruning cuts), sunburned areas,
conks (fungal fruiting–bodies), wood cracks, bleeding areas, signs of boring insects, galls,
cankers and/or lesions.
3. Trunk diameter at 6" (six inches) above the soil surface shall be within the diameter range
shown for each container size below:
Container Size Trunk Diameter (inches)
# 5 (gallon) ....................... 0.5" to 0.75"
# 15 (gallon) .................... 0.75" to 1.5"
24 inch box ....................... 1.5" to 2.5"
# 15 (gallon) ............0.75" to 1.5"
24 inch box .............1.5" to 2.5"
36 inch box .............2.5" to 3.5"
48 inch box .............3.5" to 4.5"
Appendix I
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D. ROOTS
1. The trunk, root collar (root crown) and large roots shall be free of circling and/or kinked
roots. Soil removal near the root collar may be necessary to inspect for circling and/or kinked
roots.
2. The tree shall be well rooted in the soil mix. When the container is removed, the rootball
shall remain intact. When the trunk is carefully lifted both the trunk and root system shall move
as one.
preferable
preferable unacceptable
3. The upper–most roots or root collar shall be within 1" (one inch) above or below
the soil surface.
preferable unacceptable
unacceptable
Appendix I
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4. The rootball periphery should be free of large circling and bottom–matted roots. The
acceptable diameter of circling peripheral roots depends on species and size of rootball. The
maximum acceptable size should be indicated for the species (if necessary).
preferable unacceptable
E. MOISTURE STATUS
At time of inspection and delivery, the rootball shall be moist throughout. The crown shall
show no signs of moisture stress as indicated by wilted, shriveled or dead leaves or branch
dieback. The roots shall show no signs of excess soil moisture conditions as indicated by poor
root growth, root discoloration, distortion, death or foul odor.
V. INSPECTION
The buyer reserves the right to reject trees that do not meet specifications as set forth
in these guidelines or as specified by the buyer. If a particular defect or substandard
element or characteristic can be easily corrected, appropriate remedies shall be re-
quired. If destructive inspection of a rootball(s) is to be done, the buyer and seller
should have a prior agreement as to the time and place of inspection, minimum num-
ber of trees or percentage of a species or cultivar to be inspected and financial respon-
sibility for the inspected trees.
DELIVERY
The buyer should stipulate how many days prior to delivery that notification is needed.
Appendix I
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GLOSSARY:
Codominant – Two or more vigorous and upright branches of relatively equal
size that originate from a common point, usually where the leader has been lost
or removed.
Crown – The aboveground part of the tree including the trunk.
Cultivar – A named plant selection from which identical or nearly identical
plants can be produced, usually by vegetative propagation or cloning.
Girdling root – A root that partially or entirely encircles the trunk and/or
buttress roots, which could restrict growth and downward movement of photo-
synthate and/or water and nutrients up.
Included bark – Bark embedded within the crotch between a branch and the
trunk or between two or more stems that prevents the formation of a normal
branch bark ridge. This often occurs in branches with narrow-angled attach-
ments or branches resulting from the loss of the leader. Such attachments are
weakly attached and subject to splitting out.
Kinked root – A primary root(s), which is sharply bent, causing a restriction
to water, nutrient, and photosynthate movement. Kinked roots may compro-
mise the structural stability of root systems.
Leader – The dominant stem which usually develops into the main trunk.
Photosynthate – Pertains to sugar and other carbohydrates that are produced
by the foliage during photosynthesis, an energy trapping process.
Root collar – The flared area at the base of a tree where the roots and trunk
merge. Also referred to as the "root crown" or "root flare".
Shall – Used to denote a practice that is mandatory.
Should – Used to denote a practice that is recommended.
Scaffold branches – Large, main branches that form the main structure of the
tree.
Temporary branch – A small branch that is retained temporarily along the
lower trunk of young trees. Temporary branches provide photosynthate to
increase trunk caliper and taper and help protect it from sunburn damage and
mechanical injury. Such branches should be kept small and gradually removed
as the trunk develops.
Trunk – The main stem or axis of a tree that is supported and nourished by the roots
and to which branches are attached.
Appendix I
1 | A p p e n d i x J
City of San Luis Obispo
DEPARTMENT OF PUBLIC WORKS
QUALITY ASSURANCE PROGRAM (QAP)
Approved By: Date:
___________________________________ ____10/10/2025__________________
Aaron Floyd, Interim Public Works Director
2 | A p p e n d i x J
TABLE OF CONTENTS
I. Definition of Terms
II. Materials Acceptance Program
Acceptance Testing
General
Test Methods to be Used
Laboratory to Perform Acceptance Testing
Sampling and Testing Locations and Frequencies
Reporting Test Results
Acceptance Testing Summary Logs
Certificates of Compliance
General
Materials Accepted by a Certificate of Compliance
Source Inspection
Visual Inspection
General
Approximate Quantities That May Be Accepted By Visual Inspection
III. Independent Assurance Program
Laboratory to Perform Independent Assurance Testing and Duties
Laboratory Qualification
Tester Certification
Equipment Calibration
IV. Resident Engineers Certification of Project Materials
V. Project QAP Records
3 | A p p e n d i x J
THE PURPOSE OF THIS PROGRAM IS TO PROVIDE ASSURANCE THAT THE MATERIALS
INCORPORATED INTO THE CONSTRUCTION PROJECTS CONFORM WITH THE CONTRACT
SPECIFICATIONS.
This Quality Assurance program and document shall be updated every five years
minimum.
This program and document shall be updated if changes are made to the test methods or
to the testing sampling and frequencies.
The City’s QAP will be used on all City projects off of the National Highway System including
those projects which receive federal funds. Regardless of project funding, City projects on the
National Highway System will use the QAP developed by the California Department of
Transportation (Caltrans).
I. DEFINITION OF TERMS
Quality Assurance Program (QAP): A sampling, testing and inspection program to provide
assurance that the materials and workmanship incorporated into the project conform to the
contract specifications. The main elements of a QAP are the Material Acceptance Program
and the Independent Assurance Sampling and Testing Program.
Material Acceptance Program: Sampling, testing, inspection, and certification of project
materials to determine compliance with the contract specifications. Materials shall be
accepted by one or more of the following methods, as allowed for in this document and the
contract specifications: Acceptance Testing, Manufacturer’s Certificate of Compliance ,
Source Inspection, or field inspection.
Acceptance Testing (AT): Testing of project materials to determine compliance with the
contract specification criteria.
Certificate of Compliance: A signed document from the materials manufacturer committing
that the delivered goods meet the contract specifications.
Source Inspection: Sampling, testing and/or inspection of manufactured or prefabricated
structural materials at a location other than the job site, generally at the manufactured
location.
Independent Assurance Program (IAP): A program that verifies that AT is being performed
correctly by certified testers using qualified laboratories and calibrated equipment .
4 | A p p e n d i x J
II. MATERIALS ACCEPTANCE PROGRAM
City Staff will typically perform inspection duties on a project. Those duties include verification
of compliance with the project’s plans, special provisions, City Standard Specifications and
Engineering Standards, and State Standard Specifications and Standard Plans. When testing of
construction materials is required, a materials testing consultant is typically used to perform
acceptance testing on City projects.
Material incorporated into the work shall be accepted by one or more of the following methods,
as specified in this document and the contract specifications:
1. Field Sampling and Acceptance Testing
2. Source Inspection and Testing
3. Manufacturer’s Certificate of Compliance (with attachments if required)
4. Visual Inspection (for minor quantities)
FIELD SAMPLING AND ACCEPTANCE TESTING :
General:
Acceptance sampling and testing shall be performed by certified materials personnel.
Acceptance testing will be performed utilizing accredited materials laboratories and
properly calibrated equipment.
Certifications and accreditations shall be specific to the tests being performed.
A materials testing results log shall be maintained for any test method performed more
than once on a project.
The test results for materials incorporated into the work shall be in compliance with the
contract specifications.
Actions taken regarding material with failing test results will be fully documented,
including details documenting remove/replace, rework/re-test, and deduction/CCO.
Justification shall be provided for any failing material allowed to remain in place.
The City requires compliance with its Standards Specifications on all projects located
within the City right-of-way, or on City-owned property.
Sampling and Testing Locations and Frequencies:
Sample and testing locations and frequencies shall be in accordance with the contract
specifications.
If not specified in the contract documents, sampling and testing locations and
frequencies shall be as shown in Attachment No. 1, Acceptance Sampling and Testing
Frequencies.
When sampling products such as Portland cement concrete, cement-treated base, hot
mix asphalt, or similar materials; the time of such sampling shall be varied with respect
to the time of the day, insofar as possible, in order to avoid a predictable sampling
routine.
Acceptance Test Methods:
The test methods used shall be as specified in the contract documents.
5 | A p p e n d i x J
For a material specified to comply with a property shown in the following table, the
Agency tests under the corresponding test shown:
Test Property Test
Relative compaction CT 216 or
231
Sand equivalent CT 217
Resistance (R-value) CT 301
Grading (sieve
analysis) CT 202
Durability index CT 229
Cleanness Value CT 227
Acceptance Testing Laboratory:
The following materials laboratories will be used to perform acceptance testing:
Local Agency Lab _____________
X Consultant Lab
Other __________
The materials laboratory shall be under the responsible management of a California
Registered Engineer with experience in sampling, inspection, and testing of
construction materials.
The Engineer shall certify the results of all tests performed by laboratory personnel
under the Engineer’s supervision.
Laboratories shall be properly accredited.
Laboratory testing personnel shall be appropriately certified.
Testing equipment shall be properly calibrated.
Laboratories shall comply with Section IV, Independent Assurance Program, of this
document.
6 | A p p e n d i x J
Reporting Test Results:
Test results shall be reported to the RE as soon as possible by email or telephone.
Copies of complete material test result reports, including data and calculation sheets,
shall be provided to the RE in accordance with the following timetable:
Timetable for Providing Full Test Results to the RE
If the material is sampled… and the test performed is…. submit results to the RE within …
at the material plant
Sieve Analysis, or
24 hours after sampling Sand Equivalent (SE), or
Cleanness Value (CV)
at the job site
Compaction and/or maximum
density
24 hours after sampling
Sieve Analysis, or
72 hours after sampling Sand Equivalent (SE), or
Cleanness Value (CV)
R value, or 96 hours after sampling Asphalt extraction
Acceptance Testing Summary Logs
The RE shall maintain a testing summary log for each test method performed more than
once on the project (CT 217, CT 202 etc…), and by salient feature (structure backfill,
subgrade, etc…)
Attachment 2 , Test Result Summary Log form shall be used
The logs shall be used by the RE to track that acceptance tests are performed at the
required frequencies, that tester certifications are on file, and that all failing tests have
been mitigated.
7 | A p p e n d i x J
MANUFACTURER’S CERTIFICATES OF COMPLIANCE:
General:
Various manufactured materials may be accepted for incorporation into the work without
sampling or testing, on the basis of a certificate from the manufacturer.
Where required by the contract specifications, the contractor shall submit a certificate of
compliance.
Where required by the contract, the contractor shall attach test data or other documents
to the certificate of compliance.
The RE may perform sampling and testing on such materials at any time.
Certificates of compliance shall:
o Be submitted by the Contractor before the material is incorporated into the work;
o Accompany the material to the job site;
o Identify the lot (or heat) number for each lot delivered;
o Include the project number;
o Include test data and other documents if required;
o State that the material complies with the contract specifications; and
o Be signed by the producer of the material.
List of Materials Accepted by Certificate of Compliance:
In accordance with the CTSS 2015 the materials listed in the following table may be
accepted by Certificate of Compliance. This list may be supplemented or amended by
the contract Special Provisions or Technical Provisions
8 | A p p e n d i x J
CONSTRUCTION MATERIALS ACCEPTED BY A CERTIFICATE OF COMPLIANCE
as per the 2023 CT Standard Specifications
Section Material
68 Aluminum Pipe
39 Asphalt Oil
94-1.02 Asphaltic Emulsion
90-4.03 Concrete Admixtures and Curing Compounds
66-3.02 Corrugated Steel Pipe Arches and Corrugated Steel Pipe
61-1.02* Culvert and Drainage Pipe Joints
86/87 Electrical Conductors/Components
88-1.01* Engineering Fabric
95-1.03 Epoxy
46-3.02 Epoxy Coated Rebar
21 Fiber
24-2.02 Lime
57-1.02 Lumber and Timber
82-1.02* Metal Target Plates
90-1.02A Minor Concrete
20-5.04B Mulch
84-2.02 Paint used for Traffic Striping
52-1.02 Pavement Reinforcing Grid
68-2.02B Perforated Steel Pipe
64-1.02* Plastic Pipe and Tubing
28-5.02 Portland Cement
90-1.02E PCC Admixtures & Curing Compounds
77-X* Prefabricated Bridges
4-5.02 Preformed Elastomeric Joint Seal
65-1.02* Reinforced Concrete Pipe
52-1.02 Reinforcing Steel
77-X* Roofing Shingles
20-3.01B(3) Soil Amendments
24-1.02 Stabilizing Emulsion
49-2.03B Steel Piles
55-1.03 Structural Steel
57-2.91B(2) Structural Timber and Lumber
12-3.08B(2)(c) Temporary Railing (Type K)
57-1.02 Timber and Lumber
57-2.01C(3) Treated Timber and Lumber
67-2.02 Structural Metal Plate Pipe and Pipe Arches
69-1.02B Steel Entrance Tapers, Pipe Down Drains, Reducers and Coupling Bands
77-X* Water Valves and Stops
*Section to be updated in the Project Special Provisions.
9 | A p p e n d i x J
SOURCE INSPECTION AND TESTING:
Some manufactured or pre-fabricated structural materials will be inspected or tested prior
to arrival at the jobsite, generally at the manufacturer’s location (source inspected.) For
those materials manufactured and prefabricated at locations other than the jobsite
(generally at the manufacturer’s location) that require testing or inspection, City staff or
the City’s materials consultant will perform Source Inspection on such materials.
Structural items categorized as “catastrophic consequences of failure” or “significant
safety concern” may be source inspected. Materials that might be source inspected:
structural steel , precast prestressed concrete girders and pilings; RCP greater than 60”,
joint seals, bearing pads, lighting and signal poles, sign structures, electrical items.
The RE may reject source inspected material at the job site if determined is deemed not
acceptable. For example:
o Material damage in shipment or installation.
o Defective material; source inspection is usually a random sampling and may not
have checked 100% of the material.
The follow materials laboratories will be used to perform source inspection and testing
Local Agency Lab _____________
X Consultant Lab
Other __________
CITY-OWNED TESTING EQUIPMENT
The City maintains the following testing equipment for use by City staff:
Equipment Maintenance Frequency
Slump Cone Visual Check for Damage Annually
Kelly Ball Visual Check for Damage Annually
ACCEPTANCE OF MINOR QUANTITIES WITHOUT TESTING (VISUAL INSPECTION):
Minor quantities of construction materials may be accepted based on visual inspection by the
Engineer if the source of the material has recently furnished similar materials found to be
satisfactory using normal sampling and testing requirements, or f the supplier previously
provided Certificate of Compliance indicating conformance with the project specifications, The
following list provided maximum quantities of materials that may be accepted under these
conditions.
Material Not to Exceed
Aggregates other than for use in Portland
Cement Concrete
100 tons per day or 500 tons per project
Bituminous mixtures 50 tons per day or 500 tons per project
Paint 50 gallons per project
Masonry items Based on verification of dimensions and
uniformity of manufacture.
10 | A p p e n d i x J
Grout 1 cubic yard per project
Mortar 1 cubic yard per project
Portland Cement Concrete 8 cubic yards per project when
concrete is provided by batch plant
2 cubic yards per day when concrete is
provided by volumetric mixer
Asphalt Concrete 50 tons per project
INDEPENDENT ASSURANCE PROGRAM (IAP)
The IAP shall verify that:
o Sampling and testing procedures are being performed correctly
o All testing equipment is in good condition and properly calibrated.
o All AT performed on the project uses a qualified laboratory and certified testing
personnel.
A complete review of AT shall be performed by IAP personnel, or an independent
materials laboratory chosen by the agency, when unresolved discrepancies related to poor
correlation between acceptance tester’s results and other test results occur.
LABORATORY TO PERFORM INDEPENDENT ASSURANCE TESTING AND DUTIES:
The IAP, including certification of testers and qualification of lab, shall be executed by:
Local Agency designated IA person (this person shall not perform any AT)
X Caltrans (for CT test methods only)
X Consultant (this consultant shall be different from AT consultant)
IA shall be performed on every type of materials test required for the project.
IAP samples and tests shall not be used for determining compliance with contract
requirements.
11 | A p p e n d i x J
LABORATORY QUALIFICATION:
The AT materials laboratory shall participate and comply with one or more of the
following Correlation Testing Programs:
a. AASHTO Materials Reference Laboratory (AMRL)
b. Cement and Concrete Reference Laboratory (CCRL)
c. Caltrans’ Reference Samples Program (RSP)
The AT Laboratory qualification shall occur annually.
A copy of the current laboratory qualification shall be kept in the project records.
TESTER CERTIFICATION:
Sampling and testing personnel shall be certified for a maximum of two years by one or
more of the following Personnel Certification Programs:
X CT Materials Engineer and/or CT METS IA Representative (for CT tests only)
X Nationally recognized organizations such as the American Concrete Institute
X National Institute of Certification of Engineering Technologies
Other nationally recognized organization______-
______________________________
The local agencies designated and qualified IA person (this person may not
perform AT)
X A consultant lab qualified for such purposes.
Proficiency tests shall be performed for testers to be certified on Sieve Analysis, Sand
Equivalent, and Cleanness Value tests. All other types shall be witness tests.
A copy of each tester’s current and applicable certifications shall be kept in the project
files.
EQUIPMENT CERTIFICATION/CALIBRATION:
Laboratory testing equipment shall be:
o Capable of performing the tests required.
o Be in good working order.
o Be calibrated at least once each year.
o Be calibrated by impartial means using devises of accuracy traceable to the
National Institute of Standards and Technology.
o Have a decal firmly affixed to each piece of equipment showing the date of the
last calibration.
12 | A p p e n d i x J
IV. CERTIFICATION OF PROJECT MATERIALS:
The RE shall complete and sign Exhibit 17-G, “Materials Certificate" of the Local
Assistance Procedures Manual (LAPM), upon completion of a federal-aid project,
The form shall explain and justify all materials incorporated into the work which did not
conform to specifications, including changes by virtue of contract change orders.
The form shall be filed in the project records.
The form shall be included in the Report of Expenditures submitted to the Caltrans
District Local Assistance Engineer (DLAE).
V. PROJECT QAP RECORDS:
Each project shall have the following quality assurance documents on file,
organized and indexed in the following categories:
o Copy of Quality Assurance Plan
o Certs. of Proficiency-Testers and Samplers (Exh. 16-D TL-0111)
o Cert. of Accreditation of Testing Lab (TL-0113)
o Notice of Materials to be Used (Exh. 16-I)
o Acceptance Testing Summary Logs and Test Results
o Certificates of Compliance, including Buy American Certificates
o Source inspection records and reports.
o Materials Certification (Exh. 17-G)
All project records shall be available in a single locations for inspection by auditors
and reviewers at any time during the project and up to three years following the
date of final project voucher.
VI. ATTACHMENTS
ATTACHMENT NO. 1 - Acceptance Sampling and Testing Frequencies
ATTACHMENT NO. 2 - Test Results Summary Log
13 | A p p e n d i x J
Attachment No. 1 – Acceptance Sampling and Testing Frequencies
Material Test For Test Sample
Location
Frequency
CTM ASTM
PCC-Major
Structures
Slump/Penetration 533 C143/C360 Site 1 per day
Cylinders 539/540/521 C31 Site 1 set of 3 per
day
PCC-Curb, Gutter,
Sidewalk &
Pavement
Slump/Penetration 533 C143/C360 Site 1 per day
Cylinders 539/540/521 C31 Site 1 set of 3 per
project
Asphalt Concrete Sieve 202 C136 Site or Plant 1 per project
Compaction 375 D2950 Site 1 per 1500 tons
Aggregate Base Sieve
Sand Equivalent
Maximum Density
202
217
216
C136
-
D1557
Site or Plant
Site or Plant
Site or Plant
1 per project
1 per project
1 per project
Compaction 231 D2922 Site 1 per 500 cubic
yards
Disturbed
Basement Soil or
Embankment
Maximum Density 216 D1557 Site 1 per project
Compaction 231 D2922 Site 1 per 500 cubic
yards
Structure Backfill Sieve 202 C136 Site or Plant 1 per project
Maximum Density 216 D1557 Site or Plant 1 per project
Compaction 231 D2922 Site 1 per 500 cubic
yards
Chain Link fencing Compliance with
Specifications
Gage check - Site 300 feet
Bridge
Profilograph
Compliance with
Specifications
547 - Site 1 per bridge
Repeat until
pass
Note: All tests must be performed at a minimum of one test per project, unless otherwise addressed in the
“Acceptance of Minor Quantities of Materials” sections of this QAP.
14 | A p p e n d i x J
Attachment No. 2 -- Test Results Summary Log
See attached Test Results Summary Log Samples A and B.
Test
Number Date Sampled Remarks
Location Elevation
Production
Quantity
Represented
Required Result Actual Result Pass/Fail Include action taken for any failing test result; note
test number of any retest.
1 8/12/2014 x NB # 2 lane Sta 120 to 155+50 12" below FG 500 cy CTSS 26-1.02B See worksheet P
2 8/12/2014 x NB # 2 lane Sta 180+25 to 300+00 12" below FG 500 cy CTSS 26-1.02B See worksheet F see test 3 for retest
3 8/12/2014 x NB # 2 lane Sta 180+25 to 300+00 12" below FG 500 cy CTSS 26-1.02B See worksheet P
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Name of Tester/ Company
Dusty Rhodes/ Testers R Us Inc.
Neil Down/ Testers R Us Inc.
Tad Moore/ Testers R Us Inc.
Tester Certification of file?
Production
Test Result Summary Log (sample)
Project Name: ___Main St. Rehab _______________________
Contract Number: _____5376(056)__________________________________________________
Test Results
Test Method Name and Number: ____CT 202 Sieve Analysis (aggregate)_______________
Sample A
Test
Number Date Sampled Remarks
Location Elevation
Production
Quantity
Represented
Required Result Actual Result Pass/Fail Include action taken for any failing test result; note
test number of any retest.
1 9/9/2014 x Retaining Wall #3, backfill 4' below Top of Wall 1400 sy 95 96 P
2 9/10/2014 x Retaining Wall #3, backfill 2' below Top of Wall 1400 sy 95 94 F see test 3 for retest
3 9/10/2014 x Retaining Wall #3, backfill 2' below Top of Wall 14oo sy 95 95 P
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Test Result Summary Log (sample)
Test Method Name and Number: ____CT 231 Compaction _______________Project Name: ___Main St. Rehab _______________________
Contract Number: _____5376(056)__________________________________________________
Name of Tester/ Company Production Test Results
Tester Certification of file?
Doug Hole/ County Lab
Rusty Bridges/ County Lab
Reid Enright/ County Lab
Sample B
City of San Luis Obispo, Public Utilities, 879 Morro Street, San Luis Obispo, CA, 93401-2710, 805.781.7215, slocity.org
Revised January 1, 2017
Temporary Industrial Waste Discharge Permit Application
SITE INFORMATION
Site Name (DBA)
Site Address
Site Owner/Contact Phone
PROPERTY OWNER
Property Owner Phone
CONTRACTOR/CONSULTANT INFORMATION
Contractor/Consultant
Mailing Address
Contact Title
Phone Office Fax
Cell
Address
(if different than above)
Emergency contact Emergency
Phone
DISCHARGE INFORMATION
Discharge Description
Location/Description of
point of Discharge
Appendix K
B Public Utilitiest a *
879 Morro Street, San Luis Obispo, CA 93401-2710
805.781.7215
slocity.orgS
Revised January 1, 2017
DISCHARGE INFORMATION (Continued)
Estimated Discharge
Amount (gallons per hour) Total Daily
Note: If daily discharge is over 10,000 gallons, a Significant Industrial User Permit will be required. This
permit may have Federal requirements. Contact this office for more information.
Flow Rate Method of Flow
Regulation
Time of Discharge Days of Operation
Hours
PRETREATMENT
Description of
Pretreatment
(attach diagram of pretreatment unit)
Pollutants of Concern
(attach additional sheets as needed)
Batch Treatment or
Continuous
Required attachments
Site map (show all buildings, streets, pretreatment unit, discharge location).
Diagram of pretreatment unit.
Lab analysis of wastewater to be treated and discharged may be required.
Signature
Date
Appendix K
Revised January 1, 2017
CONSTITUENT LIMIT (mg/L)
Ammonia
32
Biochemical Oxygen Demand (BOD)226
Chloride
1523
Sodium
1200
Total Dissolved Solids
(TDS) 2215
Total Suspended Solids
(TSS) 2346
Copper
0.14
Zinc
0.17
Appendix K
City of San Luis Obispo, Community Development, 919 Palm Street, San Luis Obispo, CA, 93401-3218, 805.781.7170, slocity.org
Appendix L
Encroachment Permit/CIP Holiday
Restriction Area Per City Council
Resolution 11464 (2023 Series)
R 11464
RESOLUTION NO. 11464 (2023 SERIES)
A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF SAN LUIS
OBISPO, CALIFORNIA, REQUIRING ADVANCED NOTIFICATION FOR
LONG-TERM CONSTRUCTION PROJECTS AND RIGHT OF WAY
ENCROACHMENT IN THE DOWNTOWN AREA AND A RESTRICTION
OF CONSTRUCTION ACTIVITIES WITHIN THE DOWNTOWN CORE
DURING THE HOLIDAYS THAT IMPACT THE PUBLIC RIGHT OF WAY
WHEREAS, it is essential to maintain and upgrade City infrastructure in order to
provide reliable municipal services and to maintain a healthy local economy; and
WHEREAS, prolonged construction impacts associated with traffic detours and
vehicular, sidewalk, and bike lane closures, as well as materials and equipment
deliveries, can be disruptive to the flow of traffic in the downtown area and affect access
for consumers to the downtown retail core; and
WHEREAS, most businesses and residents are willing to accept a level of
inconvenience, provided that projects are coordinated and managed carefully, and that
the need for anticipated impacts to public circulation and access is communicated; and
WHEREAS, Downtown SLO has requested improved coordination in the
coordination of capital projects in the downtown core, and in the level of communication
between the City and Downtown SLO regarding project purpose and status; and
WHEREAS, long-term construction projects can be disruptive to the success of
Downtown merchants and businesses; and
WHEREAS, the City Council adopted Resolution 9487 (2003 Series), titled: A
RESOLUTION OF THE COUNCIL OF THE CITY OF SAN LUIS OBISPO APPROVING
POLICY REGARDING CITY CAPITAL IMPROVEMENT PROJECTS AND RIGHT OF
WAY ENCROACHMENT IN THE DOWNTOWN AREA; and
WHEREAS, Resolution 9487 (2003 Series) only restricted construction activity
during the Holiday period between Thanksgiving and New Year’s Day, but there is also a
need to mitigate long-term disruptions in the downtown at all times of year via advanced
notification to affected businesses; and
WHEREAS, the area bound by this policy should expand to include all areas of the
downtown core as defined in the Land Use Element due to the businesses located there;
and
WHEREAS, Resolution 9487 (2003 Series) only imposed noticing requirements
on City-led construction projects but noticing should also be imposed for private -led
construction projects; and
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WHEREAS, pursuant to City Municipal Code Section 12.04.060, upon receiving
an application for an encroachment permit, the City Engineer shall either approve,
conditionally approve, or reject it and the permit shall include all the conditions required
by City Code and conditions set by the Public Works Director (Director).
NOW, THEREFORE, BE IT RESOLVED, by the Council of the City of San Luis
Obispo that the following policy is to be followed in the completion of capital improvement
projects and the issuance of Encroachment Permits in the downtown area:
SECTION 1. Resolution 9487 (2003 Series) is hereby repealed and replaced by
this Resolution.
SECTION 2. Unless necessary for emergency access or maintenance,
construction activities that affects a travel lane, bike lane, parking lane, or sidewalk in the
Downtown Area shall not occur between Thanksgiving and New Year’s Day and shall be
restricted by the Public Works Department through the project specifications and through
the Encroachment Permit issued pursuant to Municipal Code Section 12.04.060.
SECTION 3. For purposes of this policy the “Downtown Area” shall include the
Downtown Core as defined in the Land Use Element of the General Plan (Exhibit A).
SECTION 4. For purposes of this policy, “long-term” shall be defined as ten
cumulative business days or more.
SECTION 5. The Public Works Director shall have discretion in allowing long-term
construction projects to commence or to continue between Thanksgiving and New Year’s
Day if it is adequately demonstrated that the project is necessary for emergency access
or maintenance, or that the delay to new construction or suspension of ongoing
construction activities would be overly burdensome to the project proponent while also
minimally disruptive and impactful to downtown businesses and the general public.
SECTION 6. The City shall be bound by the following requirements for Capital
Improvement Projects in the Downtown Area:
a) Provide ample notification to businesses and residents within an area of at least
300 feet of the impacted area, either directly or through its contractors,
regarding planned Capital Improvement Plan projects; and
b) All reasonable steps will be taken by the City staff to ensure ample
communication and coordination relative to planned City projects (non -
emergency) in the downtown, including:
i. A minimum of 30-days notification to Downtown SLO prior to construction;
ii. The preparation of project “fact sheets” for Downtown SLO to fully explain
project purpose and other important information;
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iii. Participation in quarterly “project coordination meetings” with Downtown
SLO;
iv. Attending or conducting community meetings and/or forums and making
presentations for larger complex projects when requested by Downtown
SLO, or as determined by staff;
v. Including in the project specifications requirements that the contractor is
responsible for notification, signage, and procedures to minimize impacts
on affected businesses to the extent feasible; and
c) Downtown SLO shall be responsible for communicating with its membership
regarding project plans and status following receipt of project information from
the City; and
d) The City staff will make every reasonable effort to ensure that:
i. All involved staff members share and communicate accurate information;
and
ii. Projects managed by all departments in the City are properly coordinated.
SECTION 7. Pursuant to the authority provided to the Director in Municipal Code
Section 12.04.060, Council hereby directs the Director to impose the following conditions
on Encroachment Permits issued within the Downtown Area where a travel lane, bike
lane, parking lane, or sidewalk is closed for ten, cumulative business days or more:
a) The Contractor will provide ample notification to businesses and residents
within an area of at least 300 feet of the impacted area, regarding planned
encroachment of the public right-of-way in the downtown area; and
b) All reasonable steps will be taken by the contractor to ensure ample
communication and coordination relative to planned encroachment permit
projects (non-emergency) in the downtown, including:
i. A minimum of 30-days written notification to Downtown SLO prior to
construction. Contractor shall be required to show proof of
communication;
ii. Mailers, doorhangers, and email to all businesses or residents within 300
feet of the impacted right of way a minimum of 30 days prior to impact.
Contractor shall be required to show proof of communication.
c) Downtown SLO shall be responsible for communicating with its membership
regarding project plans and status following receipt of project information from
the Contractor; and
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