HomeMy WebLinkAboutMarsh St Bridge Replacement Plans and Special ProvisionsCity of San Luis Obispo
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BID BOOK
BOOK 1 of 3
FOR
CITY OF SAN LUIS OBISPO
Marsh Street Bridge over San Luis Obispo Creek Bridge Replacement Project
Br. No. 49C0453
Specification No. 90480
Contract No. 05-5016R
Federal Aid Project No. BRLS-5016(050)
Bid Opening May 1, 2019
December 14, 2018
Standard Specifications dated 2015
Standard Plans dated 2015
PUBLIC WORKS DEPARTMENT
ENGINEERING DIVISION
919 Palm Street
San Luis Obispo, CA 93401
(805) 781-7200
City of San Luis Obispo
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MARSH STREET BRIDGE OVER SAN LUIS OBISPO CREEK BRIDGE
REPLACEMENT PROJECT
BR. NO. 49C0453
Contract No. 05-5016R
Federal Aid Project No. BRLS-5016(050)
City Specification No. 90480
Bid Opening Date: May 1, 2019
Mike’s
Engineer Stamp here
City of San Luis Obispo
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Table of Contents
NOTICE TO BIDDERS ..................................................................................................................................... 4
PROPOSAL TO THE CITY OF SAN LUIS OBISPO ...................................................................................... 8
BID ITEM LIST............................................................................................................................................... 11
BIDDER ACKNOWLEDGEMENTS ............................................................................................................. 15
QUALIFICATIONS ........................................................................................................................................ 16
LIST OF SUBCONTRACTORS ..................................................................................................................... 17
PUBLIC CONTRACT CODE ......................................................................................................................... 19
NONCOLLUSION AFFIDAVIT .................................................................................................................... 21
DEBARMENT AND SUSPENSION CERTIFICATION ............................................................................... 22
NONLOBBYING CERTIFICATION FOR FEDERAL-AID CONTRACTS ................................................ 23
BIDDER'S BOND ........................................................................................................................................... 27
EXHIBIT 15-G LOCAL AGENCY BIDDER DBE COMMITMENT (CONSTRUCTION CONTRACTS)
.......................................................................................................................... Error! Bookmark not defined.
EXHIBIT 15-H DBE INFORMATION —GOOD FAITH EFFORTS .......................................................... 30
SAMPLE CONTRACT ..................................................................................................................................... 1
FORM OF AGREEMENT ............................................................................... Error! Bookmark not defined.
SAMPLE PAYMENT BOND ......................................................................................................................... 17
SAMPLE PERFORMANCE BOND ............................................................................................................... 19
FEDERAL MINIMUM WAGE RATES ......................................................................................................... 20
City of San Luis Obispo
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NOTICE TO BIDDERS
CONTRACT NO. 05-5016R
FEDERAL AID PROJECT No. BRLS-5016(050)
Sealed bids for the work shown on the plans entitled:
MARSH STREET BRIDGE OVER SAN LUIS OBISPO CREEK BRIDGE
REPLACEMENT PROJECT
BR. NO. 49C0453
Bids will be received by the City of San Luis Obispo at the Public Works Administration Office located at 919
Palm Street, San Luis Obispo, California 93401 until 2:00 PM on May 1, 2019 at which time they will be
publicly opened and read at said address. City reserves the right to reject any or all bids and to waive any
irregularities in bids.
Bid forms for this work are included in this Book.
General Work Description:
Work includes the replacement of the Marsh Street Bridge, construction of a soldier pile wall, sewer line
relocation and approach roadway.
Project Location: In the City of San Luis.
The estimated cost of this project is $3,900,000.
Complete the work within 120 Working Days.
The DBE Contract goal is 16 percent.
For the Federal training program, the number of trainees or apprentices is 3.
Bids are required for the entire work described herein.
A mandatory pre-bid meeting will be held on Wednesday April 17, 2019, at 10:00 a.m. in the City Hall Council
Chambers at 990 Palm Street, San Luis Obispo, California 93401.
The Contractor must possess a valid California Class A contractor's license, or a combination of the following
classes: C-8 Concrete Contractor, C-12 Earthwork and Paving Contractor, C-13 Fencing Contractor, C-32 Parking
and Highway Improvement Contractor, D-42 Sign Installation Contractor, D-56 Trenching Contractor, D-63
Construction Cleanup Contractor, and all other classes required by the categories and types of work included in
this contract at the time of the bid award. All licenses must remain in effect throughout the term of this contract.
This contract is subject to state contract nondiscrimination and compliance requirements pursuant to Government
Code, Section 12990.
Inquiries or questions based on alleged patent ambiguity of the plans, specifications or estimate must be
communicated as a bidder inquiry prior to bid opening. Any such inquiries or questions, submitted after bid
opening, will not be treated as a bid protest.
City of San Luis Obispo
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Plans, specifications and proposal forms for bidding this project can only be obtained from the website at:
http://www.slocity.org/publicworks/bids.asp
A printed copy may be obtained at the office of the City Engineer by paying a non-refundable fee of:
1. $225 if picked up in person, or
2. $250 if by mailing to the office of the City Engineer
Request must include Specification Number. The office of the City Engineer is located at:
919 Palm Street
San Luis Obispo, CA 93401
Caltrans Standard Specifications and Standard Plans are available on the website:
http://dot.ca.gov/hq/esc/oe/construction_standards.html
City Standard Specifications and Engineering Standards referenced in the Special Provisions may be downloaded,
free of charge, from the City’s website at:
http://www.slocity.org/publicworks/slostandards.asp
A printed copy may be obtained by paying a non-refundable fee of:
1. $16.00 if picked up in person, or
2. $21.00 if by mailing to the office of the City Engineer
You are responsible to obtain all issued addenda prior to bid opening. Addenda will be available to download at
the City’s website listed above or at the office of the City Engineer.
Contact the project manager, Mike McGuire, P.E. at (805)-783-7716 or Public Works Department at (805) 781-
7200 prior to bid opening to verify the number of addenda issued.
You are responsible to verify your contact information is correct on the plan holders list located on the City’s
website at: http://www.slocity.org/publicworks/bids.asp.
All questions concerning this project must be provided in writing and must be received by the City, in the manner
described below, on or before the bid opening date. City makes no assurances that questions received within five
(5) days of the bid opening date will be answered prior to bid opening. Written questions may be faxed or mailed
to the following locations:
Faxes: To the attention of Mike McGuire, P.E., Project Manager at (805) 781-7198.
Mailed: To the attention of the Mike McGuire, P.E., Project Manager,
Department of Public Works, Engineering Division
919 Palm Street
San Luis Obispo, CA 93401
You must have experience constructing projects similar to the work specified for this project. Provide three
similar reference projects completed as either the prime or subcontractor. All reference projects must have been
completed under contract with a City, County, State or Federal Government agency with you as the prime
contractor. All referenced projects must be completed within the last ten years from this project’s bid opening
date.
All referenced projects must include bridge construction.
Failure to provide reference projects as specified in this section and as required on the qualification form is cause
to reject a bid as being non-responsive.
City of San Luis Obispo
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The City reserves the right to reject any bid based on non-responsiveness if a bidder fails to provide a bid that
complies with all bidding instructions.
The City reserves the right to reject a responsive bid based on the non-responsibility of the bidder if the Director
of Public Works or Designee finds, after providing notice and a hearing to the bidder, that the bidder lacks the
1. knowledge
2. experience,
3. or is otherwise not responsible
as defined in Section 3.24 of the San Luis Obispo Municipal Code to complete the project in the best interest of
the City.
Rejected bidders may appeal this determination. Appeal must comply with the requirements in this Notice to
Bidders.
It is the City of San Luis Obispo’s intent to award the contract to the lowest responsive bid submitted by a
responsible bidder. If in the bidder’s opinion the contract has been or may be improperly awarded, the bidder
may protest the contract award.
Protests must be filed no later than five working days after either:
1. bid opening date
2. notification of rejected bid.
Protest must be in writing and received by the project manager located at:
919 Palm Street
San Luis Obispo, CA 93401.
Valid protests must contain the following information:
1. the reasons for the protest
2. any supporting documentation
3. the ruling expected by the City to remedy the protest.
Any protest not containing all required information will be deemed invalid and rejected.
The City will consider additional documentation or other supporting information regarding the protest if
submitted in compliance to the specified time limits. Anything submitted after the specified time limit will be
rejected and not be considered.
The Director of Public Works or Designee may request additional information to be submitted within three days
of the request, unless otherwise specified, and will notify the protester of ruling within ten days of determination.
In the event that protester is not satisfied with ruling, the protester may appeal the ruling to the City Council in
compliance with Chapter 1.20 of the City of San Luis Obispo Municipal Code.
Pursuant to the Public Records Act (Government Code, § 6250, et seq.), the City will make public records
available upon request.
As a condition to executing a contract with the City, a payment bond and a performance bond, each equal to one
hundred percent of the total contract price are required.
The City of San Luis Obispo affirms that in any contract entered into pursuant to this advertisement,
disadvantaged business enterprises will be afforded full opportunity to submit bids in response to this invitation.
Pursuant to Section 1773 of the Labor Code, the general prevailing wage rates in the county, or counties, in which
the work is to be done have been determined by the Director of the California Department of Industrial Relations.
These wages are set forth in the General Prevailing Wage Rates for this project are available from the California
City of San Luis Obispo
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Department of Industrial Relations’ Internet web site at http://www.dir.ca.gov/DLSR/PWD. The Federal
minimum wage rates for this project as predetermined by the United States Secretary of Labor are set forth in the
Bid Book and in copies of this book that may be examined at the offices described above where project plans,
special provisions, and bid forms may be seen. Addenda to modify the Federal minimum wage rates, if
necessary, will be issued to holders of Bid Book. Future effective general prevailing wage rates, which have been
predetermined and are on file with the California Department of Industrial Relations are referenced but not printed
in the general prevailing wage rates.
Attention is directed to the Federal minimum wage rate requirements in the Bid Book. If there is a difference
between the minimum wage rates predetermined by the Secretary of Labor and the general prevailing wage rates
determined by the Director of the California Department of Industrial Relations for similar classifications of
labor, the Contractor and subcontractors must pay not less than the higher wage rate. The Department will not
accept lower State wage rates not specifically included in the Federal minimum wage determinations. This
includes "helper" (or other classifications based on hours of experience) or any other classification not appearing
in the Federal wage determinations. Where Federal wage determinations do not contain the State wage rate
determination otherwise available for use by the Contractor and subcontractors, the Contractor and subcontractors
must pay not less than the Federal minimum wage rate, which most closely approximates the duties of the
employees in question.
The U.S. Department of Transportation (DOT) provides a toll-free “hotline” service to report bid rigging
activities. Bid rigging activities can be reported Mondays through Fridays, between 8:00 a.m. and 5:00 p.m.,
Eastern Time, Telephone No. 1-800-424-9071. Anyone with knowledge of possible bid rigging, bidder collusion,
or other fraudulent activities should use the “hotline” to report these activities. The “hotline” is part of the DOT’s
continuing effort to identify and investigate highway construction contract fraud and abuse and is operated under
the direction of the DOT Inspector General. All information will be treated confidentially and caller anonymity
will be respected.
City of San Luis Obispo
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(DO NOT DETACH)
PROPOSAL TO THE CITY OF SAN LUIS OBISPO
DEPARTMENT OF PUBLIC WORKS
CONTRACT NO. 05-5016R
FEDERAL AID PROJECT NO. BRLS-5016(050)
CITY SPECIFICATION NO. 90480
NAME OF BIDDER ___________________________________________________________________
BUSINESS P.O. BOX __________________________________________________________________
CITY, STATE, ZIP ___________________________________________________________________
BUSINESS STREET ADDRESS ________________________________________________________
(Please include even if P.O. Box used)
CITY, STATE, ZIP ___________________________________________________________________
TELEPHONE NO: AREA CODE ( ) _________________________________________
FAX NO: AREA CODE ( ) _________________________________________
CONTRACTOR LICENSE NO. _________________________________________________________
The work for which this proposal is submitted is for construction in conformance with the special provisions (including the
payment of not less than the State general prevailing wage rates or Federal minimum wage rates), the project plans described
below, including any addenda thereto, the contract annexed hereto, and also in conformance with the 2015 California
Department of Transportation Standard Plans, the 2015 Standard Specifications, and the Labor Surcharge and Equipment
Rental Rates in effect on the date the work is accomplished.
The special provisions for the work to be done are dated November 28, 2018 and are entitled:
CITY OF SAN LUIS OBISPO
DEPARTMENT OF PUBLIC WORKS
SPECIAL PROVISIONS FOR
MARSH STREET BRIDGE OVER SAN LUIS OBISPO CREEK
BRIDGE REPLACEMENT PROJECT
BR. NO. 49C0453
The project plans for the work to be done were approved November 28, 2018 and are entitled:
City of San Luis Obispo
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CITY OF SAN LUIS OBISPO
DEPARTMENT OF PUBLIC WORKS
PROJECT PLANS FOR
MARSH STREET BRIDGE OVER SAN LUIS OBISPO CREEK BRIDGE REPLACEMENT
PROJECT
BR. NO. 49C0453
Bids are to be submitted for the entire work. The amount of the bid for comparison purposes will be the total of all items.
The bidder shall set forth for each unit basis item of work a unit price and a total for the item, and for each lump sum item a
total for the item, all in clearly legible figures in the respective spaces provided for that purpose. In the case of unit basis
items, the amount set forth under the "Item Total" column shall be the product of the unit price bid and the estimated quantity
for the item.
In case of discrepancy between the unit price and the total set forth for a unit basis item, the unit price shall prevail, except as
provided in (a) or (b), as follows:
(a) If the amount set forth as a unit price is unreadable or otherwise unclear, or is omitted, or is the same as the amount
of the entry in the item total column, then the amount set forth in the item total column for the item shall prevail and
shall be divided by the estimated quantity for the item and the price thus obtained shall be the unit price;
(b) (Decimal Errors) If the product of the entered unit price and the estimated quantity is exactly off by a factor of ten,
one hundred, etc., or one-tenth, or one-hundredth, etc. from the entered total, the discrepancy will be resolved by
using the entered unit price or item total, whichever most closely approximates percentage-wise the unit price or
item total in the CITY OF SAN LUIS OBISPO's Final Estimate of cost.
If both the unit price and the item total are unreadable or otherwise unclear, or are omitted, the bid may be deemed irregular.
Likewise if the item total for a lump sum item is unreadable or otherwise unclear, or is omitted, the bid may be deemed
irregular unless the project being bid has only a single item and a clear, readable total bid is provided.
Symbols such as commas and dollar signs will be ignored and have no mathematical significance in establishing any unit
price or item total or lump sums. Written unit prices, item totals and lump sums will be interpreted according to the number
of digits and, if applicable, decimal placement. Cents symbols also have no significance in establishing any unit price or item
total since all figures are assumed to be expressed in dollars and/or decimal fractions of a dollar. Bids on lump sum items
shall be item totals only; if any unit price for a lump sum item is included in a bid and it differs from the item total, the items
total shall prevail.
The foregoing provisions for the resolution of specific irregularities cannot be so comprehensive as to cover every omission,
inconsistency, error or other irregularity which may occur in a bid. Any situation not specifically provided for will be
determined in the discretion of the CITY OF SAN LUIS OBISPO, and that discretion will be exercised in the manner
deemed by the CITY OF SAN LUIS OBISPO to best protect the public interest in the prompt and economical completion
of the work. The decision of the CITY OF SAN LUIS OBISPO respecting the amount of a bid, or the existence or
treatment of an irregularity in a bid, shall be final.
If this proposal shall be accepted and the undersigned shall fail to enter into the contract and furnish the 2 bonds in the sums
required by the State Contract Act, with surety satisfactory to the CITY OF SAN LUIS OBISPO, within 8 days, not
including Saturdays, Sundays and legal holidays, after the bidder has received notice from the CITY OF SAN LUIS
OBISPO that the contract has been awarded, the CITY OF SAN LUIS OBISPO may, at its option, determine that the
bidder has abandoned the contract, and thereupon this proposal and the acceptance thereof shall be null and void and the
forfeiture of the security accompanying this proposal shall operate and the same shall be the property of the CITY OF SAN
LUIS OBISPO.
The undersigned, as bidder, declares that the only persons or parties interested in this proposal as principals are those named
herein; that this proposal is made without collusion with any other person, firm, or corporation; that he has carefully
examined the location of the proposed work, the annexed proposed form of contract, and the plans therein referred to; and he
proposes, and agrees if this proposal is accepted, that he will contract with the CITY OF SAN LUIS OBISPO, in the form
of the copy of the contract annexed hereto, to provide all necessary machinery, tools, apparatus and other means of
City of San Luis Obispo
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construction, and to do all the work and furnish all the materials specified in the contract, in the manner and time therein
prescribed, and according to the requirements of the Engineer as therein set forth, and that he will take in full payment
therefore the following prices, to wit:
City of San Luis Obispo
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BID ITEM LIST
Item Bid
Item P- Item Unit of Estimated Unit Price Item Total
No. Code(1) F Description Measure Quantity (in figures) (in figures)
1 070030 LEAD COMPLIANCE PLAN LS 1
2 080050 PROGRESS SCHEDULE
(CRITICAL PATH METHOD) LS 1
3 120090 CONSTRUCTION AREA SIGNS LS 1
4 120100 TRAFFIC CONTROL SYSTEM LS 1
5 120149 TEMPORARY PAVEMENT
MARKING (PAINT) SQFT 297
6 120159 TEMPORARY TRAFFIC STRIPE
(PAINT) LF 744
7 120165 CHANNELIZER (SURFACE
MOUNTED) EA 16
8 120185 6" TEMPORARY PIPE BOLLARD EA 2
9 128651 PORTABLE CHANGEABLE
MESSAGE SIGN EA 3
10 129000 TEMPORARY RAILING (TYPE K) LF 100
11 130100 JOB SITE MANAGEMENT LS 1
12 130300 PREPARE STORM WATER
POLLUTION PREVENTION PLAN LS 1
13 130310 RAIN EVENT ACTION PLAN EA 5
14 130320 STORM WATER SAMPLING AND
ANALYSIS DAY EA 10
15 130330 STORM WATER ANNUAL
REPORT EA 1
16 130401 TEMPORARY CREEK DIVERSION
SYSTEM EA 1
17 130505
MOVE-IN/MOVE-OUT
(TEMPORARY EROSION
CONTROL)
EA 2
18 130580 STOCKPILE MANAGEMENT
PLAN LS 1
19 130620 TEMPORARY DRAINAGE INLET
PROTECTION EA 5
20 130640 TEMPORARY FIBER ROLL LF 500
21 130710 TEMPORARY CONSTRUCTION
ENTRANCE EA 2
22 130730 STREET SWEEPING LS 1
23 130900 TEMPORARY CONCRETE
WASHOUT LS 1
24 150241 ABANDON SEWER LS 1
25 150714 REMOVE THERMOPLASTIC
TRAFFIC STRIPE LF 1,019
26 150715 REMOVE THERMOPLASTIC
PAVEMENT MARKING SQFT 145
27 150722 REMOVE PAVEMENT MARKER EA 18
28 150742 REMOVE ROADSIDE SIGN EA 6
29 150812 REMOVE PIPE LF 80
30 150827 REMOVE CATCH BASIN EA 1
31 150857 REMOVE ASPHALT CONCRETE
SURFACING SQFT 20,900
32 152326 RESET BENCH EA 1
33 152327 RELOCATE PARKING METER EA 6
City of San Luis Obispo
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Item Bid
Item P- Item Unit of Estimated Unit Price Item Total
No. Code(1) F Description Measure Quantity (in figures) (in figures)
34 152328 RESET BIKE RACK EA 1
35 152329 RESET TRASH RECEPTACLE EA 1
36 152438 ADJUST FRAME AND COVER TO
GRADE EA 26
37 152607 MODIFY CATCH BASIN EA 2
38 153215 REMOVE CONCRETE (CURB AND
GUTTER) LF 305
39 153241 REMOVE CONCRETE(CURB,
GUTTER, AND SIDEWALK) LF 403
40 160102 CLEARING AND GRUBBING LS 1
41 160110 TEMPORARY HIGH-VISIBILITY
FENCE LF 400
42 170101 DEVELOP WATER SUPPLY LS 1
43 170200 STUMP TREE EA 1
44 170201 TRIM TREE EA 3
45 190101 ROADWAY EXCAVATION CY 2,300
46 192020 STRUCTURE EXCAVATION
(TYPE D) CY 1,452
47 192049 STRUCTURE EXCAVATION
(SOLDIER PILE WALL) CY 88
48 193003 STRUCTURE BACKFILL
(BRIDGE) CY 784
49 193006 STRUCTURE BACKFILL (SLURRY
CEMENT) CY 18
50 193029 STRUCTURE BACKFILL
(SOLDIER PILE WALL) CY 19
51 193116 CONCRETE BACKFILL (SOLDIER
PILE WALL) CY 20
52 193119 LEAN CONCRETE BACKFILL CY 8
53 210430 HYDROSEED SQFT 4,325
54 260203 CLASS 2 AGGREGATE BASE CY 680
55 260304 CLASS 3 AGGREGATE SUBBASE CY 627
56 390132 HOT MIX ASPHALT (TYPE A) TON 580
57 490328 P STEEL SOLDIER PILE (W 14 X
132) LF 198
58 490400 24" DRILLED HOLE LF 193
59 495000 P MICROPILE EA 81
60 510051 F STRUCTURAL CONCRETE,
BRIDGE FOOTING CY 142
61 510053 F STRUCTURAL CONCRETE,
BRIDGE CY 300
62 510054 F STRUCTURAL CONCRETE,
BRIDGE (POLYMER FIBER) CY 308
63 512525 P-F PRECAST CONCRETE LAGGING EA 52
64 520102 P-F BAR REINFORCING STEEL
(BRIDGE) LB 143,820
65 520115 P-F BAR REINFORCING STEEL
(GALVANIZED) LB 1,598
66 566011 ROADSIDE SIGN - ONE POST EA 10
67 590120 CLEAN AND PAINT STEEL
SOLDIER PILE LS 1
City of San Luis Obispo
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Item Bid
Item P- Item Unit of Estimated Unit Price Item Total
No. Code(1) F Description Measure Quantity (in figures) (in figures)
68 600097 BRIDGE REMOVAL LS 1
69 620002 6" PLASTIC PIPE (SEWER,
DIRECTIONAL DRILL) LF 244
70 641101 10" PLASTIC PIPE (SEWER) LF 25
71 641107 18" PLASTIC PIPE LF 12
72 642116 8" DUCTILE IRON PIPE LF 84
73 700618 CATCH BASIN (TYPE 3355) EA 1
74 722020 GABION CY 2
75 723060 ROCK SLOPE PROTECTION (300
LB, CLASS IV, METHOD B) (CY) CY 303
76 729011 P ROCK SLOPE PROTECTION
FABRIC (CLASS 8) SQYD 548
77 730070 DETECTABLE WARNING
SURFACE SF 12
78 731504 MINOR CONCRETE (CURB AND
GUTTER) CY 40
79 731516 MINOR CONCRETE (DRIVEWAY
RAMP) CY 12
80 731623 MINOR CONCRETE (CURB
RAMP) CY 1
81 731630 MINOR CONCRETE (MISSION
STYLE SIDEWALK) LF 661
82 735000 PARKING BUMPER (PRECAST
CONCRETE) EA 3
83 770410 P MANHOLE FRAME AND COVER EA 4
84 770411 MANHOLE EA 4
85 770501 PLACE PARKING METER EA 2
86 800100 TEMPORARY FENCE (TYPE CL-6) LF 95
87 832005 MIDWEST GUARDRAIL SYSTEM LF 38
88 833032 P-F CHAIN LINK RAILING TYPE 7
(MOD) LF 20
89 833077 PEDESTRIAN BARRICADE EA 6
90 833190 F CONCRETE, SIDEWALK
(BRIDGE) LF 111
91 833191 F CONCRETE RAILING TYPE C411 LF 98
92 839800 P BRIDGE PLAQUE LS 1
93 840505 6" THERMOPLASTIC TRAFFIC
STRIPE LF 1,835
94 840506 8" THERMOPLASTIC TRAFFIC
STRIPE LF 253
95 840515 THERMOPLASTIC PAVEMENT
MARKING SQFT 436
96 850111 PAVEMENT MARKER (RETRO
REFLECTIVE) EA 39
97 860150 P SIGNAL AND LIGHTING
(TEMPORARY) LS 1
98 860403 P BRIDGE AND STREET LIGHTING LS 1
99 999990 MOBILIZATION LS 1
Total Project Bid $
Company Name:
City of San Luis Obispo
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P = ELIGIBLE FOR PROGRESS PAYMENT
F = FINAL PAY ITEM
City of San Luis Obispo
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BIDDER ACKNOWLEDGEMENTS
By signing below, the bidder acknowledges and confirms that this bid is based on the information contained in all
contract documents, including the notice to bidders, plans, specifications, special provisions, and addendum
number(s) . (Note: You are responsible to verify the number of addenda prior to the
bid opening.)
THE UNDERSIGNED FURTHER AGREES THAT IN CASE OF DEFAULT IN EXECUTING THE REQUIRED
CONTRACT, WITH NECESSARY BONDS, WITHIN EIGHT DAYS, (NOT INCLUDING SATURDAYS,
SUNDAYS, AND LEGAL HOLIDAYS), AFTER HAVING RECEIVED A MAILED NOTICE THAT THE
CONTRACT IS READY FOR SIGNATURE, THE PROCEEDS OF THE CHECK OR BOND
ACCOMPANYING HIS BID WILL BECOME THE PROPERTY OF THE CITY OF SAN LUIS OBISPO.
Licensed in accordance with an act providing for the registration of contractors, License No. , Expiration
Date .
The above statement is made under penalty of perjury, and any bid not containing this information "will be
considered non-responsive and will be rejected” by the City.
Signature of Bidder
(Print Name and Title of Bidder)
Business Name (DBA):
Owner/Legal Name:
Indicate One: ¨Sole-proprietor ¨ Partnership ¨Corporation
List Partners/Corporate Officers:
Name Title
Name Title
Name Title
Business Address
Street Address
Mailing Address
City, State, Zip Code
Phone Number
Fax Number
Email Address
Date
City of San Luis Obispo
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QUALIFICATIONS
Failure to furnish complete reference information, as specified in this project’s Notice to Bidders, is cause to reject
the bid.
Reference Number 1
Customer Name & Contact Individual
Telephone & Fax Number
Street Address, City, State, Zip Code
Date project completed? Describe the services provided and how this project is similar to
that which is being bid:
Is this similar to the project being bid
or did this project include bridge
activity? Yes □ No □
Was this contract for a public agency?
Yes □ No □
Reference Number 2
Customer Name & Contact Individual
Telephone & Fax Number
Street Address, City, State, Zip Code
Date project completed? Describe the services provided and how this project is similar to
that which is being bid:
Is this similar to the project being bid
or did this project include bridge
activity? Yes □ No □
Was this contract for a public agency?
Yes □ No □
Reference Number 3
Customer Name & Contact Individual
Telephone & Fax Number
Street Address, City, State, Zip Code
Date project completed? Describe the services provided and how this project is similar to
that which is being bid:
Is this similar to the project being bid
or did this project include bridge
activity? Yes □ No □
Was this contract for a public agency?
Yes □ No □
City of San Luis Obispo
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The Bidder shall list the name and address, Contractor license number, and description of portion of work subcontracted of
each subcontractor to whom the Bidder proposes to subcontract portions of the work, as required by the provisions of the
Standard Specifications and of the special provisions.
LIST OF SUBCONTRACTORS
Business
Name and Location
California
Contractor License
Number
Description of Portion of Work Bid Items
Numbers
Percentage of
Bid Item
Subcontracted
(THE BIDDER'S EXECUTION ON THE SIGNATURE PORTION OF THIS PROPOSAL SHALL
ALSO CONSTITUTE AN ENDORSEMENT AND EXECUTION OF THOSE CERTIFICATIONS
WHICH ARE A PART OF THIS PROPOSAL)
City of San Luis Obispo
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EQUAL EMPLOYMENT OPPORTUNITY CERTIFICATION
The bidder_________________________________________________________________, proposed subcontractor
_______________________________________________, hereby certifies that he has ___ , has not , participated in
a previous contract or subcontract subject to the equal opportunity clauses, as required by Executive Orders 10925, 11114, or
11246, and that, where required, he has filed with the Joint Reporting Committee, the Director of the Office of Federal
Contract Compliance, a Federal Government contracting or administering agency, or the former President's Committee on
Equal Employment Opportunity, all reports due under the applicable filling requirements.
Note: The above certification is required by the Equal Employment Opportunity Regulations of the Secretary of Labor (41
CFR 60-1.7(b) (1)), and must be submitted by bidders and proposed subcontractors only in connection with
contracts and subcontracts which are subject to the equal opportunity clause. Contracts and subcontracts which are
exempt from the equal opportunity clause are set forth in 41 CFR 60-1.5. (Generally only contracts or subcontracts
of $10,000 or under are exempt.)
Currently, Standard Form 100 (EEO-1) is the only report required by the Executive Orders or their implementing
regulations.
Proposed prime contractors and subcontractors who have participated in a previous contract or subcontract subject to
the Executive Orders and have not filed the required reports should note that 41 CFR 60-1.7(b) (1) prevents the
award of contracts and subcontracts unless such contractor submits a report covering the delinquent period or such
other period specified by the Federal Highway Administration or by the Director, Office of Federal Contract
Compliance, U.S. Department of Labor.
_________________________________________________________________
City of San Luis Obispo
Page | 19
PUBLIC CONTRACT CODE
PUBLIC CONTRACT CODE SECTION 10285.1 STATEMENT
In conformance with Public Contract Code Section 10285.1 (Chapter 376, Stats. 1985), the bidder hereby declares
under penalty of perjury under the laws of the State of California that the bidder has ___ , has not ___ been convicted
within the preceding three years of any offenses referred to in that section, including any charge of fraud, bribery, collusion,
conspiracy, or any other act in violation of any state or Federal antitrust law in connection with the bidding upon, award of,
or performance of, any public works contract, as defined in Public Contract Code Section 1101, with any public entity, as
defined in Public Contract Code Section 1100, including the Regents of the University of California or the Trustees of the
California State University. The term "bidder" is understood to include any partner, member, officer, director, responsible
managing officer, or responsible managing employee thereof, as referred to in Section 10285.1.
Note: The bidder must place a checkmark after "has" or "has not" in one of the blank spaces provided. The above
Statement is part of the Proposal. Signing this Proposal on the signature portion thereof shall also constitute
signature of this Statement. Bidders are cautioned that making a false certification may subject the certifier to
criminal prosecution.
PUBLIC CONTRACT CODE SECTION 10162 QUESTIONNAIRE
In conformance with Public Contract Code Section 10162, the Bidder shall complete, under penalty of perjury, the following
questionnaire:
Has the bidder, any officer of the bidder, or any employee of the bidder who has a proprietary interest in the bidder, ever been
disqualified, removed, or otherwise prevented from bidding on, or completing a federal, state, or local government project
because of a violation of law or a safety regulation?
Yes _____ No _____
If the answer is yes, explain the circumstances in the following space.
City of San Luis Obispo
Page | 20
PUBLIC CONTRACT CODE 10232 STATEMENT
In conformance with Public Contract Code Section 10232, the Contractor, hereby states under penalty of perjury, that no
more than one final unappealable finding of contempt of court by a federal court has been issued against the Contractor
within the immediately preceding two-year period because of the Contractor's failure to comply with an order of a federal
court which orders the Contractor to comply with an order of the National Labor Relations Board.
LABOR CODE SECTION 1725.5 STATEMENTS
The bidder has delinquent liability to an employee or the state for any assessment of back wages or related damages, interest,
fines, or penalties pursuant to any final judgment, order, or determination by a court or any federal, state, or local
administrative agency, including a confirmed arbitration award. Any judgment, order, or determination that is under appeal is
excluded, provided that the contractor has secured the payment of any amount eventually found due through a bond or other
appropriate means.
Yes _____ No _____
The bidder is currently debarred under Section 1777.1 or under any other federal or state law providing for the debarment of
contractors from public works.
Yes _____ No _____
Note: The above Statement and Questionnaire are part of the Proposal. Signing this Proposal on the signature
portion thereof shall also constitute signature of this Statement and Questionnaire.
Bidders are cautioned that making a false certification may subject the certifier to criminal prosecution.
City of San Luis Obispo
Page | 21
NONCOLLUSION AFFIDAVIT
(Title 23 United States Code Section 112 and
Public Contract Code Section 7106)
To the CITY OF SAN LUIS OBISPO
DEPARTMENT OF PUBLIC WORKS.
In conformance with Title 23 United States Code Section 112 and Public Contract Code 7106 the bidder
declares that the bid is not made in the interest of, or on behalf of, any undisclosed person, partnership,
company, association, organization, or corporation; that the bid is genuine and not collusive or sham; that
the bidder has not directly or indirectly induced or solicited any other bidder to put in a false or sham bid,
and has not directly or indirectly colluded, conspired, connived, or agreed with any bidder or anyone else to
put in a sham bid, or that anyone shall refrain from bidding; that the bidder has not in any manner, directly
or indirectly, sought by agreement, communication, or conference with anyone to fix the bid price of the
bidder or any other bidder, or to fix any overhead, profit, or cost element of the bid price, or of that of any
other bidder, or to secure any advantage against the public body awarding the contract of anyone interested
in the proposed contract; that all statements contained in the bid are true; and, further, that the bidder has
not, directly or indirectly, submitted his or her bid price or any breakdown thereof, or the contents thereof,
or divulged information or data relative thereto, or paid, and will not pay, any fee to any corporation,
partnership, company association, organization, bid depository, or to any member or agent thereof to
effectuate a collusive or sham bid.
Note: The above Noncollusion Affidavit is part of the Proposal. Signing this Proposal on the signature
portion thereof shall also constitute signature of this Noncollusion Affidavit.
Bidders are cautioned that making a false certification may subject the certifier to criminal
prosecution.
City of San Luis Obispo
Page | 22
DEBARMENT AND SUSPENSION CERTIFICATION
TITLE 49, CODE OF FEDERAL REGULATIONS, PART 29
The bidder, under penalty of perjury, certifies that, except as noted below, he/she or any other person associated
therewith in the capacity of owner, partner, director, officer, manager:
• is not currently under suspension, debarment, voluntary exclusion, or determination of ineligibility by any
Federal agency;
• has not been suspended, debarred, voluntarily excluded or determined ineligible by any Federal agency
within the past 3 years;
• does not have a proposed debarment pending; and
• has not been indicted, convicted, or had a civil judgment rendered against it by a court of competent
jurisdiction in any matter involving fraud or official misconduct within the past 3 years.
If there are any exceptions to this certification, insert the exceptions in the following space.
Exceptions will not necessarily result in denial of award, but will be considered in determining bidder
responsibility. For any exception noted above, indicate below to whom it applies, initiating agency, and dates of
action.
Notes: Providing false information may result in criminal prosecution or administrative sanctions.
The above certification is part of the Proposal. Signing this Proposal on the signature portion thereof
shall also constitute signature of this Certification.
City of San Luis Obispo
Page | 23
NONLOBBYING CERTIFICATION FOR FEDERAL-AID
CONTRACTS
The prospective participant certifies, by signing and submitting this bid or proposal, to the best of his or her knowledge and
belief, that:
(l) No Federal appropriated funds have been paid or will be paid, by or on behalf of the undersigned, to any person for
influencing or attempting to influence an officer or employee of any Federal agency, a Member of Congress, an
officer or employee of Congress, or an employee of a Member of Congress in connection with the awarding of any
Federal contract, the making of any Federal grant, the making of any Federal loan, the entering into of any
cooperative agreement, and the extension, continuation, renewal, amendment, or modification of any Federal
contract, grant, loan, or cooperative agreement.
(2) If any funds other than Federal appropriated funds have been paid or will be paid to any person for influencing or
attempting to influence an officer or employee of any Federal agency, a Member of Congress, an officer or
employee of Congress, or an employee of a Member of Congress in connection with this Federal contract, grant,
loan, or cooperative agreement, the undersigned shall complete and submit Standard Form-LLL, "Disclosure of
Lobbying Activities," in conformance with its instructions.
This certification is a material representation of fact upon which reliance was placed when this transaction was made or
entered into. Submission of this certification is a prerequisite for making or entering into this transaction imposed by Section
1352, Title 31, U.S. Code. Any person who fails to file the required certification shall be subject to a civil penalty of not less
than $10,000 and not more than $100,000 for each such failure.
The prospective participant also agrees by submitting his or her bid or proposal that he or she shall require that the language
of this certification be included in all lower tier subcontracts, which exceed $100,000 and that all such subrecipients shall
certify and disclose accordingly.
City of San Luis Obispo
Page | 24
DISCLOSURE OF LOBBYING ACTIVITIES
COMPLETE THIS FORM TO DISCLOSE LOBBYING ACTIVITIES PURSUANT TO 31 U.S.C. 1352
1. Type of Federal Action: 2. Status of Federal Action: 3. Report Type:
a. contract a. bid/offer/application a. initial
b. grant b. initial award b. material change
c. cooperative agreement c. post-award
d. loan For Material Change Only:
e. loan guarantee year ____ quarter _________
f. loan insurance date of last report __________
4. Name and Address of Reporting Entity 5. If Reporting Entity in No. 4 is Subawardee,
Enter Name and Address of Prime:
Prime Subawardee
Tier _______ , if known
Congressional District, if known Congressional District, if known
6. Federal Department/Agency: 7. Federal Program Name/Description:
CFDA Number, if applicable ____________________
8. Federal Action Number, if known: 9. Award Amount, if known:
10. a. Name and Address of Lobby Entity b. Individuals Performing Services (including
(If individual, last name, first name, MI) address if different from No. 10a)
(last name, first name, MI)
(attach Continuation Sheet(s) if necessary)
11. Amount of Payment (check all that apply) 13. Type of Payment (check all that apply)
$ _____________ actual planned a. retainer
b. one-time fee
12. Form of Payment (check all that apply): c. commission
a. cash d. contingent fee
b. in-kind; specify: nature _____________ e deferred
value_____________ f. other, specify _________________________
14. Brief Description of Services Performed or to be performed and Date(s) of Service, including
officer(s), employee(s), or member(s) contacted, for Payment Indicated in Item 11:
(attach Continuation Sheet(s) if necessary)
15. Continuation Sheet(s) attached: Yes No
16. Information requested through this form is authorized by
Title 31 U.S.C. Section 1352. This disclosure of lobbying
reliance was placed by the tier above when his transaction
was made or entered into. This disclosure is required
pursuant to 31 U.S.C. 1352. This information will be
reported to Congress semiannually and will be available for
public inspection. Any person who fails to file the required
disclosure shall be subject to a civil penalty of not less than
$10,000 and not more than $100,000 for each such failure.
Signature: ________________________________________
Print Name: ______________________________________
Title: ____________________________________________
Telephone No.: _____________________ Date: __________
Authorized for Local Reproduction
Federal Use Only: Standard Form - LLL
Standard Form LLL Rev. 09-12-97
City of San Luis Obispo
Page | 25
INSTRUCTIONS FOR COMPLETION OF SF-LLL,
DISCLOSURE OF LOBBYING ACTIVITIES
This disclosure form shall be completed by the reporting entity, whether subawardee or prime Federal recipient, at the initiation or
receipt of covered Federal action or a material change to previous filing pursuant to title 31 U.S.C. section 1352. The filing of a
form is required for such payment or agreement to make payment to lobbying entity for influencing or attempting to influence an
officer or employee of any agency, a Member of Congress an officer or employee of Congress or an employee of a Member of
Congress in connection with a covered Federal action. Attach a continuation sheet for additional information if the space on the
form is inadequate. Complete all items that apply for both the initial filing and material change report. Refer to the implementing
guidance published by the Office of Management and Budget for additional information.
1. Identify the type of covered Federal action for which lobbying activity is and/or has been secured to influence, the
outcome of a covered Federal action.
2. Identify the status of the covered Federal action.
3. Identify the appropriate classification of this report. If this is a follow-up report caused by a material change to the
information previously reported, enter the year and quarter in which the change occurred. Enter the date of the last,
previously submitted report by this reporting entity for this covered Federal action.
4. Enter the full name, address, city, state and zip code of the reporting entity. Include Congressional District if known.
Check the appropriate classification of the reporting entity that designates if it is or expects to be a prime or subaward
recipient. Identify the tier of the subawardee, e.g., the first subawardee of the prime is the first tier. Subawards include
but are not limited to subcontracts, subgrants and contract awards under grants.
5. If the organization filing the report in Item 4 checks "Subawardee" then enter the full name, address, city, state and zip
code of the prime Federal recipient. Include Congressional District, if known.
6. Enter the name of the Federal agency making the award or loan commitment. Include at least one organization level
below agency name, if known. For example, Department of Transportation, United States Coast Guard.
7. Enter the Federal program name or description for the covered Federal action (item 1). If known, enter the full Catalog of
Federal Domestic Assistance (CFDA) number for grants, cooperative agreements, loans and loan commitments.
8. Enter the most appropriate Federal identifying number available for the Federal action identification in item 1 (e.g.,
Request for Proposal (RFP) number, Invitation for Bid (IFB) number, grant announcement number, the contract grant. or
loan award number, the application/proposal control number assigned by the Federal agency). Include prefixes, e.g.,
"RFP-DE-90-001."
9. For a covered Federal action where there has been an award or loan commitment by the Federal agency, enter the Federal
amount of the award/loan commitments for the prime entity identified in item 4 or 5.
10. (a) Enter the full name, address, city, state and zip code of the lobbying entity engaged by the reporting entity identified in
item 4 to influenced the covered Federal action.
(b) Enter the full names of the individual(s) performing services and include full address if different from 10 (a). Enter
Last Name, First Name and Middle Initial (Ml).
11. Enter the amount of compensation paid or reasonably expected to be paid by the reporting entity (item 4) to the lobbying
entity (item 10). Indicate whether the payment has been made (actual) or will be made (planned). Check all boxes that
apply. If this is a material change report, enter the cumulative amount of payment made or planned to be made.
12. Check the appropriate box. Check all boxes that apply. If payment is made through an in-kind contribution, specify the
nature and value of the in-kind payment.
13. Check the appropriate box. Check all boxes that apply. If other, specify nature.
14. Provide a specific and detailed description of the services that the lobbyist has performed or will be expected to perform
and the date(s) of any services rendered. Include all preparatory and related activity not just time spent in actual contact
with Federal officials. Identify the Federal officer(s) or employee(s) contacted or the officer(s) employee(s) or Member(s)
of Congress that were contacted.
15. Check whether or not a continuation sheet(s) is attached.
16. The certifying official shall sign and date the form, print his/her name title and telephone number.
Public reporting burden for this collection of information is estimated to average 30 minutes per response, including time for
reviewing instruction, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the
collection of information. Send comments regarding the burden estimate or any other aspect of this collection of information,
including suggestions for reducing this burden, to the Office of Management and Budget, Paperwork Reduction Project
(0348-0046), Washington, D.C. 20503. SF-LLL-Instructions Rev. 06-04-90«ENDIF»
City of San Luis Obispo
Page | 26
Accompanying this proposal is ____________________________________________________________
(NOTICE: INSERT THE WORDS "CASH($ _________)," "CASHIER'S CHECK,"
"CERTIFIED CHECK," OR "BIDDER'S BOND," AS THE CASE MAY BE.)
in amount equal to at least ten percent of the total of the bid.
The names of all persons interested in the foregoing proposal as principals are as follows:
IMPORTANT NOTICE: If bidder or other interested person is a corporation, state legal name of corporation, also names
of the president, secretary, treasurer, and manager thereof; if a copartnership, state true name of firm, also names of all
individual copartners composing firm; if bidder or other interested person is an individual, state first and last names in full.
Licensed in conformance with an act providing for the registration of Contractors,
License No. _____________________________ Classification(s) _______________________________
ADDENDA
This Proposal is submitted with respect to the changes to the contract included in addenda number/s
_____________________________________________________________________________________________
(Fill in addenda numbers if addenda have been received and insert, in this Proposal, any Engineer's Estimate
sheets that were received as part of the addenda.)
By my signature on this proposal I certify, under penalty of perjury under the laws of the State of California, that the
foregoing questionnaire and statements of Public Contract Code Sections 10162, 10232 and 10285.1 are true and correct and
that the bidder has complied with the requirements of Section 8103 of the Fair Employment and Housing Commission
Regulations (Chapter 5, Title 2 of the California Administrative Code). By my signature on this proposal I further certify,
under penalty of perjury under the laws of the State of California and the United States of America, that the Noncollusion
Affidavit required by Title 23 United States Code, Section 112 and Public Contract Code Section 7106; and the Title 49 Code
of Federal Regulations, Part 29 Debarment and Suspension Certification are true and correct.
Date: ______________________________________
Signature and Title of Bidder
Business Address ________________________________________________________
Place of Business ________________________________________________________
Place of Residence _______________________________________________________
Sign
Here
Signature of Bidder
City of San Luis Obispo
Page | 27
CITY OF SAN LUIS OBISPO
DEPARTMENT OF PUBLIC WORKS
BIDDER'S BOND
We, ________________________________________________________________________________________
_______________________________________________________________________________ as Principal, and
____________________________________________________________________________________________
as Surety are bound unto the City of San Luis Obispo, State of California, hereafter referred to as "Obligee", in the penal sum
of ten percent (10%) of the total amount of the bid of the Principal submitted to the Obligee for the work described below, for
the payment of which sum we bind ourselves, jointly and severally,
THE CONDITION OF THIS OBLIGATION IS SUCH, THAT:
WHEREAS, the Principal is submitted to the Obligee, for CONSTRUCTION ON US ROUTE 101 IN SAN LUIS OBISPO
COUNTY IN SAN LUIS OBISPO FROM 0.4 MI SOUTH OF LOS OSOS VALLEY ROAD OC TO 0.6 MI NORTH OF
LOS OSOS VALLEY ROAD OC for which bids are to be opened at 919 Palm Street, San Luis Obispo, California
93401 on August 12, 2014.
NOW, THEREFORE, if the Principal is awarded the contract and, within the time and manner required under the
specifications, after the prescribed forms are presented to him for signature, enters into a written contract, in the prescribed
form, in conformance with the bid, and files two bonds with the Obligee, one to guarantee faithful performance of the
contract and the other to guarantee payment for labor and materials as provided by law, then this obligation shall be null and
void; otherwise, it shall remain in full force.
In the event suit is brought upon this bond by the Obligee and judgment is recovered, the Surety shall pay all costs incurred
by the Obligee in such suit, including a reasonable attorney's fee to be fixed by the court.
Dated: ___________________________________ , 20 ____ .
____________________________________________________
____________________________________________________
____________________________________________________
Principal
____________________________________________________
Surety
By __________________________________________________
Attorney-in-fact
CERTIFICATE OF ACKNOWLEDGEMENT
State of California
City of San Luis Obispo SS
On this _______ day of _______________________________________________ in the year 20 ___ before me
____________________________________ , personally appeared ______________________________________ ,
Attorney-in-fact
personally known to me (or proved to me on the basis of satisfactory evidence) to be the person whose name is subscribed to
this instrument as the attorney-in-fact of _______________________ , and acknowledged to me that he (she) subscribed the
name of the said company thereto as surety, and his (her) own name as attorney-in-fact.
(SEAL) ___________________________________________________
Notary Public
City of San Luis Obispo
Page | 28
EXHIBIT 15-G CONSTRUCTION CONTRACT DBE COMMITMENT
1. Local Agency: 2. Contract DBE Goal:
3. Project Description:
4. Project Location:
5. Bidder's Name: 6. Prime Certified DBE: o 7. Bid Amount:
8. Total Dollar Amount for ALL Subcontractors: 9. Total Number of ALL Subcontractors:
10. Bid
Item
Number
11. Description of Work, Service, or
Materials Supplied
12. DBE
Certification
Number
13. DBE Contact Information
(Must be certified on the date bids are opened)
14. DBE
Dollar
Amount
Local Agency to Complete this Section
15. TOTAL CLAIMED DBE PARTICIPATION
$
21. Local Agency Contract Number:
22. Federal-Aid Project Number:
%
23. Bid Opening Date:
24. Contract Award Date:
IMPORTANT: Identify all DBE firms being claimed for credit,
regardless of tier. Names of the First Tier DBE Subcontractors
and their respective item(s) of work listed above must be
consistent, where applicable with the names and items of the
work in the "Subcontractor List" submitted with your bid.
Written confirmation of each listed DBE is required.
Local Agency certifies that all DBE certifications are valid and information
on this form is complete and accurate.
25. Local Agency Representative's Signature 26.
Date
16. Preparer's Signature 17.
Date
27. Local Agency Representative's Name 28. Phone 18. Preparer's Name 19. Phone
29. Local Agency Representative's Title 20. Preparer's Title
DISTRIBUTION: 1. Original – Local Agency
2. Copy – Caltrans District Local Assistance Engineer (DLAE). Failure to submit to DLAE within 30 days of contract
execution may result in de-obligation of federal funds on contract. Include additional copy with award package.
ADA Notice: For individuals with sensory disabilities, this document is available in alternate formats. For information call (916) 654-6410 or TDD (916) 654- 3880
or write Records and Forms Management, 1120 N Street, MS-89, Sacramento, CA 95814
City of San Luis Obispo
Page | 29
INSTRUCTIONS – CONSTRUCTION CONTRACT DBE COMMITMENT
CONTRACTOR SECTION
1. Local Agency - Enter the name of the local or regional agency that is funding the contract.
2. Contract DBE Goal - Enter the contract DBE goal percentage as it appears on the project advertisement.
3. Project Location - Enter the project location as it appears on the project advertisement.
4. Project Description - Enter the project description as it appears on the project advertisement (Bridge Rehab,
Seismic Rehab, Overlay, Widening, etc).
5. Bidder’s Name - Enter the contractor’s firm name.
6. Prime Certified DBE - Check box if prime contractor is a certified DBE.
7. Bid Amount - Enter the total contract bid dollar amount for the prime contractor.
8. Total Dollar Amount for ALL Subcontractors – Enter the total dollar amount for all subcontracted
contractors. SUM = (DBEs + all Non-DBEs). Do not include the prime contractor information in this count.
9. Total number of ALL subcontractors – Enter the total number of all subcontracted contractors. SUM = (DBEs +
all Non-DBEs). Do not include the prime contractor information in this count.
10. Bid Item Number - Enter bid item number for work, services, or materials supplied to be provided.
11. Description of Work, Services, or Materials Supplied - Enter description of work, services, or materials to be
provided. Indicate all work to be performed by DBEs including work performed by the prime contractor’s own forces,
if the prime is a DBE. If 100% of the item is not to be performed or furnished by the DBE, describe the exact portion
to be performed or furnished by the DBE. See LAPM Chapter 9 to determine how to count the participation of DBE
firms.
12. DBE Certification Number - Enter the DBE’s Certification Identification Number. All DBEs must be certified
on the date bids are opened.
13. DBE Contact Information - Enter the name, address, and phone number of all DBE subcontracted
contractors. Also, enter the prime contractor’s name and phone number, if the prime is a DBE.
14. DBE Dollar Amount - Enter the subcontracted dollar amount of the work to be performed or service to
be provided. Include the prime contractor if the prime is a DBE. See LAPM Chapter 9 for how to count
full/partial participation.
15. Total Claimed DBE Participation - $: Enter the total dollar amounts entered in the “DBE Dollar Amount” column.
%: Enter the total DBE participation claimed (“Total Claimed DBE Participation Dollars” divided by item “Bid Amount”).
If the total % claimed is less than item “Contract DBE Goal,” an adequately documented Good Faith Effort (GFE) is
required (see Exhibit 15-H DBE Information - Good Faith Efforts of the LAPM).
16. Preparer’s Signature - The person completing the DBE commitment form on behalf of the contractor’s firm
must sign their name.
17. Date - Enter the date the DBE commitment form is signed by the contractor’s preparer.
18. Preparer’s Name - Enter the name of the person preparing and signing the contractor’s DBE commitment form.
19. Phone - Enter the area code and phone number of the person signing the contractor’s DBE commitment form.
20. Preparer’s Title - Enter the position/title of the person signing the contractor’s DBE commitment form.
LOCAL AGENCY SECTION
21. Local Agency Contract Number - Enter the Local Agency contract number or identifier.
22. Federal-Aid Project Number - Enter the Federal-Aid Project Number.
23. Bid Opening Date - Enter the date contract bids were opened.
24. Contract Award Date - Enter the date the contract was executed.
25. Local Agency Representative’s Signature - The person completing this section of the form for the Local
Agency must sign their name to certify that the information in this and the Contractor Section of this form is
complete and accurate.
26. Date - Enter the date the DBE commitment form is signed by the Local Agency Representative.
27. Local Agency Representative’s Name - Enter the name of the Local Agency Representative certifying
the contractor’s DBE commitment form.
28. Phone - Enter the area code and phone number of the person signing the contractor’s DBE commitment form.
Local Agency Representative Title - Enter the position/title of the Local Agency Representative certifying the contractor’s
DBE commitment form.
City of San Luis Obispo
Page | 30
EXHIBIT 15-H DBE INFORMATION —GOOD FAITH EFFORTS
DBE Information - Good Faith Efforts
Federal-aid Project No. ___________________________ Bid Opening Date ____________________
The City of San Luis Obispo established a Disadvantaged Business Enterprise (DBE) goal of 3% for this project.
The information provided herein shows that a good faith effort was made.
Lowest, second lowest and third lowest bidders shall submit the following information to document adequate
good faith efforts. Bidders should submit the following information even if the “Local Agency Bidder DBE
Commitment” form indicates that the bidder has met the DBE goal. This will protect the bidder’s eligibility for
award of the contract if the administering agency determines that the bidder failed to meet the goal for various
reasons, e.g., a DBE firm was not certified at bid opening, or the bidder made a mathematical error.
Submittal of only the “Local Agency Bidder DBE Commitment” form may not provide sufficient documentation
to demonstrate that adequate good faith efforts were made.
The following items are listed in the Section entitled “Submission of DBE Commitment” of the Special
Provisions:
A. The names and dates of each publication in which a request for DBE participation for this project was
placed by the bidder (please attach copies of advertisements or proofs of publication):
Publications Dates of Advertisement
_________________________________________________________________
_________________________________________________________________
_________________________________________________________________
B. The names and dates of written notices sent to certified DBEs soliciting bids for this project and the dates
and methods used for following up initial solicitations to determine with certainty whether the DBEs were
interested (please attach copies of solicitations, telephone records, fax confirmations, etc.):
Names of DBEs Solicited Date of Initial
Solicitation
Follow Up Methods and Dates
___________________________________________________________________________
___________________________________________________________________________
___________________________________________________________________________
___________________________________________________________________________
___________________________________________________________________________
___________________________________________________________________________
___________________________________________________________________________
City of San Luis Obispo
Page | 31
C. The items of work which the bidder made available to DBE firms including, where appropriate,
any breaking down of the contract work items (including those items normally performed by the
bidder with its own forces) into economically feasible units to facilitate DBE participation. It is
the bidder's responsibility to demonstrate that sufficient work to facilitate DBE participation was
made available to DBE firms.
Items of Work Bidder Normally
Performs Item
(Y/N)
Breakdown of
Items
Amount
($)
Percentage
Of
Contract
______________________________________________________________________________________
______________________________________________________________________________________
______________________________________________________________________________________
D. The names, addresses and phone numbers of rejected DBE firms, the reasons for the bidder's
rejection of the DBEs, the firms selected for that work (please attach copies of quotes from the
firms involved), and the price difference for each DBE if the selected firm is not a DBE:
Names, addresses and phone numbers of rejected DBEs and the reasons for the bidder's rejection
of the DBEs:
_______________________________________________________________
_______________________________________________________________
_______________________________________________________________
_______________________________________________________________
Names, addresses and phone numbers of firms selected for the work above:
_______________________________________________________________
_______________________________________________________________
_______________________________________________________________
_______________________________________________________________
E. Efforts made to assist interested DBEs in obtaining bonding, lines of credit or insurance, and any
technical assistance or information related to the plans, specifications and requirements for the
work which was provided to DBEs:
_______________________________________________________________
_______________________________________________________________
_______________________________________________________________
_______________________________________________________________
City of San Luis Obispo
Page | 32
F. Efforts made to assist interested DBEs in obtaining necessary equipment, supplies, materials or
related assistance or services, excluding supplies and equipment the DBE subcontractor
purchases or leases from the prime contractor or its affiliate:
______________________________________________________________________________
______________________________________________________________________________
______________________________________________________________________________
______________________________________________________________________________
G. The names of agencies, organizations or groups contacted to provide assistance in contacting,
recruiting and using DBE firms (please attach copies of requests to agencies and any responses
received, i.e., lists, Internet page download, etc.):
Name of Agency/Organization Method/Date of Contact Results
____________________________________________________________________________________
____________________________________________________________________________________
H. Any additional data to support a demonstration of good faith efforts (use additional sheets if
necessary):
______________________________________________________________________________
______________________________________________________________________________
NOTE: USE ADDITIONAL SHEETS OF PAPER IF NECESSARY.
1
City of San Luis Obispo
APPENDIX A - FORM OF AGREEMENT
THIS AGREEMENT, made on this ______ day of ___________, 20__, by and between the
City of San Luis Obispo, a municipal corporation and charter city, San Luis Obispo County,
California (hereinafter called the Owner) and COMPANY NAME (hereinafter called the
Contractor).
WITNESSETH:
That the Owner and the Contractor for the consideration stated herein agree as follows:
ARTICLE 1, SCOPE OF WORK: The Contractor shall perform everything required to be
performed, shall provide and furnish all of the labor, materials, necessary tools, expendable
equipment, and all utility and transportation services required to complete all the work of
construction of
NAME OF PROJECT, SPEC NO.
in strict compliance with the plans and specifications therefor, including any and all Addenda,
adopted by the Owner, in strict compliance with the Contract Documents hereinafter
enumerated.
It is agreed that said labor, materials, tools, equipment, and services shall be furnished and
said work performed and completed under the direction and supervision and subject to the
approval of the Owner or its authorized representatives.
ARTICLE II, CONTRACT PRICE: The Owner shall pay the Contractor as full consideration
for the faithful performance of this Contract, subject to any additions or deductions as
provided in the Contract Documents, the contract prices as follows:
Item
No.
Item Unit of
Measure
Estimated
Quantity
Item Price
(in figures)
Total
(in figures)
1.
2.
3.
BID TOTAL: $ .00
Payments are to be made to the Contractor in compliance with and subject to the provisions
embodied in the documents made a part of this Contract.
Should any dispute arise respecting the true value of any work omitted, or of any extra work
which the Contractor may be required to do, or respecting the size of any payment to the
2
City of San Luis Obispo
Contractor, during the performance of this Contract, said dispute shall be decided by the
Owner and its decision shall be final, and conclusive.
ARTICLE III, COMPONENT PARTS OF THIS CONTRACT: The Contract consists of the
following documents, all of which are as fully a part thereof as if herein set out in full, and if
not attached, as if hereto attached:
1. Notice to Bidders and Information for Bidders
2. Standard Specifications and Engineering Standards
3. Special Provisions, any Addenda, Plans and Contract Change Orders
4. Caltrans Standard Specifications and Standard Plans 2015
5. Accepted Bid and Bid Bond
6. List of Subcontractors
7. Public Contract Code Sections 10285.1 Statement
8. Public Contract Code Section 10162 Questionnaire
9. Public Contract Code Section 10232 Statement
10. Labor Code Section 1725.5 Statements
11. Bidder Acknowledgements
12. Qualifications
13. Non-collusion Declaration
14. Agreement and Bonds
15. Insurance Requirements and Forms
ARTICLE IV INDEMNIFICATION: The Contractor shall indemnify, defend with legal counsel
approved by City, and hold harmless City, its officers, officials, employees and volunteers
from and against all liability, loss, damage, expense, cost (including without limitation
reasonable legal counsel fees, expert fees and all other costs and fees of litigation) of every
nature arising out of or in connection with the Contractor’s negligence, recklessness or willful
misconduct in the performance of work hereunder or its failure to comply with any of its
obligations contained in this Agreement, except such loss or damage which is caused by the
sole or active negligence or willful misconduct of the City. Should conflict of interest principles
preclude a single legal counsel from representing both the City and the Contractor, or should
the City otherwise find the Contractor’s legal counsel unacceptable, then the Contractor shall
reimburse the City its costs of defense, including without limitation reasonable legal counsel
fees, expert fees and all other costs and fees of litigation. The Contractor shall promptly pay
any final judgment rendered against the City (and its officers, officials, employees and
volunteers) with respect to claims determined by a trier of fact to have been the result of the
Contractor’s negligent, reckless or wrongful performance. It is expressly understood and
agreed that the foregoing provisions are intended to be as broad and inclusive as is permitted
by the law of the State of California and will survive termination of this Agreement.
The Contractor obligations under this section apply regardless of whether such claim, charge,
damage, demand, action, proceeding, loss, stop notice, cost, expense, judgment, civil fine or
penalty, or liability was caused in part or contributed to by an Indemnitee. However, without
affecting the rights of the City under any provision of this agreement, the Contractor shall not
be required to indemnify and hold harmless the City for liability attributable to the active
negligence of AGENCY, provided such active negligence is determined by agreement
between the parties or by the findings of a court of competent jurisdiction. In instances where
the City is shown to have been actively negligent and where the City’s active negligence
accounts for only a percentage of the liability involved, the obligation of the Contractor will be
3
City of San Luis Obispo
for that entire portion or percentage of liability not attributable to the active negligence of the
City.
ARTICLE V. It is further expressly agreed by and between the parties hereto that should
there be any conflict between the terms of this instrument and the bid of said Contractor, then
this instrument shall control and nothing herein shall be considered as an acceptance of the
said terms of said bid conflicting herewith.
4
City of San Luis Obispo
FHWA-1273 -- Revised May 1, 2012
REQUIRED CONTRACT PROVISIONS
FEDERAL-AID CONSTRUCTION CONTRACTS
I. General
II. Nondiscrimination
III. Nonsegregated Facilities
IV. Davis-Bacon and Related Act Provisions
V. Contract Work Hours and Safety Standards Act
Provisions
VI. Subletting or Assigning the Contract
VII. Safety: Accident Prevention
VIII. False Statements Concerning Highway Projects
IX. Implementation of Clean Air Act and Federal Water
Pollution Control Act
X. Compliance with Governmentwide Suspension and
Debarment Requirements
XI. Certification Regarding Use of Contract Funds for
Lobbying
ATTACHMENTS
A. Employment and Materials Preference for Appalachian
Development Highway System or Appalachian Local Access
Road Contracts (included in Appalachian contracts only)
I. GENERAL
1. Form FHWA-1273 must be physically incorporated in each
construction contract funded under Title 23 (excluding
emergency contracts solely intended for debris removal). The
contractor (or subcontractor) must insert this form in each
subcontract and further require its inclusion in all lower tier
subcontracts (excluding purchase orders, rental agreements
and other agreements for supplies or services).
The applicable requirements of Form FHWA-1273 are
incorporated by reference for work done under any purchase
order, rental agreement or agreement for other services. The
prime contractor shall be responsible for compliance by any
subcontractor, lower-tier subcontractor or service provider.
Form FHWA-1273 must be included in all Federal-aid design-
build contracts, in all subcontracts and in lower tier
subcontracts (excluding subcontracts for design services,
purchase orders, rental agreements and other agreements for
supplies or services). The design-builder shall be responsible
for compliance by any subcontractor, lower-tier subcontractor
or service provider.
Contracting agencies may reference Form FHWA-1273 in bid
proposal or request for proposal documents, however, the
Form FHWA-1273 must be physically incorporated (not
referenced) in all contracts, subcontracts and lower-tier
subcontracts (excluding purchase orders, rental agreements
and other agreements for supplies or services related to a
construction contract).
2. Subject to the applicability criteria noted in the following
sections, these contract provisions shall apply to all work
performed on the contract by the contractor's own organization
and with the assistance of workers under the contractor's
immediate superintendence and to all work performed on the
contract by piecework, station work, or by subcontract.
3. A breach of any of the stipulations contained in these
Required Contract Provisions may be sufficient grounds for
withholding of progress payments, withholding of final
payment, termination of the contract, suspension / debarment
or any other action determined to be appropriate by the
contracting agency and FHWA.
4. Selection of Labor: During the performance of this contract,
the contractor shall not use convict labor for any purpose
within the limits of a construction project on a Federal-aid
highway unless it is labor performed by convicts who are on
parole, supervised release, or probation. The term Federal-aid
highway does not include roadways functionally classified as
local roads or rural minor collectors.
II. NONDISCRIMINATION
The provisions of this section related to 23 CFR Part 230 are
applicable to all Federal-aid construction contracts and to all
related construction subcontracts of $10,000 or more. The
provisions of 23 CFR Part 230 are not applicable to material
supply, engineering, or architectural service contracts.
In addition, the contractor and all subcontractors must comply
with the following policies: Executive Order 11246, 41 CFR 60,
29 CFR 1625-1627, Title 23 USC Section 140, the
Rehabilitation Act of 1973, as amended (29 USC 794), Title VI
of the Civil Rights Act of 1964, as amended, and related
regulations including 49 CFR Parts 21, 26 and 27; and 23 CFR
Parts 200, 230, and 633.
The contractor and all subcontractors must comply with: the
requirements of the Equal Opportunity Clause in 41 CFR 60-
1.4(b) and, for all construction contracts exceeding $10,000,
the Standard Federal Equal Employment Opportunity
Construction Contract Specifications in 41 CFR 60-4.3.
Note: The U.S. Department of Labor has exclusive authority to
determine compliance with Executive Order 11246 and the
policies of the Secretary of Labor including 41 CFR 60, and 29
CFR 1625-1627. The contracting agency and the FHWA have
the authority and the responsibility to ensure compliance with
Title 23 USC Section 140, the Rehabilitation Act of 1973, as
amended (29 USC 794), and Title VI of the Civil Rights Act of
1964, as amended, and related regulations including 49 CFR
Parts 21, 26 and 27; and 23 CFR Parts 200, 230, and 633.
The following provision is adopted from 23 CFR 230, Appendix
A, with appropriate revisions to conform to the U.S.
Department of Labor (US DOL) and FHWA requirements.
1. Equal Employment Opportunity: Equal employment
opportunity (EEO) requirements not to discriminate and to take
affirmative action to assure equal opportunity as set forth
under laws, executive orders, rules, regulations (28 CFR 35,
29 CFR 1630, 29 CFR 1625-1627, 41 CFR 60 and 49 CFR 27)
and orders of the Secretary of Labor as modified by the
provisions prescribed herein, and imposed pursuant to 23
U.S.C. 140 shall constitute the EEO and specific affirmative
action standards for the contractor's project activities under
5
this contract. The provisions of the Americans with Disabilities
Act of 1990 (42 U.S.C. 12101 et seq.) set forth under 28 CFR
35 and 29 CFR 1630 are incorporated by reference in this
contract. In the execution of this contract, the contractor
agrees to comply with the following minimum specific
requirement activities of EEO:
a. The contractor will work with the contracting agency and
the Federal Government to ensure that it has made every
good faith effort to provide equal opportunity with respect to all
of its terms and conditions of employment and in their review
of activities under the contract.
b. The contractor will accept as its operating policy the
following statement:
"It is the policy of this Company to assure that applicants
are employed, and that employees are treated during
employment, without regard to their race, religion, sex, color,
national origin, age or disability. Such action shall include:
employment, upgrading, demotion, or transfer; recruitment or
recruitment advertising; layoff or termination; rates of pay or
other forms of compensation; and selection for training,
including apprenticeship, pre-apprenticeship, and/or on-the-
job training."
2. EEO Officer: The contractor will designate and make
known to the contracting officers an EEO Officer who will have
the responsibility for and must be capable of effectively
administering and promoting an active EEO program and who
must be assigned adequate authority and responsibility to do
so.
3. Dissemination of Policy: All members of the contractor's
staff who are authorized to hire, supervise, promote, and
discharge employees, or who recommend such action, or who
are substantially involved in such action, will be made fully
cognizant of, and will implement, the contractor's EEO policy
and contractual responsibilities to provide EEO in each grade
and classification of employment. To ensure that the above
agreement will be met, the following actions will be taken as a
minimum:
a. Periodic meetings of supervisory and personnel office
employees will be conducted before the start of work and then
not less often than once every six months, at which time the
contractor's EEO policy and its implementation will be
reviewed and explained. The meetings will be conducted by
the EEO Officer.
b. All new supervisory or personnel office employees will be
given a thorough indoctrination by the EEO Officer, covering
all major aspects of the contractor's EEO obligations within
thirty days following their reporting for duty with the contractor.
c. All personnel who are engaged in direct recruitment for
the project will be instructed by the EEO Officer in the
contractor's procedures for locating and hiring minorities and
women.
d. Notices and posters setting forth the contractor's EEO
policy will be placed in areas readily accessible to employees,
applicants for employment and potential employees.
e. The contractor's EEO policy and the procedures to
implement such policy will be brought to the attention of
employees by means of meetings, employee handbooks, or
other appropriate means.
4. Recruitment: When advertising for employees, the
contractor will include in all advertisements for employees the
notation: "An Equal Opportunity Employer." All such
advertisements will be placed in publications having a large
circulation among minorities and women in the area from
which the project work force would normally be derived.
a. The contractor will, unless precluded by a valid
bargaining agreement, conduct systematic and direct
recruitment through public and private employee referral
sources likely to yield qualified minorities and women. To
meet this requirement, the contractor will identify sources of
potential minority group employees, and establish with such
identified sources procedures whereby minority and women
applicants may be referred to the contractor for employment
consideration.
b. In the event the contractor has a valid bargaining
agreement providing for exclusive hiring hall referrals, the
contractor is expected to observe the provisions of that
agreement to the extent that the system meets the contractor's
compliance with EEO contract provisions. Where
implementation of such an agreement has the effect of
discriminating against minorities or women, or obligates the
contractor to do the same, such implementation violates
Federal nondiscrimination provisions.
c. The contractor will encourage its present employees to
refer minorities and women as applicants for employment.
Information and procedures with regard to referring such
applicants will be discussed with employees.
5. Personnel Actions: Wages, working conditions, and
employee benefits shall be established and administered, and
personnel actions of every type, including hiring, upgrading,
promotion, transfer, demotion, layoff, and termination, shall be
taken without regard to race, color, religion, sex, national
origin, age or disability. The following procedures shall be
followed:
a. The contractor will conduct periodic inspections of project
sites to insure that working conditions and employee facilities
do not indicate discriminatory treatment of project site
personnel.
b. The contractor will periodically evaluate the spread of
wages paid within each classification to determine any
evidence of discriminatory wage practices.
c. The contractor will periodically review selected personnel
actions in depth to determine whether there is evidence of
discrimination. Where evidence is found, the contractor will
promptly take corrective action. If the review indicates that the
discrimination may extend beyond the actions reviewed, such
corrective action shall include all affected persons.
d. The contractor will promptly investigate all complaints of
alleged discrimination made to the contractor in connection
with its obligations under this contract, will attempt to resolve
such complaints, and will take appropriate corrective action
within a reasonable time. If the investigation indicates that the
discrimination may affect persons other than the complainant,
such corrective action shall include such other persons. Upon
completion of each investigation, the contractor will inform
every complainant of all of their avenues of appeal.
6. Training and Promotion:
a. The contractor will assist in locating, qualifying, and
increasing the skills of minorities and women who are
6
applicants for employment or current employees. Such efforts
should be aimed at developing full journey level status
employees in the type of trade or job classification involved.
b. Consistent with the contractor's work force requirements
and as permissible under Federal and State regulations, the
contractor shall make full use of training programs, i.e.,
apprenticeship, and on-the-job training programs for the
geographical area of contract performance. In the event a
special provision for training is provided under this contract,
this subparagraph will be superseded as indicated in the
special provision. The contracting agency may reserve
training positions for persons who receive welfare assistance
in accordance with 23 U.S.C. 140(a).
c. The contractor will advise employees and applicants for
employment of available training programs and entrance
requirements for each.
d. The contractor will periodically review the training and
promotion potential of employees who are minorities and
women and will encourage eligible employees to apply for
such training and promotion.
7. Unions: If the contractor relies in whole or in part upon
unions as a source of employees, the contractor will use good
faith efforts to obtain the cooperation of such unions to
increase opportunities for minorities and women. Actions by
the contractor, either directly or through a contractor's
association acting as agent, will include the procedures set
forth below:
a. The contractor will use good faith efforts to develop, in
cooperation with the unions, joint training programs aimed
toward qualifying more minorities and women for membership
in the unions and increasing the skills of minorities and women
so that they may qualify for higher paying employment.
b. The contractor will use good faith efforts to incorporate an
EEO clause into each union agreement to the end that such
union will be contractually bound to refer applicants without
regard to their race, color, religion, sex, national origin, age or
disability.
c. The contractor is to obtain information as to the referral
practices and policies of the labor union except that to the
extent such information is within the exclusive possession of
the labor union and such labor union refuses to furnish such
information to the contractor, the contractor shall so certify to
the contracting agency and shall set forth what efforts have
been made to obtain such information.
d. In the event the union is unable to provide the contractor
with a reasonable flow of referrals within the time limit set forth
in the collective bargaining agreement, the contractor will,
through independent recruitment efforts, fill the employment
vacancies without regard to race, color, religion, sex, national
origin, age or disability; making full efforts to obtain qualified
and/or qualifiable minorities and women. The failure of a union
to provide sufficient referrals (even though it is obligated to
provide exclusive referrals under the terms of a collective
bargaining agreement) does not relieve the contractor from the
requirements of this paragraph. In the event the union referral
practice prevents the contractor from meeting the obligations
pursuant to Executive Order 11246, as amended, and these
special provisions, such contractor shall immediately notify the
contracting agency.
8. Reasonable Accommodation for Applicants /
Employees with Disabilities: The contractor must be familiar
with the requirements for and comply with the Americans with
Disabilities Act and all rules and regulations established there
under. Employers must provide reasonable accommodation in
all employment activities unless to do so would cause an
undue hardship.
9. Selection of Subcontractors, Procurement of Materials
and Leasing of Equipment: The contractor shall not
discriminate on the grounds of race, color, religion, sex,
national origin, age or disability in the selection and retention
of subcontractors, including procurement of materials and
leases of equipment. The contractor shall take all necessary
and reasonable steps to ensure nondiscrimination in the
administration of this contract.
a. The contractor shall notify all potential subcontractors and
suppliers and lessors of their EEO obligations under this
contract.
b. The contractor will use good faith efforts to ensure
subcontractor compliance with their EEO obligations.
10. Assurance Required by 49 CFR 26.13(b):
a. The requirements of 49 CFR Part 26 and the State
DOT’s U.S. DOT-approved DBE program are incorporated by
reference.
b. The contractor or subcontractor shall not discriminate on
the basis of race, color, national origin, or sex in the
performance of this contract. The contractor shall carry out
applicable requirements of 49 CFR Part 26 in the award and
administration of DOT-assisted contracts. Failure by the
contractor to carry out these requirements is a material breach
of this contract, which may result in the termination of this
contract or such other remedy as the contracting agency
deems appropriate.
11. Records and Reports: The contractor shall keep such
records as necessary to document compliance with the EEO
requirements. Such records shall be retained for a period of
three years following the date of the final payment to the
contractor for all contract work and shall be available at
reasonable times and places for inspection by authorized
representatives of the contracting agency and the FHWA.
a. The records kept by the contractor shall document the
following:
(1) The number and work hours of minority and non-
minority group members and women employed in each work
classification on the project;
(2) The progress and efforts being made in cooperation
with unions, when applicable, to increase employment
opportunities for minorities and women; and
(3) The progress and efforts being made in locating, hiring,
training, qualifying, and upgrading minorities and women;
b. The contractors and subcontractors will submit an annual
report to the contracting agency each July for the duration of
the project, indicating the number of minority, women, and
non-minority group employees currently engaged in each work
classification required by the contract work. This information is
to be reported on Form FHWA-1391. The staffing data should
represent the project work force on board in all or any part of
the last payroll period preceding the end of July. If on-the-job
training is being required by special provision, the contractor
7
will be required to collect and report training data. The
employment data should reflect the work force on board during
all or any part of the last payroll period preceding the end of
July.
III. NONSEGREGATED FACILITIES
This provision is applicable to all Federal-aid construction
contracts and to all related construction subcontracts of
$10,000 or more.
The contractor must ensure that facilities provided for
employees are provided in such a manner that segregation on
the basis of race, color, religion, sex, or national origin cannot
result. The contractor may neither require such segregated
use by written or oral policies nor tolerate such use by
employee custom. The contractor's obligation extends further
to ensure that its employees are not assigned to perform their
services at any location, under the contractor's control, where
the facilities are segregated. The term "facilities" includes
waiting rooms, work areas, restaurants and other eating areas,
time clocks, restrooms, washrooms, locker rooms, and other
storage or dressing areas, parking lots, drinking fountains,
recreation or entertainment areas, transportation, and housing
provided for employees. The contractor shall provide separate
or single-user restrooms and necessary dressing or sleeping
areas to assure privacy between sexes.
IV. DAVIS-BACON AND RELATED ACT PROVISIONS
This section is applicable to all Federal-aid construction
projects exceeding $2,000 and to all related subcontracts and
lower-tier subcontracts (regardless of subcontract size). The
requirements apply to all projects located within the right-of-
way of a roadway that is functionally classified as Federal-aid
highway. This excludes roadways functionally classified as
local roads or rural minor collectors, which are exempt.
Contracting agencies may elect to apply these requirements to
other projects.
The following provisions are from the U.S. Department of
Labor regulations in 29 CFR 5.5 “Contract provisions and
related matters” with minor revisions to conform to the FHWA-
1273 format and FHWA program requirements.
1. Minimum wages
a. All laborers and mechanics employed or working upon
the site of the work, will be paid unconditionally and not less
often than once a week, and without subsequent deduction or
rebate on any account (except such payroll deductions as are
permitted by regulations issued by the Secretary of Labor
under the Copeland Act (29 CFR part 3)), the full amount of
wages and bona fide fringe benefits (or cash equivalents
thereof) due at time of payment computed at rates not less
than those contained in the wage determination of the
Secretary of Labor which is attached hereto and made a part
hereof, regardless of any contractual relationship which may
be alleged to exist between the contractor and such laborers
and mechanics.
Contributions made or costs reasonably anticipated for bona
fide fringe benefits under section 1(b)(2) of the Davis-Bacon
Act on behalf of laborers or mechanics are considered wages
paid to such laborers or mechanics, subject to the provisions
of paragraph 1.d. of this section; also, regular contributions
made or costs incurred for more than a weekly period (but not
less often than quarterly) under plans, funds, or programs
which cover the particular weekly period, are deemed to be
constructively made or incurred during such weekly period.
Such laborers and mechanics shall be paid the appropriate
wage rate and fringe benefits on the wage determination for
the classification of work actually performed, without regard to
skill, except as provided in 29 CFR 5.5(a)(4). Laborers or
mechanics performing work in more than one classification
may be compensated at the rate specified for each
classification for the time actually worked therein: Provided,
That the employer's payroll records accurately set forth the
time spent in each classification in which work is performed.
The wage determination (including any additional classification
and wage rates conformed under paragraph 1.b. of this
section) and the Davis-Bacon poster (WH–1321) shall be
posted at all times by the contractor and its subcontractors at
the site of the work in a prominent and accessible place where
it can be easily seen by the workers.
b.(1) The contracting officer shall require that any class of
laborers or mechanics, including helpers, which is not listed in
the wage determination and which is to be employed under the
contract shall be classified in conformance with the wage
determination. The contracting officer shall approve an
additional classification and wage rate and fringe benefits
therefore only when the following criteria have been met:
(i) The work to be performed by the classification
requested is not performed by a classification in the wage
determination; and
(ii) The classification is utilized in the area by the
construction industry; and
(iii) The proposed wage rate, including any bona fide
fringe benefits, bears a reasonable relationship to the
wage rates contained in the wage determination.
(2) If the contractor and the laborers and mechanics to be
employed in the classification (if known), or their
representatives, and the contracting officer agree on the
classification and wage rate (including the amount
designated for fringe benefits where appropriate), a report of
the action taken shall be sent by the contracting officer to the
Administrator of the Wage and Hour Division, Employment
Standards Administration, U.S. Department of Labor,
Washington, DC 20210. The Administrator, or an authorized
representative, will approve, modify, or disapprove every
additional classification action within 30 days of receipt and
so advise the contracting officer or will notify the contracting
officer within the 30-day period that additional time is
necessary.
(3) In the event the contractor, the laborers or mechanics
to be employed in the classification or their representatives,
and the contracting officer do not agree on the proposed
classification and wage rate (including the amount
designated for fringe benefits, where appropriate), the
contracting officer shall refer the questions, including the
views of all interested parties and the recommendation of the
contracting officer, to the Wage and Hour Administrator for
determination. The Wage and Hour Administrator, or an
authorized representative, will issue a determination within
30 days of receipt and so advise the contracting officer or
8
will notify the contracting officer within the 30-day period that
additional time is necessary.
(4) The wage rate (including fringe benefits where
appropriate) determined pursuant to paragraphs 1.b.(2) or
1.b.(3) of this section, shall be paid to all workers performing
work in the classification under this contract from the first
day on which work is performed in the classification.
c. Whenever the minimum wage rate prescribed in the
contract for a class of laborers or mechanics includes a fringe
benefit which is not expressed as an hourly rate, the contractor
shall either pay the benefit as stated in the wage determination
or shall pay another bona fide fringe benefit or an hourly cash
equivalent thereof.
d. If the contractor does not make payments to a trustee or
other third person, the contractor may consider as part of the
wages of any laborer or mechanic the amount of any costs
reasonably anticipated in providing bona fide fringe benefits
under a plan or program, Provided, That the Secretary of
Labor has found, upon the written request of the contractor,
that the applicable standards of the Davis-Bacon Act have
been met. The Secretary of Labor may require the contractor
to set aside in a separate account assets for the meeting of
obligations under the plan or program.
2. Withholding
The contracting agency shall upon its own action or upon
written request of an authorized representative of the
Department of Labor, withhold or cause to be withheld from
the contractor under this contract, or any other Federal
contract with the same prime contractor, or any other federally-
assisted contract subject to Davis-Bacon prevailing wage
requirements, which is held by the same prime contractor, so
much of the accrued payments or advances as may be
considered necessary to pay laborers and mechanics,
including apprentices, trainees, and helpers, employed by the
contractor or any subcontractor the full amount of wages
required by the contract. In the event of failure to pay any
laborer or mechanic, including any apprentice, trainee, or
helper, employed or working on the site of the work, all or part
of the wages required by the contract, the contracting agency
may, after written notice to the contractor, take such action as
may be necessary to cause the suspension of any further
payment, advance, or guarantee of funds until such violations
have ceased.
3. Payrolls and basic records
a. Payrolls and basic records relating thereto shall be
maintained by the contractor during the course of the work and
preserved for a period of three years thereafter for all laborers
and mechanics working at the site of the work. Such records
shall contain the name, address, and social security number of
each such worker, his or her correct classification, hourly rates
of wages paid (including rates of contributions or costs
anticipated for bona fide fringe benefits or cash equivalents
thereof of the types described in section 1(b)(2)(B) of the
Davis-Bacon Act), daily and weekly number of hours worked,
deductions made and actual wages paid. Whenever the
Secretary of Labor has found under 29 CFR 5.5(a)(1)(iv) that
the wages of any laborer or mechanic include the amount of
any costs reasonably anticipated in providing benefits under a
plan or program described in section 1(b)(2)(B) of the Davis-
Bacon Act, the contractor shall maintain records which show
that the commitment to provide such benefits is enforceable,
that the plan or program is financially responsible, and that the
plan or program has been communicated in writing to the
laborers or mechanics affected, and records which show the
costs anticipated or the actual cost incurred in providing such
benefits. Contractors employing apprentices or trainees under
approved programs shall maintain written evidence of the
registration of apprenticeship programs and certification of
trainee programs, the registration of the apprentices and
trainees, and the ratios and wage rates prescribed in the
applicable programs.
b.(1) The contractor shall submit weekly for each week in
which any contract work is performed a copy of all payrolls to
the contracting agency. The payrolls submitted shall set out
accurately and completely all of the information required to be
maintained under 29 CFR 5.5(a)(3)(i), except that full social
security numbers and home addresses shall not be included
on weekly transmittals. Instead the payrolls shall only need to
include an individually identifying number for each employee (
e.g. , the last four digits of the employee's social security
number). The required weekly payroll information may be
submitted in any form desired. Optional Form WH–347 is
available for this purpose from the Wage and Hour Division
Web site at http://www.dol.gov/esa/whd/forms/wh347instr.htm
or its successor site. The prime contractor is responsible for
the submission of copies of payrolls by all subcontractors.
Contractors and subcontractors shall maintain the full social
security number and current address of each covered worker,
and shall provide them upon request to the contracting agency
for transmission to the State DOT, the FHWA or the Wage and
Hour Division of the Department of Labor for purposes of an
investigation or audit of compliance with prevailing wage
requirements. It is not a violation of this section for a prime
contractor to require a subcontractor to provide addresses and
social security numbers to the prime contractor for its own
records, without weekly submission to the contracting agency..
(2) Each payroll submitted shall be accompanied by a
“Statement of Compliance,” signed by the contractor or
subcontractor or his or her agent who pays or supervises the
payment of the persons employed under the contract and shall
certify the following:
(i) That the payroll for the payroll period contains the
information required to be provided under §5.5 (a)(3)(ii) of
Regulations, 29 CFR part 5, the appropriate information is
being maintained under §5.5 (a)(3)(i) of Regulations, 29
CFR part 5, and that such information is correct and
complete;
(ii) That each laborer or mechanic (including each
helper, apprentice, and trainee) employed on the contract
during the payroll period has been paid the full weekly
wages earned, without rebate, either directly or indirectly,
and that no deductions have been made either directly or
indirectly from the full wages earned, other than
permissible deductions as set forth in Regulations, 29 CFR
part 3;
(iii) That each laborer or mechanic has been paid not
less than the applicable wage rates and fringe benefits or
cash equivalents for the classification of work performed,
as specified in the applicable wage determination
incorporated into the contract.
9
(3) The weekly submission of a properly executed
certification set forth on the reverse side of Optional Form
WH–347 shall satisfy the requirement for submission of the
“Statement of Compliance” required by paragraph 3.b.(2) of
this section.
(4) The falsification of any of the above certifications may
subject the contractor or subcontractor to civil or criminal
prosecution under section 1001 of title 18 and section 231 of
title 31 of the United States Code.
c. The contractor or subcontractor shall make the records
required under paragraph 3.a. of this section available for
inspection, copying, or transcription by authorized
representatives of the contracting agency, the State DOT, the
FHWA, or the Department of Labor, and shall permit such
representatives to interview employees during working hours
on the job. If the contractor or subcontractor fails to submit the
required records or to make them available, the FHWA may,
after written notice to the contractor, the contracting agency or
the State DOT, take such action as may be necessary to
cause the suspension of any further payment, advance, or
guarantee of funds. Furthermore, failure to submit the required
records upon request or to make such records available may
be grounds for debarment action pursuant to 29 CFR 5.12.
4. Apprentices and trainees
a. Apprentices (programs of the USDOL).
Apprentices will be permitted to work at less than the
predetermined rate for the work they performed when they are
employed pursuant to and individually registered in a bona fide
apprenticeship program registered with the U.S. Department of
Labor, Employment and Training Administration, Office of
Apprenticeship Training, Employer and Labor Services, or with
a State Apprenticeship Agency recognized by the Office, or if a
person is employed in his or her first 90 days of probationary
employment as an apprentice in such an apprenticeship
program, who is not individually registered in the program, but
who has been certified by the Office of Apprenticeship
Training, Employer and Labor Services or a State
Apprenticeship Agency (where appropriate) to be eligible for
probationary employment as an apprentice.
The allowable ratio of apprentices to journeymen on the job
site in any craft classification shall not be greater than the ratio
permitted to the contractor as to the entire work force under
the registered program. Any worker listed on a payroll at an
apprentice wage rate, who is not registered or otherwise
employed as stated above, shall be paid not less than the
applicable wage rate on the wage determination for the
classification of work actually performed. In addition, any
apprentice performing work on the job site in excess of the
ratio permitted under the registered program shall be paid not
less than the applicable wage rate on the wage determination
for the work actually performed. Where a contractor is
performing construction on a project in a locality other than
that in which its program is registered, the ratios and wage
rates (expressed in percentages of the journeyman's hourly
rate) specified in the contractor's or subcontractor's registered
program shall be observed.
Every apprentice must be paid at not less than the rate
specified in the registered program for the apprentice's level of
progress, expressed as a percentage of the journeymen hourly
rate specified in the applicable wage determination.
Apprentices shall be paid fringe benefits in accordance with
the provisions of the apprenticeship program. If the
apprenticeship program does not specify fringe benefits,
apprentices must be paid the full amount of fringe benefits
listed on the wage determination for the applicable
classification. If the Administrator determines that a different
practice prevails for the applicable apprentice classification,
fringes shall be paid in accordance with that determination.
In the event the Office of Apprenticeship Training, Employer
and Labor Services, or a State Apprenticeship Agency
recognized by the Office, withdraws approval of an
apprenticeship program, the contractor will no longer be
permitted to utilize apprentices at less than the applicable
predetermined rate for the work performed until an acceptable
program is approved.
b. Trainees (programs of the USDOL).
Except as provided in 29 CFR 5.16, trainees will not be
permitted to work at less than the predetermined rate for the
work performed unless they are employed pursuant to and
individually registered in a program which has received prior
approval, evidenced by formal certification by the U.S.
Department of Labor, Employment and Training
Administration.
The ratio of trainees to journeymen on the job site shall not be
greater than permitted under the plan approved by the
Employment and Training Administration.
Every trainee must be paid at not less than the rate specified
in the approved program for the trainee's level of progress,
expressed as a percentage of the journeyman hourly rate
specified in the applicable wage determination. Trainees shall
be paid fringe benefits in accordance with the provisions of the
trainee program. If the trainee program does not mention
fringe benefits, trainees shall be paid the full amount of fringe
benefits listed on the wage determination unless the
Administrator of the Wage and Hour Division determines that
there is an apprenticeship program associated with the
corresponding journeyman wage rate on the wage
determination which provides for less than full fringe benefits
for apprentices. Any employee listed on the payroll at a trainee
rate who is not registered and participating in a training plan
approved by the Employment and Training Administration shall
be paid not less than the applicable wage rate on the wage
determination for the classification of work actually performed.
In addition, any trainee performing work on the job site in
excess of the ratio permitted under the registered program
shall be paid not less than the applicable wage rate on the
wage determination for the work actually performed.
In the event the Employment and Training Administration
withdraws approval of a training program, the contractor will no
longer be permitted to utilize trainees at less than the
applicable predetermined rate for the work performed until an
acceptable program is approved.
c. Equal employment opportunity. The utilization of
apprentices, trainees and journeymen under this part shall be
in conformity with the equal employment opportunity
requirements of Executive Order 11246, as amended, and 29
CFR part 30.
10
d. Apprentices and Trainees (programs of the U.S. DOT).
Apprentices and trainees working under apprenticeship and
skill training programs which have been certified by the
Secretary of Transportation as promoting EEO in connection
with Federal-aid highway construction programs are not
subject to the requirements of paragraph 4 of this Section IV.
The straight time hourly wage rates for apprentices and
trainees under such programs will be established by the
particular programs. The ratio of apprentices and trainees to
journeymen shall not be greater than permitted by the terms of
the particular program.
5. Compliance with Copeland Act requirements. The
contractor shall comply with the requirements of 29 CFR part
3, which are incorporated by reference in this contract.
6. Subcontracts. The contractor or subcontractor shall insert
Form FHWA-1273 in any subcontracts and also require the
subcontractors to include Form FHWA-1273 in any lower tier
subcontracts. The prime contractor shall be responsible for the
compliance by any subcontractor or lower tier subcontractor
with all the contract clauses in 29 CFR 5.5.
7. Contract termination: debarment. A breach of the
contract clauses in 29 CFR 5.5 may be grounds for termination
of the contract, and for debarment as a contractor and a
subcontractor as provided in 29 CFR 5.12.
8. Compliance with Davis-Bacon and Related Act
requirements. All rulings and interpretations of the Davis-
Bacon and Related Acts contained in 29 CFR parts 1, 3, and 5
are herein incorporated by reference in this contract.
9. Disputes concerning labor standards. Disputes arising
out of the labor standards provisions of this contract shall not
be subject to the general disputes clause of this contract. Such
disputes shall be resolved in accordance with the procedures
of the Department of Labor set forth in 29 CFR parts 5, 6, and
7. Disputes within the meaning of this clause include disputes
between the contractor (or any of its subcontractors) and the
contracting agency, the U.S. Department of Labor, or the
employees or their representatives.
10. Certification of eligibility.
a. By entering into this contract, the contractor certifies that
neither it (nor he or she) nor any person or firm who has an
interest in the contractor's firm is a person or firm ineligible to
be awarded Government contracts by virtue of section 3(a) of
the Davis-Bacon Act or 29 CFR 5.12(a)(1).
b. No part of this contract shall be subcontracted to any person
or firm ineligible for award of a Government contract by virtue
of section 3(a) of the Davis-Bacon Act or 29 CFR 5.12(a)(1).
c. The penalty for making false statements is prescribed in the
U.S. Criminal Code, 18 U.S.C. 1001.
V. CONTRACT WORK HOURS AND SAFETY
STANDARDS ACT
The following clauses apply to any Federal-aid construction
contract in an amount in excess of $100,000 and subject to the
overtime provisions of the Contract Work Hours and Safety
Standards Act. These clauses shall be inserted in addition to
the clauses required by 29 CFR 5.5(a) or 29 CFR 4.6. As
used in this paragraph, the terms laborers and mechanics
include watchmen and guards.
1. Overtime requirements. No contractor or subcontractor
contracting for any part of the contract work which may require
or involve the employment of laborers or mechanics shall
require or permit any such laborer or mechanic in any
workweek in which he or she is employed on such work to
work in excess of forty hours in such workweek unless such
laborer or mechanic receives compensation at a rate not less
than one and one-half times the basic rate of pay for all hours
worked in excess of forty hours in such workweek.
2. Violation; liability for unpaid wages; liquidated
damages. In the event of any violation of the clause set forth
in paragraph (1.) of this section, the contractor and any
subcontractor responsible therefor shall be liable for the
unpaid wages. In addition, such contractor and subcontractor
shall be liable to the United States (in the case of work done
under contract for the District of Columbia or a territory, to such
District or to such territory), for liquidated damages. Such
liquidated damages shall be computed with respect to each
individual laborer or mechanic, including watchmen and
guards, employed in violation of the clause set forth in
paragraph (1.) of this section, in the sum of $10 for each
calendar day on which such individual was required or
permitted to work in excess of the standard workweek of forty
hours without payment of the overtime wages required by the
clause set forth in paragraph (1.) of this section.
3. Withholding for unpaid wages and liquidated damages.
The FHWA or the contacting agency shall upon its own action
or upon written request of an authorized representative of the
Department of Labor withhold or cause to be withheld, from
any moneys payable on account of work performed by the
contractor or subcontractor under any such contract or any
other Federal contract with the same prime contractor, or any
other federally-assisted contract subject to the Contract Work
Hours and Safety Standards Act, which is held by the same
prime contractor, such sums as may be determined to be
necessary to satisfy any liabilities of such contractor or
subcontractor for unpaid wages and liquidated damages as
provided in the clause set forth in paragraph (2.) of this
section.
4. Subcontracts. The contractor or subcontractor shall insert
in any subcontracts the clauses set forth in paragraph (1.)
through (4.) of this section and also a clause requiring the
subcontractors to include these clauses in any lower tier
subcontracts. The prime contractor shall be responsible for
compliance by any subcontractor or lower tier subcontractor
with the clauses set forth in paragraphs (1.) through (4.) of this
section.
11
VI. SUBLETTING OR ASSIGNING THE CONTRACT
This provision is applicable to all Federal-aid construction
contracts on the National Highway System.
1. The contractor shall perform with its own organization
contract work amounting to not less than 30 percent (or a
greater percentage if specified elsewhere in the contract) of
the total original contract price, excluding any specialty items
designated by the contracting agency. Specialty items may be
performed by subcontract and the amount of any such
specialty items performed may be deducted from the total
original contract price before computing the amount of work
required to be performed by the contractor's own organization
(23 CFR 635.116).
a. The term “perform work with its own organization” refers
to workers employed or leased by the prime contractor, and
equipment owned or rented by the prime contractor, with or
without operators. Such term does not include employees or
equipment of a subcontractor or lower tier subcontractor,
agents of the prime contractor, or any other assignees. The
term may include payments for the costs of hiring leased
employees from an employee leasing firm meeting all relevant
Federal and State regulatory requirements. Leased
employees may only be included in this term if the prime
contractor meets all of the following conditions:
(1) the prime contractor maintains control over the
supervision of the day-to-day activities of the leased
employees;
(2) the prime contractor remains responsible for the quality
of the work of the leased employees;
(3) the prime contractor retains all power to accept or
exclude individual employees from work on the project; and
(4) the prime contractor remains ultimately responsible for
the payment of predetermined minimum wages, the
submission of payrolls, statements of compliance and all
other Federal regulatory requirements.
b. "Specialty Items" shall be construed to be limited to work
that requires highly specialized knowledge, abilities, or
equipment not ordinarily available in the type of contracting
organizations qualified and expected to bid or propose on the
contract as a whole and in general are to be limited to minor
components of the overall contract.
2. The contract amount upon which the requirements set forth
in paragraph (1) of Section VI is computed includes the cost of
material and manufactured products which are to be
purchased or produced by the contractor under the contract
provisions.
3. The contractor shall furnish (a) a competent superintendent
or supervisor who is employed by the firm, has full authority to
direct performance of the work in accordance with the contract
requirements, and is in charge of all construction operations
(regardless of who performs the work) and (b) such other of its
own organizational resources (supervision, management, and
engineering services) as the contracting officer determines is
necessary to assure the performance of the contract.
4. No portion of the contract shall be sublet, assigned or
otherwise disposed of except with the written consent of the
contracting officer, or authorized representative, and such
consent when given shall not be construed to relieve the
contractor of any responsibility for the fulfillment of the
contract. Written consent will be given only after the
contracting agency has assured that each subcontract is
evidenced in writing and that it contains all pertinent provisions
and requirements of the prime contract.
5. The 30% self-performance requirement of paragraph (1) is
not applicable to design-build contracts; however, contracting
agencies may establish their own self-performance
requirements.
VII. SAFETY: ACCIDENT PREVENTION
T h i s p r o v i s i o n i s applicable to all Federal-aid
construction contracts and to all related subcontracts.
1. In the performance of this contract the contractor shall
comply with all applicable Federal, State, and local laws
governing safety, health, and sanitation (23 CFR 635). The
contractor shall provide all safeguards, safety devices and
protective equipment and take any other needed actions as it
determines, or as the contracting officer may determine, to be
reasonably necessary to protect the life and health of
employees on the job and the safety of the public and to
protect property in connection with the performance of the
work covered by the contract.
2. It is a condition of this contract, and shall be made a
condition of each subcontract, which the contractor enters into
pursuant to this contract, that the contractor and any
subcontractor shall not permit any employee, in performance
of the contract, to work in surroundings or under conditions
which are unsanitary, hazardous or dangerous to his/her
health or safety, as determined under construction safety and
health standards (29 CFR 1926) promulgated by the Secretary
of Labor, in accordance with Section 107 of the Contract Work
Hours and Safety Standards Act (40 U.S.C. 3704).
3. Pursuant to 29 CFR 1926.3, it is a condition of this contract
that the Secretary of Labor or authorized representative
thereof, shall have right of entry to any site of contract
performance to inspect or investigate the matter of compliance
with the construction safety and health standards and to carry
out the duties of the Secretary under Section 107 of the
Contract Work Hours and Safety Standards Act (40
U.S.C.3704).
VIII. FALSE STATEMENTS CONCERNING HIGHWAY
PROJECTS
T h i s p r o v i s i o n i s applicable to all Federal-aid
construction contracts and to all related subcontracts.
In order to assure high quality and durable construction in
conformity with approved plans and specifications and a high
degree of reliability on statements and representations made
by engineers, contractors, suppliers, and workers on Federal-
aid highway projects, it is essential that all persons concerned
with the project perform their functions as carefully, thoroughly,
and honestly as possible. Willful falsification, distortion, or
misrepresentation with respect to any facts related to the
project is a violation of Federal law. To prevent any
misunderstanding regarding the seriousness of these and
similar acts, Form FHWA-1022 shall be posted on each
Federal-aid highway project (23 CFR 635) in one or more
places where it is readily available to all persons concerned
with the project:
18 U.S.C. 1020 reads as follows:
12
"Whoever, being an officer, agent, or employee of the United
States, or of any State or Territory, or whoever, whether a
person, association, firm, or corporation, knowingly makes any
false statement, false representation, or false report as to the
character, quality, quantity, or cost of the material used or to
be used, or the quantity or quality of the work performed or to
be performed, or the cost thereof in connection with the
submission of plans, maps, specifications, contracts, or costs
of construction on any highway or related project submitted for
approval to the Secretary of Transportation; or
Whoever knowingly makes any false statement, false
representation, false report or false claim with respect to the
character, quality, quantity, or cost of any work performed or to
be performed, or materials furnished or to be furnished, in
connection with the construction of any highway or related
project approved by the Secretary of Transportation; or
Whoever knowingly makes any false statement or false
representation as to material fact in any statement, certificate,
or report submitted pursuant to provisions of the Federal-aid
Roads Act approved July 1, 1916, (39 Stat. 355), as amended
and supplemented;
Shall be fined under this title or imprisoned not more than 5
years or both."
IX. IMPLEMENTATION OF CLEAN AIR ACT AND FEDERAL
WATER POLLUTION CONTROL ACT
This provision is applicable to all Federal-aid construction
contracts and to all related subcontracts.
By submission of this bid/proposal or the execution of this
contract, or subcontract, as appropriate, the bidder, proposer,
Federal-aid construction contractor, or subcontractor, as
appropriate, will be deemed to have stipulated as follows:
1. That any person who is or will be utilized in the
performance of this contract is not prohibited from receiving an
award due to a violation of Section 508 of the Clean Water Act
or Section 306 of the Clean Air Act.
2. That the contractor agrees to include or cause to be
included the requirements of paragraph (1) of this Section X in
every subcontract, and further agrees to take such action as
the contracting agency may direct as a means of enforcing
such requirements.
X. CERTIFICATION REGARDING DEBARMENT,
SUSPENSION, INELIGIBILITY AND VOLUNTARY
EXCLUSION
This provision is applicable to all Federal-aid construction
contracts, design-build contracts, subcontracts, lower-tier
subcontracts, purchase orders, lease agreements, consultant
contracts or any other covered transaction requiring FHWA
approval or that is estimated to cost $25,000 or more – as
defined in 2 CFR Parts 180 and 1200.
1. Instructions for Certification – First Tier Participants:
a. By signing and submitting this proposal, the prospective
first tier participant is providing the certification set out below.
b. The inability of a person to provide the certification set out
below will not necessarily result in denial of participation in this
covered transaction. The prospective first tier participant shall
submit an explanation of why it cannot provide the certification
set out below. The certification or explanation will be
considered in connection with the department or agency's
determination whether to enter into this transaction. However,
failure of the prospective first tier participant to furnish a
certification or an explanation shall disqualify such a person
from participation in this transaction.
c. The certification in this clause is a material representation
of fact upon which reliance was placed when the contracting
agency determined to enter into this transaction. If it is later
determined that the prospective participant knowingly rendered
an erroneous certification, in addition to other remedies
available to the Federal Government, the contracting agency
may terminate this transaction for cause of default.
d. The prospective first tier participant shall provide
immediate written notice to the contracting agency to whom
this proposal is submitted if any time the prospective first tier
participant learns that its certification was erroneous when
submitted or has become erroneous by reason of changed
circumstances.
e. The terms "covered transaction," "debarred,"
"suspended," "ineligible," "participant," "person," "principal,"
and "voluntarily excluded," as used in this clause, are defined
in 2 CFR Parts 180 and 1200. “First Tier Covered
Transactions” refers to any covered transaction between a
grantee or subgrantee of Federal funds and a participant (such
as the prime or general contract). “Lower Tier Covered
Transactions” refers to any covered transaction under a First
Tier Covered Transaction (such as subcontracts). “First Tier
Participant” refers to the participant who has entered into a
covered transaction with a grantee or subgrantee of Federal
funds (such as the prime or general contractor). “Lower Tier
Participant” refers any participant who has entered into a
covered transaction with a First Tier Participant or other Lower
Tier Participants (such as subcontractors and suppliers).
f. The prospective first tier participant agrees by submitting
this proposal that, should the proposed covered transaction be
entered into, it shall not knowingly enter into any lower tier
covered transaction with a person who is debarred,
suspended, declared ineligible, or voluntarily excluded from
participation in this covered transaction, unless authorized by
the department or agency entering into this transaction.
g. The prospective first tier participant further agrees by
submitting this proposal that it will include the clause titled
"Certification Regarding Debarment, Suspension, Ineligibility
and Voluntary Exclusion-Lower Tier Covered Transactions,"
provided by the department or contracting agency, entering
into this covered transaction, without modification, in all lower
tier covered transactions and in all solicitations for lower tier
covered transactions exceeding the $25,000 threshold.
h. A participant in a covered transaction may rely upon a
certification of a prospective participant in a lower tier covered
transaction that is not debarred, suspended, ineligible, or
voluntarily excluded from the covered transaction, unless it
knows that the certification is erroneous. A participant is
responsible for ensuring that its principals are not suspended,
debarred, or otherwise ineligible to participate in covered
transactions. To verify the eligibility of its principals, as well as
the eligibility of any lower tier prospective participants, each
participant may, but is not required to, check the Excluded
Parties List System website (https://www.epls.gov/), which is
compiled by the General Services Administration.
13
i. Nothing contained in the foregoing shall be construed to
require the establishment of a system of records in order to
render in good faith the certification required by this clause.
The knowledge and information of the prospective participant
is not required to exceed that which is normally possessed by
a prudent person in the ordinary course of business dealings.
j. Except for transactions authorized under paragraph (f) of
these instructions, if a participant in a covered transaction
knowingly enters into a lower tier covered transaction with a
person who is suspended, debarred, ineligible, or voluntarily
excluded from participation in this transaction, in addition to
other remedies available to the Federal Government, the
department or agency may terminate this transaction for cause
or default.
* * * * *
2. Certification Regarding Debarment, Suspension,
Ineligibility and Voluntary Exclusion – First Tier
Participants:
a. The prospective first tier participant certifies to the best of
its knowledge and belief, that it and its principals:
(1) Are not presently debarred, suspended, proposed for
debarment, declared ineligible, or voluntarily excluded from
participating in covered transactions by any Federal
department or agency;
(2) Have not within a three-year period preceding this
proposal been convicted of or had a civil judgment rendered
against them for commission of fraud or a criminal offense in
connection with obtaining, attempting to obtain, or performing
a public (Federal, State or local) transaction or contract under
a public transaction; violation of Federal or State antitrust
statutes or commission of embezzlement, theft, forgery,
bribery, falsification or destruction of records, making false
statements, or receiving stolen property;
(3) Are not presently indicted for or otherwise criminally or
civilly charged by a governmental entity (Federal, State or
local) with commission of any of the offenses enumerated in
paragraph (a)(2) of this certification; and
(4) Have not within a three-year period preceding this
application/proposal had one or more public transactions
(Federal, State or local) terminated for cause or default.
b. Where the prospective participant is unable to certify to
any of the statements in this certification, such prospective
participant shall attach an explanation to this proposal.
2. Instructions for Certification - Lower Tier Participants:
(Applicable to all subcontracts, purchase orders and other
lower tier transactions requiring prior FHWA approval or
estimated to cost $25,000 or more - 2 CFR Parts 180 and
1200)
a. By signing and submitting this proposal, the prospective
lower tier is providing the certification set out below.
b. The certification in this clause is a material representation
of fact upon which reliance was placed when this transaction
was entered into. If it is later determined that the prospective
lower tier participant knowingly rendered an erroneous
certification, in addition to other remedies available to the
Federal Government, the department, or agency with which
this transaction originated may pursue available remedies,
including suspension and/or debarment.
c. The prospective lower tier participant shall provide
immediate written notice to the person to which this proposal is
submitted if at any time the prospective lower tier participant
learns that its certification was erroneous by reason of
changed circumstances.
d. The terms "covered transaction," "debarred,"
"suspended," "ineligible," "participant," "person," "principal,"
and "voluntarily excluded," as used in this clause, are defined
in 2 CFR Parts 180 and 1200. You may contact the person to
which this proposal is submitted for assistance in obtaining a
copy of those regulations. “First Tier Covered Transactions”
refers to any covered transaction between a grantee or
subgrantee of Federal funds and a participant (such as the
prime or general contract). “Lower Tier Covered Transactions”
refers to any covered transaction under a First Tier Covered
Transaction (such as subcontracts). “First Tier Participant”
refers to the participant who has entered into a covered
transaction with a grantee or subgrantee of Federal funds
(such as the prime or general contractor). “Lower Tier
Participant” refers any participant who has entered into a
covered transaction with a First Tier Participant or other Lower
Tier Participants (such as subcontractors and suppliers).
e. The prospective lower tier participant agrees by
submitting this proposal that, should the proposed covered
transaction be entered into, it shall not knowingly enter into
any lower tier covered transaction with a person who is
debarred, suspended, declared ineligible, or voluntarily
excluded from participation in this covered transaction, unless
authorized by the department or agency with which this
transaction originated.
f. The prospective lower tier participant further agrees by
submitting this proposal that it will include this clause titled
"Certification Regarding Debarment, Suspension, Ineligibility
and Voluntary Exclusion-Lower Tier Covered Transaction,"
without modification, in all lower tier covered transactions and
in all solicitations for lower tier covered transactions exceeding
the $25,000 threshold.
g. A participant in a covered transaction may rely upon a
certification of a prospective participant in a lower tier covered
transaction that is not debarred, suspended, ineligible, or
voluntarily excluded from the covered transaction, unless it
knows that the certification is erroneous. A participant is
responsible for ensuring that its principals are not suspended,
debarred, or otherwise ineligible to participate in covered
transactions. To verify the eligibility of its principals, as well as
the eligibility of any lower tier prospective participants, each
participant may, but is not required to, check the Excluded
Parties List System website (https://www.epls.gov/), which is
compiled by the General Services Administration.
h. Nothing contained in the foregoing shall be construed to
require establishment of a system of records in order to render
in good faith the certification required by this clause. The
knowledge and information of participant is not required to
exceed that which is normally possessed by a prudent person
in the ordinary course of business dealings.
i. Except for transactions authorized under paragraph e of
these instructions, if a participant in a covered transaction
knowingly enters into a lower tier covered transaction with a
person who is suspended, debarred, ineligible, or voluntarily
excluded from participation in this transaction, in addition to
other remedies available to the Federal Government, the
14
department or agency with which this transaction originated
may pursue available remedies, including suspension and/or
debarment.
* * * * *
Certification Regarding Debarment, Suspension,
Ineligibility and Voluntary Exclusion--Lower Tier
Participants:
1. The prospective lower tier participant certifies, by
submission of this proposal, that neither it nor its principals is
presently debarred, suspended, proposed for debarment,
declared ineligible, or voluntarily excluded from participating in
covered transactions by any Federal department or agency.
2. Where the prospective lower tier participant is unable to
certify to any of the statements in this certification, such
prospective participant shall attach an explanation to this
proposal.
* * * * *
XI. CERTIFICATION REGARDING USE OF CONTRACT
FUNDS FOR LOBBYING
This provision is applicable to all Federal-aid construction
contracts and to all related subcontracts which exceed
$100,000 (49 CFR 20).
1. The prospective participant certifies, by signing and
submitting this bid or proposal, to the best of his or her
knowledge and belief, that:
a. No Federal appropriated funds have been paid or will be
paid, by or on behalf of the undersigned, to any person for
influencing or attempting to influence an officer or employee of
any Federal agency, a Member of Congress, an officer or
employee of Congress, or an employee of a Member of
Congress in connection with the awarding of any Federal
contract, the making of any Federal grant, the making of any
Federal loan, the entering into of any cooperative agreement,
and the extension, continuation, renewal, amendment, or
modification of any Federal contract, grant, loan, or
cooperative agreement.
b. If any funds other than Federal appropriated funds have
been paid or will be paid to any person for influencing or
attempting to influence an officer or employee of any Federal
agency, a Member of Congress, an officer or employee of
Congress, or an employee of a Member of Congress in
connection with this Federal contract, grant, loan, or
cooperative agreement, the undersigned shall complete and
submit Standard Form-LLL, "Disclosure Form to Report
Lobbying," in accordance with its instructions.
2. This certification is a material representation of fact upon
which reliance was placed when this transaction was made or
entered into. Submission of this certification is a prerequisite
for making or entering into this transaction imposed by 31
U.S.C. 1352. Any person who fails to file the required
certification shall be subject to a civil penalty of not less than
$10,000 and not more than $100,000 for each such failure.
3. The prospective participant also agrees by submitting its
bid or proposal that the participant shall require that the
language of this certification be included in all lower tier
subcontracts, which exceed $100,000 and that all such
recipients shall certify and disclose accordingly.
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City of San Luis Obispo
ATTACHMENT A - EMPLOYMENT AND MATERIALS PREFERENCE FOR APPALACHIAN DEVELOPMENT HIGHWAY SYSTEM OR
APPALACHIAN LOCAL ACCESS ROAD CONTRACTS
This provision is applicable to all Federal-aid projects funded under the Appalachian Regional Development Act of 1965.
1. During the performance of this contract, the contractor undertaking to do work which is, or reasonably may be, done as on-site work,
shall give preference to qualified persons who regularly reside in the labor area as designated by the DOL wherein the contract work is
situated, or the subregion, or the Appalachian counties of the State wherein the contract work is situated, except:
a. To the extent that qualified persons regularly residing in the area are not available.
b. For the reasonable needs of the contractor to employ supervisory or specially experienced personnel necessary to assure an
efficient execution of the contract work.
c. For the obligation of the contractor to offer employment to present or former employees as the result of a lawful collective bargaining
contract, provided that the number of nonresident persons employed under this subparagraph (1c) shall not exceed 20 percent of the total
number of employees employed by the contractor on the contract work, except as provided in subparagraph (4) below.
2. The contractor shall place a job order with the State Employment Service indicating (a) the classifications of the laborers, mechanics and
other employees required to perform the contract work, (b) the number of employees required in each classification, (c) the date on which
the participant estimates such employees will be required, and (d) any other pertinent information required by the State Employment Service
to complete the job order form. The job order may be placed with the State Employment Service in writing or by telephone. If during the
course of the contract work, the information submitted by the contractor in the original job order is substantially modified, the participant shall
promptly notify the State Employment Service.
3. The contractor shall give full consideration to all qualified job applicants referred to him by the State Employment Service. The contractor
is not required to grant employment to any job applicants who, in his opinion, are not qualified to perform the classification of work required.
4. If, within one week following the placing of a job order by the contractor with the State Employment Service, the State Employment
Service is unable to refer any qualified job applicants to the contractor, or less than the number requested, the State Employment Service
will forward a certificate to the contractor indicating the unavailability of applicants. Such certificate shall be made a part of the contractor's
permanent project records. Upon receipt of this certificate, the contractor may employ persons who do not normally reside in the labor area
to fill positions covered by the certificate, notwithstanding the provisions of subparagraph (1c) above.
5. The provisions of 23 CFR 633.207(e) allow the contracting agency to provide a contractual preference for the use of mineral
resource materials native to the Appalachian region.
16
City of San Luis Obispo
6. The contractor shall include the provisions of Sections 1 through 4 of this Attachment A in every subcontract for work which is, or
reasonably may be, done as on-site work.
IN WITNESS WHEREOF, the parties to these presents have hereunto set their hands this year
and date first above written.
CITY OF SAN LUIS OBISPO
A Municipal Corporation
__________________________________
Derek Johnson, City Manager
APPROVED AS TO FORM CONTRACTOR:
Name of Company
________________________________
By:________________________________
J. Christine Dietrick
City Attorney
Name of CAO/President
Its: CAO/PRESIDENT
17
City of San Luis Obispo
CITY OF SAN LUIS OBISPO
DEPARTMENT OF PUBLIC WORKS
SAMPLE PAYMENT BOND
(Section 3247, Civil Code)
WHEREAS, The City of San Luis Obispo, acting by and through the Department of Public Works, hereafter referred to as
“`”, has awarded to Contractor _______________________________________, hereafter designated as the “Principal”, a
contract for the work described as follows:
AND WHEREAS, said Principal is required to furnish a bond in connection with said contract, to secure the payment of
claims of laborers, mechanics, materialmen and other persons as provided by law.
NOW, THEREFORE, we the undersigned Principal and Surety are bound unto the Obligee in the sum of
______________________________________________________________________ dollars ($ ___________________),
for which payment, we bind ourselves, jointly and severally. Caltrans shall be named as additional obligee.
THE CONDITION OF THIS OBLIGATION IS SUCH,
That if said Principal or its subcontractors shall fail to pay any of the persons named in Civil Code Section 3181, or amounts
due under the Unemployment Insurance Code with respect to work or labor performed by such claimant, or any amounts
required to be deducted, withheld, and paid over to the Franchise Tax Board for the wages of employees of the Principal and
his subcontractors pursuant to Section 18806 of the Revenue and Taxation Code, with respect to such work and labor, that the
surety herein will pay for the same in an amount not exceeding the sum specified in this bond, otherwise the above obligation
shall be void. In case suit is brought upon this bond, the surety will pay a reasonable attorney’s fee to be fixed by the court.
This bond shall inure to the benefit of any of the persons named in Civil Code Section 3181 as to give a right of action to
such persons or their assigns in any suit brought upon this bond.
Dated: ______________________________________, 20 ____
Correspondence or claims relating to this bond
should be sent to the surety at the following
address:
Principal
Surety (SEAL)
By : Attorney-in-Fact
NOTE: Signatures of those executing for the surety must be properly acknowledged.
CERTIFICATE OF ACKNOWLEDGEMENT
State of California
City of San Luis Obispo SS
On this _______ day of ___________________ in the year 20 ___ before me _________________________________,
personally appeared ________________________________________________, personally known to me (or proved to me
Attorney-in-fact
on the basis of satisfactory evidence) to be the person whose name is subscribed to this instrument as the attorney-in-fact of
________________________________________________________ and acknowledged to me that he/she subscribed the
name of the said company thereto as surety, and his/her own name as attorney-in-fact.
18
City of San Luis Obispo
(SEAL) Notary Public
19
City of San Luis Obispo
CITY OF SAN LUIS OBISPO
DEPARTMENT OF PUBLIC WORKS
SAMPLE PERFORMANCE BOND
(To Accompany Contract)
Bond No. _________________
WHEREAS, the City of San Luis Obispo, acting by and through the Department of Public Works, has awarded to Contractor
_____________________________________________________________, hereafter designated as the “Contractor”, a
contract for the work described as follows:
AND WHEREAS, the Contractor is required to furnish a bond in connection with said contract, guaranteeing the faithful
performance thereof:
NOW, THEREFORE, we the undersigned Contractor and Surety are held firmly bound to the City of San Luis Obispo in
the sum of $ _________________________________________________ dollars ($ ___________________), to be paid to
said City or its certain attorney, its successors and assigns: for which payment, well and truly to be made, we bind ourselves,
our heirs, executors and administrators, successors or assigns, jointly and severally, firmly by these presents. Caltrans shall be
named as additional obligee.
THE CONDITION OF THIS OBLIGATION IS SUCH,
That if the above bound Contractor, its heirs, executors, administrators, successors or assigns, shall in all things stand to and
abide by, and well and truly keep and perform the covenants, conditions and agreements in the foregoing contract and any
alteration thereof made as therein provided, on his or their part to be kept and performed at the time and in the manner therein
specified, and in all respects according to their intent and meaning, and shall indemnify and save harmless the City of San
Luis Obispo, its officers and agents, as therein stipulated, then this obligation shall become and be null and void; otherwise it
shall be and remain in full force and virtue.
IN WITNESS WHEREOF, We have hereunto set our hands and seals on this ___________ day of ________________,
20___.
Correspondence or claims relating to this bond
should be sent to the surety at the following
address:
Contractor
Name of Surety (SEAL)
By : Attorney-in-Fact
NOTE: Signatures of those executing for the surety must be properly acknowledged.
CERTIFICATE OF ACKNOWLEDGEMENT
State of California, City of San Luis Obispo SS
On this _______ day of ___________________ in the year 20 ___ before me _________________________________, a
notary public in and for the City of San Luis Obispo, personally appeared
________________________________________________, known to me to be the person whose name is subscribed to this
Attorney-in-fact
instrument and known to me to be the attorney-in-fact of _______________________________________________ and
acknowledged to me that he/she subscribed the name of the said company thereto as surety, and his/her own name as
attorney-in-fact.
(SEAL) NOTARY PUBLIC
20
City of San Luis Obispo
FEDERAL MINIMUM WAGE RATES
FEDERAL WAGE DETERMINATIONS
This is a Federally assisted project and compliance with Davis-Bacon Act as supplemented by the Department of
Labor regulations will be enforced. If the State and Federal wage rates are applicable the higher of the two will be
used.
The Federal Labor Standards Provisions and the Federal Wage Determination are a part of the contract and
compliance will be enforced.
Any Subcontracts resulting from this original contract must contain the above language and shall incorporate a copy
of the Federal Labor Standards provisions and the Federal Wage Determinations. Incorporation by reference is not
acceptable.
This Section contains the Federal Wage Determinations which were current at the time the contract documents were
published and shall be used for the life of this project. However, the wage determinations are subject to
modifications in order to keep them current. If such modifications occur 10 days prior to bid opening then the new
determination will prevail for the life of the contract. The Contractor shall be responsible to contact the City to
determine if a new wage determination has been issued and to apply the new determination to its bid.
The current Federal wages are available at the following website:
http://www.wdol.gov/dba.aspx
SPECIAL PROVISIONS
1
SPECIAL PROVISIONS
BOOK 2 of 3
FOR
CITY OF SAN LUIS OBISPO
Marsh Street Bridge over San Luis Obispo Creek Bridge Replacement Project
Br. No. 49C0453
Specification No. 90480
Contract No. 05-5016R
Federal Aid Project No. BRLS-5016(050)
Bid Opening May 1, 2019
December 14, 2018
Standard Specifications dated 2015
Standard Plans dated 2015
PUBLIC WORKS DEPARTMENT
ENGINEERING DIVISION
919 Palm Street
San Luis Obispo, CA 93401
(805) 781-7200
City of San Luis Obispo
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2
City of San Luis Obispo
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3
Marsh Street Bridge over San Luis Obispo Creek Bridge Replacement Project
Br. No. 49C0453
Specification No. 90480
Approval Date:
Rosa Griggs
54169
12/31/19
December 14, 2018
City of San Luis Obispo
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TABLE OF CONTENTS
ORGANIZATION ............................................................................................................. 9
DIVISION I GENERAL PROVISIONS....................................................................................................... 9
1 GENERAL .......................................................................................................................................... 9
2 BIDDING........................................................................................................................................... 10
3 CONTRACT AWARD AND EXECUTION ........................................................................................ 11
4 SCOPE OF WORK ........................................................................................................................... 13
5 CONTROL OF WORK ...................................................................................................................... 14
6 CONTROL OF MATERIALS ............................................................................................................ 19
7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC..................................................... 19
8 PROSECUTION AND PROGRESS ................................................................................................. 24
9 PAYMENT ........................................................................................................................................ 25
DIVISION II GENERAL CONSTRUCTION ............................................................................................. 28
10 GENERAL ...................................................................................................................................... 28
11 WELDING ....................................................................................................................................... 28
12 TEMPORARY TRAFFIC CONTROL .............................................................................................. 28
13 WATER POLLUTION CONTROL .................................................................................................. 30
14 ENVIRONMENTAL STEWARDSHIP ............................................................................................. 34
15 EXISTING FACILITIES .................................................................................................................. 37
16 TEMPORARY FACILITIES ............................................................................................................ 37
DIVISION III EARTHWORK AND LANDSCAPE .................................................................................... 38
17 GENERAL ...................................................................................................................................... 38
18 DUST PALLIATIVES ...................................................................................................................... 38
19 EARTHWORK ................................................................................................................................ 38
20 LANDSCAPE .................................................................................................................................. 39
21 EROSION CONTROL .................................................................................................................... 39
22 FINISHING ROADWAY .................................................................................................................. 39
23 GENERAL ...................................................................................................................................... 39
24 STABILIZED SOILS ....................................................................................................................... 39
25 AGGREGATE SUBBASES ............................................................................................................ 39
26 AGGREGATE BASES .................................................................................................................... 39
27 CEMENT TREATED BASES ......................................................................................................... 39
28 CONCRETE BASES ...................................................................................................................... 39
29 TREATED PERMEABLE BASES .................................................................................................. 39
30 RECLAIMED PAVEMENTS ........................................................................................................... 39
31–35 RESERVED .............................................................................................................................. 39
DIVISION V SURFACINGS AND PAVEMENTS .................................................................................... 39
36 GENERAL ...................................................................................................................................... 39
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37 BITUMINOUS SEALS .................................................................................................................... 39
38 RESERVED .................................................................................................................................... 39
39 ASPHALT CONCRETE .................................................................................................................. 39
40 CONCRETE PAVEMENT .............................................................................................................. 40
41 EXISTING CONCRETE PAVEMENT ............................................................................................ 40
42 GROOVE AND GRIND CONCRETE ............................................................................................. 40
43–44 RESERVED .............................................................................................................................. 40
DIVISION VI STRUCTURES .................................................................................................................. 40
45 GENERAL ...................................................................................................................................... 40
46 GROUND ANCHORS AND SOIL NAILS ....................................................................................... 40
47 EARTH RETAINING SYSTEMS .................................................................................................... 40
48 TEMPORARY STRUCTURES ....................................................................................................... 40
49 PILING ............................................................................................................................................ 40
51 CONCRETE STRUCTURES.......................................................................................................... 53
60 EXISTING STRUCTURES ............................................................................................................. 54
DIVISION VIII MISCELLANEOUS CONSTRUCTION ............................................................................ 55
73 CONCRETE CURBS AND SIDEWALKS ....................................................................................... 55
83 RAILINGS AND BARRIERS........................................................................................................... 55
DIVISION X ELECTRICAL WORK ......................................................................................................... 56
DIVISION XI MATERIALS ...................................................................................................................... 56
90 CONCRETE ................................................................................................................................... 56
APPENDIX A – CALIFORNIA DEPARTMENT OF FISH AND WILDLIFE STREAMBED
ALTERATION (1601) ENVIRONMENTAL PERMIT NO. ................................................. 0
APPENDIX B – CENTRAL COAST REGIONAL WATER QUALITY CONTROL BOARD,
401 WATER QUALITY CERTIFICATION NO. ................................................................. 1
SPECIAL NOTICES
· See sections 2 and 3 for contractors' registration requirements.
· The schedules for the submittal of DBE forms have been revised. See section 2-1.33 for the
submittal schedules.
· See section 2-1.04 for mandatory prebid meeting requirements.
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City of San Luis Obispo
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·
STANDARD PLANS LIST
The standard plan sheets applicable to this Contract include those listed below. The
applicable revised standard plans (RSPs) listed below are included in the project plans.
ABBREVIATIONS, LINES, SYMBOLS, AND LEGEND
A3A Abbreviations (Sheet 1 of 3)
A3B Abbreviations (Sheet 2 of 3)
A3C Abbreviations (Sheet 3 of 3)
A10A Legend - Lines and Symbols (Sheet 1 of 5)
RSP A10B Legend - Lines and Symbols (Sheet 2 of 5)
A10C Legend - Lines and Symbols (Sheet 3 of 5)
A10D Legend - Lines and Symbols (Sheet 4 of 5)
A10E Legend - Lines and Symbols (Sheet 5 of 5)
A10F Legend - Soil (Sheet 1 of 2)
A10G Legend - Soil (Sheet 2 of 2)
A10H Legend - Rock
PAVEMENT MARKERS, TRAFFIC LINES, AND PAVEMENT MARKINGS
RSP A20A Pavement Markers and Traffic Lines - Typical Details
RSP A20B Pavement Markers and Traffic Lines - Typical Details
RSP A20D Pavement Markers and Traffic Lines - Typical Details
A24A Pavement Markings - Arrows
A24B Pavement Markings - Arrows and Symbols
A24C Pavement Markings - Symbols and Numerals
A24E Pavement Markings - Words, Limit and Yield Lines
A24F Pavement Markings - Crosswalks
EXCAVATION AND BACKFILL
A62C Limits of Payment for Excavation and Backfill - Bridge
FENCES
RSP A85 Chain Link Fence
RSP A85A Chain Link Fence Details
TEMPORARY CRASH CUSHIONS, RAILING AND TRAFFIC SCREEN
T1A Temporary Crash Cushion, Sand Filled (Unidirectional)
T1B Temporary Crash Cushion, Sand Filled (Bidirectional)
T2 Temporary Crash Cushion, Sand Filled (Shoulder Installations)
T3A Temporary Railing (Type K)
T3B Temporary Railing (Type K)
BRIDGE DETAILS
B0-1 Bridge Details
RSP B0-3 Bridge Details
RETAINING WALLS
B3-5 Retaining Wall Details No. 1
B3-6 Retaining Wall Details No. 2
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T-BEAM DETAILS
B6-10 Utility Openings - T-Beam
UTILITY OPENING
B7-10 Utility Opening - Box Girder
CHAIN LINK RAILING, CABLE RAILING AND TUBULAR HAND RAILING
RSP B11-52 Chain Link Railing Type 7
ELECTRICAL SYSTEMS - CONTROLLER CABINETS
ES-3A Electrical Systems (Controller Cabinet Details)
RSP ES-3B Electrical Systems (Controller Cabinet Adapter, Foundations, and Pad Details)
RSP ES-3C Electrical Systems (Controller Cabinet Foundation and Pad Details)
ELECTRICAL SYSTEMS - PULL BOX
RSP ES-8A Electrical Systems (Non-Traffic Pull Box)
RSP ES-9D Electrical Systems (Structure Pull Box Installations)
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ORGANIZATION
Special provisions are under headings that correspond with the main-section headings of
the Standard Specifications. A main-section heading is a heading shown in the table of
contents of the Standard Specifications.
Each special provision begins with a revision clause that describes or introduces a
revision to the Standard Specifications as revised by any revised standard specification.
Any paragraph added or deleted by a revision clause does not change the paragraph
numbering of the Standard Specifications for any other reference to a paragraph of the
Standard Specifications.
DIVISION I GENERAL PROVISIONS
1 GENERAL
Add to Section 1-1.01 GENERAL:
The work must be done in compliance with the City of San Luis Obispo, Department of Public Works:
1. Marsh Street Bridge over San Luis Obispo Creek Bridge Replacement Project Br. No. 49C0453
Specification No. 90480 Book 1, Book 2 and Book 3.
2. City of San Luis Obispo Standard Specifications and Engineering Standards – 2018 edition
3. State of California, Department of Transportation Standard Specifications and Standard Plans –
2015 edition
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.
City: City of San Luis Obispo.
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 Department Director or designee.
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 particular duties delegated to them.
Highway: Highway or Highway Right of Way means the work site(s) as identified in the contract or the
area of work within the City right-of-way for privately funded projects.
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.
MUTCD: The most current version of the California Manual on Uniform Traffic Control Devices.
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Office of Structure Design: The Office of the City Engineer at the address located in the special
provisions for the submission of bids.
Plans:
Project Plans: Drawings specific to the project, including authorized shop drawings.
Engineering Standards: Drawing standard to City of San Luis Obispo.
Standard Plans: Drawing standard to Caltrans.
Revised Standard Plans: New or revised standard plans.
Specifications: Standard specifications, revised standard specifications, and special provisions.
1. standard specifications: Caltrans Standard Specifications dated 2015.
2. revised standard specifications: New or revised standard specifications. These specifications are
in Book 3 titled Revised Standard Specifications.
3. special provisions: Specifications specific to the project. These specifications are in Book 2 titled
Special Provisions.
4. City of San Luis Obispo Standard Specification: The directions, provisions and requirements
contained in the City of San Luis Obispo, Standard Specifications and engineering standards.
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 2015.
Delete section 1-1.08.
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
Replace 1st paragraph of section 1-1.12 with:
Make checks and bonds payable to the City of San Luis Obispo.
2 BIDDING
Add between the 1st and 2nd paragraphs of section 2-1.06B:
The Department makes the following supplemental project information available:
Supplemental Project Information
Means Description
Available as specified in the Standard
Specifications
Bridge As-Built Plans
Cross Sections
Included with the project plans Logs of test borings
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Replace the first paragraph of section 2-1.12B(2) with:
Submit the Exhibit 15-G Local Agency Bidder DBE Commitment (Construction Contracts) form, included in
the Bid book.
Delete Section 2-1.31
Replace section 2-1.33A with:
Furnish bid using blank forms provided in the Bid Book. Bid must include all forms and must be signed by the
bidder and each page must be initialed.
Delete Section 2-1.33B
Add to section 2-1.33C:
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.
Replace 2nd paragraph of section 2-1.34 with:
The bidder's bond must conform to the bond form shown in the Bid Book and special provisions for the
project and must be properly filled out and executed.
Add to the list in the second paragraph of section 2-1.33C:
4. No bid will be considered unless accompanied by one of the following:
certified check
cashier’s check
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:
1. Names
2. Titles
3. business addresses
of the:
4. president
5. secretary
6. treasurer
3 CONTRACT AWARD AND EXECUTION
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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 or not 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.
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" to do 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.
Delete section 3-1.08.
Delete section 3-1.11.
Replace the second paragraph of section 3-1.12 with:
Complete and sign Exhibit 15-G Local Agency Bidder DBE Commitment (Construction Contracts) form,
included in the Bid book regardless of whether DBE participation is reported.
3-1.18 Execution of Contract
Replace section 3-1.18 with:
The successful bidder must sign the contract and deliver to the Engineer:
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1. signed contract
contract bonds
insurance policies
for federal-aid contract, DBE Information Form
The Engineer must receive these documents before the 10th business day after the bidder receives the
contract.
The bidder’s security may be forfeited for failure to execute the contract and provide the Engineer with all
documents within the time specified.
4 SCOPE OF WORK
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.
Add to section 4-1.05A:
In instances where you and the City dispute that certain work is:
2. extra work or
3. a change in the character of the work
You are responsible to obtain, from the Engineer, for the disputed work daily agreement on:
4. labor
5. materials
6. equipment
The agreements must be signed by both parties daily. Maintain and submit these records in compliance with:
7. section 5-1.27E
8. section 5-1.43
Daily agreement by the Engineer for disputed work items does not constitute agreement to pay for disputed
work.
4-1.05A(1) Cost Request Bulletin (CRB)
The Engineer may during the course of 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 at a later date.
Add to section 4-1.13:
4-1.13A Work Site Maintenance
You agree, by acceptance of a contract or issuance of permit, to properly maintain the work site in a:
9. safe
10. clean
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11. neat
condition at all times.
Prior to the end of each workday you must remove all equipment and construction materials from the public
right-of-way. The public right-off-way must be clean of any construction materials including but not limited
to:
12. concrete
13. oils
14. asphalt
15. sand
16. aggregate
17. base
At the direction of the Engineer, sweep to clean the right-of-way per section 13-7.03D. Clean project area
and surrounding perimeter including any other area impacted by this work.
4-1.13B Stockpiles
Keep stockpile materials in the street to a minimum and remove by the end of each work day.
5 CONTROL OF WORK
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 special specifications work in conjunction with:
18. project plans
19. engineering standards
20. standard plans
21. 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. State revised standard specifications
4. State standard specifications
5. State revised standard plans
6. State standard plans
7. City Engineering Standards
8. City Standard Specifications
9. Supplemental Project Information
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Written numbers and notes on a drawing govern over graphics. A detail drawing governs over a general
drawing. A detail specification governs over a general specification. A specification in a section governs
over a specification referenced by that section. If a discrepancy is found or confusion arises, submit an RFI.
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.
Delete section 5-1.09.
Replace 5th paragraph in section 5-1.13A with:
Perform work equaling at least 30 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
Replace the second paragraph of section 5-1.13B(1) with:
Use each DBE subcontractor as listed on List of Subcontractors and Exhibit 15-G Local Agency Bidder
DBE Commitment (Construction Contracts) form unless you receive authorization for a substitution.
Replace the sixth and seventh paragraphs of section 5-1.13B(1) with:
If a DBE subcontractor is decertified before completing subcontracted work, the subcontractor must notify
you in writing of the decertification date. If a subcontractor becomes a certified DBE before completing
subcontracted work, the subcontractor must notify you in writing of the certification date. Submit the
notifications. On work completion, complete a Disadvantaged Business Enterprises (DBE) Certification
Status Change, Exhibit 17-O form. Submit the form within 30 days of Contract acceptance.
Upon work completion, complete Exhibit 17-F Final Report – Utilization of Disadvantaged Business
Enterprises (DBE), First-Tier Subcontractors form. Submit it within 90 days of Contract acceptance. The
Department withholds $10,000 until the form is submitted. The Department releases the withhold upon
submission of the completed form.
Replace the second paragraph of section 5-1.13B(2) with:
DBEs must perform work or supply materials as listed in Exhibit 15-G Local Agency Bidder DBE
Commitment (Construction Contracts) form included in the bid.
Replace the last paragraph of section 5-1.13B(2) with:
Unless the Department authorizes (1) a request to use other forces or sources of materials or (2) a good
faith effort for a substitution of a terminated DBE, the Department does not pay for work listed on the
Exhibit 15-G Local Agency Bidder DBE Commitment (Construction Contracts) form unless it is performed
or supplied by the listed DBE or an authorized substitute..
Delete section 5-1.13C.
Delete section 5-1.13D.
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.
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Add to section 5-1.20B(1):
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 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 and clearances including authorizations
required from:
1. Public Utilities Commission
2. railroad company
3. OSHA
4. other public agency
5. double permit from Caltrans.
6. regulatory authority having jurisdiction.
Failure to comply is cause to revoke encroachment permit.
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:
1. permits
2. licenses
3. clearances
to be a construction yard and a temporary storage site for stockpiling.
Replace section 5-1.20G with:
5-1.20G City Authorizations and Permits
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
City Standards.
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
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of the issued permit and pay all applicable fees. Maintain proof 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 these standard specifications.
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.
Replace section 5-1.26 with:
5-1.26A General
You will be provided the necessary horizontal and vertical survey control for the completion of the work.
Survey work will be provided in compliance with chapter 12 of Caltrans Survey Manual. A link to this manual
is provided:
http://www.dot.ca.gov/hq/row/landsurveys/SurveysManual/12_Surveys.pdf
5-1.26B Payment
Full compensation for work specified in section 5-1.26 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.
Replace section 5-1.27E with:
You must deliver all Change Order Bills and support documents in writing to the Engineer. A Change Order
Bill will not be accepted by the Engineer unless prior approval for the work has been given. A change order
is approved when both you and the Engineer have approved it in writing.
Add to the end of section 5-1.32:
Personal vehicles of your employees must not be parked on the traveled way or shoulders, including
sections closed to traffic.
Add to paragraph 1 of section 5-1.36A:
12. infrastructure
13. street surfacing
14. traffic stripes
15. pavement markings and markers
16. survey monuments
17. bench marks
18. utilities
19. trees
20. traffic signal equipment
21. other public fixtures
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Restore facilities in kind.
Monuments and bench marks must comply with section 5-1.26.
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 to
the property owner, with a copy to the Engineer, prior to any:
1. modification
2. repair
3. replacement
of the lateral.
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 at 811 and request all utility lines to be marked.
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, field locating of sewer laterals may
be waived by the Engineer.
Add between the 2nd and 3rd paragraphs of the RSS for section 5-1.36C(3):
Installation of the utilities shown in the following table requires coordination with your activities. Make the
necessary arrangements with the utility company through the Engineer and submit a schedule:
1. Verified by a representative of the utility company
2. Allowing at least the time shown for the utility owner to complete its work
Utility Relocation and Contractor-Arranged Time for the Relocation
Utility Utility address Location Working days
City of San Luis
Obispo Water
990 Palm Street
San Luis Obispo, CA
93401
Along Marsh Street
and in the bridge
15
So Cal Gas 1171 More Road
Goleta, CA 93116
Along Marsh Street
and in the bridge
15
Add to section 5-1.38:
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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.
Add to section 5-1.39A:
You must immediate repair or install 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.
Delete section 5-1.43E.
6 CONTROL OF MATERIALS
Replace Reserved in section 6-1.04A with:
Utilize privately owned United States-flag commercial vessels to ship at least 50 percent of the gross
tonnage (computed separately for dry bulk carries, dry cargo liners, and tankers) involved, whenever
shipping any equipment, material, or commodities pursuant to this contract, to the extent such vessels are
available at fair and reasonable rates for United States-flag commercial vessels.
Furnish within 20 days following the date of loading for shipments originating within the United State or
within 30 working days following the date of loading for shipments originating outside the United States, a
legible copy of a rated “on-board” commercial ocean bill-of-lading in English for each shipment of cargo
described in paragraph (1) of this section to both the Contracting Officer (through the prime contractor in
the case of subcontractor bills-of-lading) and to the Division of National Cargo, Office of Market
Development, Maritime Administration, Washington, DC 20590.
Insert the substance of the provisions of this clause in all subcontracts issued pursuant to this contract.
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 you 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.
7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC
Delete paragraphs 5, 6, 7, 8 in section 7-1.02K(3).
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,
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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 one Portable Document Format (PDF) file which contains all certified payroll records
for the prior month’s work. Redact the PDF file making the employee’s social security number and name
illegible. Failure to submit PDF file with other monthly payroll records is considered an incomplete payroll
submission and penalties will be assessed.
Add to section 7-1.02K(6)(b):
Comply with Labor Code 6705, 6707 and 02005. Comply with Public Contracts Code 7104
Add to section 7-1.02I(2):
14. TITLE VI ASSURANCES
During the performance of this Agreement, the contractor, for itself, its assignees and successors in
interest (hereinafter collectively referred to as CONTRACTOR) agrees as follows:
(1) Compliance with Regulations: CONTRACTOR shall comply with the regulations relative to
nondiscrimination in federally assisted programs of the Department of Transportation, Title 49,
Code of Federal Regulations, Part 21, as they may be amended from time to time, (hereinafter
referred to as the REGULATIONS), which are herein incorporated by reference and made a part of
this agreement.
(2) Nondiscrimination: CONTRACTOR, with regard to the work performed by it during the
AGREEMENT, shall not discriminate on the grounds of race, color, sex, national origin, religion,
age, or disability in the selection and retention of sub-applicants, including procurements of
materials and leases of equipment. CONTRACTOR shall not participate either directly or indirectly
in the discrimination prohibited by Section 21.5 of the Regulations, including employment practices
when the agreement covers a program set forth in Appendix B of the Regulations.
(3) Solicitations for Sub-agreements, Including Procurements of Materials and Equipment: In all
solicitations either by competitive bidding or negotiation made by CONTRACTOR for work to be
performed under a Sub-agreement, including procurements of materials or leases of equipment,
each potential sub-applicant or supplier shall be notified by CONTRACTOR of the
CONTRACTOR’S obligations under this Agreement and the Regulations relative to
nondiscrimination on the grounds of race, color, or national origin.
(4) Information and Reports: CONTRACTOR shall provide all information and reports required by the
Regulations, or directives issued pursuant thereto, and shall permit access to its books, records,
accounts, other sources of information, and its facilities as may be determined by the California
Department of Transportation or FHWA to be pertinent to ascertain compliance with such
Regulations or directives. Where any information required of CONTRACTOR is in the exclusive
possession of another who fails or refuses to furnish this information, CONTRACTOR shall so
certify to the California Department of Transportation or the FHWA as appropriate, and shall set
forth what efforts CONTRACTOR has made to obtain the information.
(5) Sanctions for Noncompliance: In the event of CONTRACTOR’s noncompliance with the
nondiscrimination provisions of this agreement, the California Department of Transportation shall
impose such agreement sanctions as it or the FHWA may determine to be appropriate, including,
but not limited to:
(a) withholding of payments to CONTRACTOR under the Agreement within a reasonable period
of time, not to exceed 90 days; and/or
(b) cancellation, termination or suspension of the Agreement, in whole or in part.
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(6) Incorporation of Provisions: CONTRACTOR shall include the provisions of paragraphs (1) through
(6) in every sub-agreement, including procurements of materials and leases of equipment, unless
exempt by the Regulations, or directives issued pursuant thereto.
CONTRACTOR shall take such action with respect to any sub-agreement or procurement as the
California Department of Transportation or FHWA may direct as a means of enforcing such provisions
including sanctions for noncompliance, provided, however, that, in the event CONTRACTOR becomes
involved in, or is threatened with, litigation with a sub-applicant or supplier as a result of such direction,
CONTRACTOR may request the California Department of Transportation enter into such litigation to
protect the interests of the State, and, in addition, CONTRACTOR may request the United States to enter
into such litigation to protect the interests of the United States.
Replace Reserved in section 7-1.02K(6)(j)(iii) with:
Section 7-1.02K(6)(j)(iii) includes specifications for handling, removing, and disposing of earth material
containing lead.
Lead is anticipated in earth material on the job site. Management of this material exposes workers to
health hazards that must be addressed in your lead compliance plan. Soil adjacent to Cheng Park is
anticipated to have the highest lead levels. Material with lead concentrations above 1,000 mg/kg total
lead and above 5 mg/L soluble lead may not be reused on site and must be disposed of at a permitted
landfill or solid waste disposal site.
Handle the material under all applicable laws, rules, and regulations, including those of the following
agencies:
1. Cal/OSHA
2. CA RWQCB, Region 5—Central Coast
3. CA Department of Toxic Substances Control
If the material is disposed of:
1. Disclose the lead concentration of the material to the receiving property owner when obtaining
authorization for disposal on the property
2. Obtain the receiving property owner's acknowledgment of lead concentration disclosure in the written
authorization for disposal
3. You are responsible for any additional sampling and analysis required by the receiving property
owner
If you choose to dispose of the material at a commercial landfill:
1. Transport it to a Class III or Class II landfill appropriately permitted to receive the material
2. You are responsible for identifying the appropriately permitted landfill to receive the material and for
all associated trucking and disposal costs, including any additional sampling and analysis required by
the receiving landfill
Add to section 7-1.03:
Public traffic includes all:
4. motorized vehicles
5. bicycles
6. pedestrian traffic
7. personal mobility devices
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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 Business District 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 a
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.
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.
7-1.03A Public Notification
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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 briefly describe 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
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 which is to be hand-delivered or placed on the front door of each business or residence.
A sample door hanger is included in the appendix of the engineering standards.
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 10.36.040 and CVC 22651(m)
Towed Vehicles Contact SLOPD 781-7312
Date: XXXXX to XXXXXX
Time: XXXXX to XXXXXX
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Contractor:
Contractor Office Number:
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. 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 traffic control plan is approved by the Engineer.
Limited work hours may be imposed at any time. If the work impacts traffic flow on any:
1. major route, or
2. in the vicinity of schools, or
3. the downtown,
expect that work hour restrictions will be imposed by the Engineer.
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.
Add to section 7-1.11B – Attachments II NONDISCRIMINATION Item 1:
c. Each contract you sign with a contractor (and each subcontract the prime contractor signs with
a subcontractor) must include the following assurance:
“The contractor, sub recipient or subcontractor shall not discriminate on the basis of race, color,
national origin, or sex in the performance of this contract. The contractor shall carry out
applicable requirements of 49 CFR part 26 in the award and administration of DOT-assisted
contracts. Failure by the contractor to carry out these requirements is a material breach of
this contract, which may result in the termination of this contract or such other remedy as the
recipient deems appropriate.”
8 PROSECUTION AND PROGRESS
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 non-working day by reason of inclement weather or conditions resulting from,
will be made by the Engineer.
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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.
8-1.05A PARTIAL COMPLETION TIME
Complete all work within the Prefumo and San Luis Obispo creek areas between June 15, 2015 and
October 31, 2015. The time limit specified for the completion of the work may be insufficient to permit
completion of the work by working a normal number of hours per day or week on a single shift basis.
Should you fail to maintain the progress of the work in conformance with "Progress Schedule (Critical
Path Method)" of these special provisions, provide additional shifts as necessary to ensure that the work
is completed within the time limit specified.
9 PAYMENT
Delete the 11th and 12th paragraph in section 9-1.03.
Add to section 9-1.03:
When the Engineer does not retain a portion of the funds during the prosecution of the work, as required
on federally funded projects, you may not retain a portion of the funds due to subcontractors when making
progress payments.
The Engineer does not pay interest on progress payment retentions.
Add to section 9-1.04A:
When force account or extra work is in dispute, you must still review your daily work report for the disputed
work with the Engineer every day. The daily work must be signed by the Engineer daily to verify that your
report has been reviewed. Final determination as to whether the work is included in the contract work or is
extra work, may be decided after the work is completed.
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
2. superintendents
3. other salaried employees
performing 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.
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
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conference. The most current Caltrans equipment rental rate publication at the date of contract award will
be used for the entire project.
Delete section 9-1.07.
Add to section 9-1.16A:
Progress payments will provide you compensation for work and eligible materials through the last day of
the month. No progress payment will be made when the work is not proceeding in compliance with the
contract or when the total value of the work done since the last progress payment is less than $300, as
determined by the Engineer. Payment will be made within 30 days of the last day of the month.
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 material must be purchased
2. must be listed in the special provisions as eligible and is in compliance with other contract parts
3. the cost of the materials must be greater than $20,000
4. an invoice is provided for the material clearly showing the material is for this current work and
cost
5. the material is stored in a secure yard and made available to the Engineer for inspection
6. a request for partial payment is made
The following items are eligible for progress payment even if they are not incorporated into the work:
Add to section 9-1.16E(2):
The City may withhold a portion of your payment for fines and mitigation imposed by outside regulatory
authorities, as a result of your failure to comply with regulations and permits.
Add to section 9-1.16E(4):
The City will withhold 125 percent of the value of all Stop Notices, pursuant to Section 3179 et seq. of the
Civil Code.
Add to section 9-1.16F
The agency shall hold retainage from the prime contractor and shall make prompt and regular
incremental acceptances of portions, as determined by the agency, of the contract work, and pay
retainage to the prime contractor based on these acceptances. The prime contractor, or subcontractor,
shall return all monies withheld in retention from a subcontractor within 30 days after receiving payment
for work satisfactorily completed and accepted including incremental acceptances of portions of the
contract work by the agency. Federal law (49CFR26.29) requires that any delay or postponement of
payment over 30 days may take place only for good cause and with the agency’s prior written approval.
Any violation of this provision shall subject the violating prime contractor or subcontractor to the penalties,
sanctions and other remedies specified in Section 7108.5 of the Business and Professions Code. These
requirements shall not be construed to limit or impair any contractual, administrative, or judicial remedies
otherwise available to the prime contractor or subcontractor in the event of a dispute involving late
payment or nonpayment by the prime contractor, deficient subcontract performance, or noncompliance by
a subcontractor.
Delete 3rd paragraph in section 9-1.17C.
Replace section 9-1.17D(1) with:
If you accept the proposed final estimate or do not submit a claim statement within 30 days of receiving the
proposed final estimate, the Engineer will process the proposed final estimate for payment. The final
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27
payment will not be due and payable until the expiration of 40 days from the date the notice of completion
is filed with the County of San Luis Obispo. The Notice of Completion will be filed within five days of formal
acceptance of the work by the City Council or its designated representative, upon the recommendations of
the Engineer. This final estimate and payment is conclusive except as specified in sections 5-1.27, 6-3.06,
and 9-1.21.
If you submit a claim statement within 30 days of receiving the Engineer’s proposed final estimate, the
Engineer will process for payment the proposed final pay estimate for payment of the uncontested amount
due. The Engineer will pay the uncontested amount due within 40 days from the date the notice of
completion is filed with the County of San Luis Obispo. The uncontested amount due estimate is conclusive
as to the amount of work completed and the amount payable except as affected by the claims or as specified
in sections 5-1.27, 6-3.06, and 9-1.21.
Add to section 9-1.17D(2)(a):
For each claim, submit a claim statement showing:
1. The identification number
2. Date the Initial Potential Claim was furnished to the Engineer
3. Date the Supplemental Potential Claim was furnished to the Engineer
4. The final amount of additional payment requested
5. Attach a copy of the Full and Final Potential Claim Record
Submit claims to:
City Engineer
City of San Luis Obispo – Public Works Department
919 Palm Street
San Luis Obispo, CA 93401
Add to 1st paragraph in section 9-1.17D(2)(d):
6. You did not comply with applicable notice or protest requirements including but not limited to:
a. section 4-1.06
b. section 5-1.06
c. section 5-1.42
d. section 8-1.07
Delete 6th paragraph in section 9-1.17D(3)
Replace section 9-1.22 with:
Claim Resolution Procedure is substituted for arbitration provisions and is as follows:
1. For all claims contested by the Engineer and not included in the semifinal estimate, the
Engineer may request additional information within 30 days of submittal of the semifinal
estimate. A proof of mailing or delivery must be retained.
2. You must submit to the Engineer the information requested for each claim within 30 days of
the date of mailing of the Engineer’s request. Proof of mailing or Engineer’s receipt will be
retained for the submittal. Failure to timely submit the information requested is deemed a
waiver of the claim.
3. The Engineer will submit a written response to you for each claim within 30 days after the
date of mailing of your submittal, or if the Engineer did not request additional information,
within 30 days of submittal of the semifinal estimate.
4. If you dispute the Engineer’s written response to any claim, or the Engineer fails to respond
within the time specified, you must notify the Engineer in writing, either within 15 days of the
Engineer’s response or the Engineer’s failure to respond within the specified time period, and
demand an informal meeting to discuss and attempt to settle the issues remaining in dispute.
Upon receipt of such a demand, the Engineer will schedule such a meeting within 30 days.
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5. Following the meeting if any claim or portion thereof remains in dispute, you may file a claim
as provided in Government Code 910 and following.
6. Either party may request non-binding mediation at any time following the informal meeting in
an attempt to settle any issues remaining in dispute. If both sides agree to mediation and
agree on a mediator, the parties must pay equally the fees and expenses of the mediator.
7. If either party initiates litigation against the other, within 60 days, but no earlier than 30 days,
following the filing of the responsive pleading, the court may submit the matter to nonbinding
mediation unless both parties stipulate to waive this requirement. The parties must select a
disinterested third person as mediator within 15 days following the 60th day after the filing of
the responsive pleading, and the mediation must commence within 30 days of selection of
the mediator, unless the parties stipulate otherwise, or the court, on a showing of good
cause, orders a time extension. If the parties fail to select a mediator within the 15 day period,
any party may petition the court to appoint the mediator. The parties must pay equally the
fees and expenses of the mediator. The court may, upon either party’s request, order any
witnesses to participate in the mediation process. The party requesting the appearance of
any witness must pay the costs and expenses of the witness.
Add to section 9-1:
Where City staff and equipment are used for work, billing will be done at the hourly billing rate for City staff
in compliance with the City’s Revenue Management Manual. 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.
DIVISION II GENERAL CONSTRUCTION
10 GENERAL
Add to section 10-1.01:
Before initial ground disturbance, all construction personnel must attend environmental awareness
training. All new personnel must also be trained before performing any work on-site. Personnel in
attendance will need to sign a form stating they attended environmental awareness training. Coordinate
the training time with the Engineer.
Add to the end of section 10-1.02C(2):
Protect irrigation components in the TCE when removing landscaping and fencing; creating access to the
Dialysis Center and restoring the area after construction. Do not prevent the irrigation system from
operating during construction.
Replace Reserved in section 10-1.03 with:
You may work within drainage channels only from Jun 1 to November 1 of any year.
11 WELDING
12 TEMPORARY TRAFFIC CONTROL
Replace Reserved in section 12-3.11B(5) with:
A construction project funding sign must comply with the details shown on the Department's Traffic
Operations website.
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The sign must be a wood-post sign complying with section 82-3.
The sign panels must be framed, single-sheet aluminum panels complying with section 82-2.
The background on the sign must be Type II retroreflective sheeting. The Type II retroreflective sheeting
must be on the Authorized Material List for signing and delineation materials.
The legend must be retroreflective except for nonreflective black letters and numerals. The blue must
match PR color no. 3 on FHWA's Color Tolerance Chart. The orange must match PR color no. 6 on
FHWA's Color Tolerance Chart.
The legend for the type of project must read as follows:
BRIDGE REPLACEMENT
The legend for the types of funding on a construction project funding sign must read as follows and in the
following order:
FEDERAL HIGHWAY TRUST FUNDS
STATE HIGHWAY FUNDS
CITY TRANSPORTATION FUNDS
The legend for the year of completion on a construction project funding sign must read as follows:
YEAR OF COMPLETION 2019
Do not add information to the construction project funding sign unless authorized.
Replace Reserved in section 12-3.11C(3) with:
Install __ Type ___ construction project funding sign at the location determined by the Engineer before
starting major work activities visible to highway users.
Dispose of construction project funding signs upon completion of the project if authorized.
Add between the 9th and 10th paragraphs of the RSS for section 12-3.32C:
Start displaying the message on the sign 2 weeks before closing the bridge or road or when directed by
the Engineer.
Replace the table in the definition of designated holidays in section 12-4.02A(2) with:
Add to section 12-4.02A(2):
special days: Cal Poly Graduation, Friday June 14 to Sunday June 16
Replace Reserved in section 12-4.02C(3)(d) with:
Do not close the street until active construction activities warrant it.
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Replace the 1st paragraph of section 12-4.04C with:
Maintain pedestrian access to businesses at all times. Provide safe access for emergency personnel
through the closure and construction area. Place a lock at both gates restricting access to the Dialysis
Center. Coordinate the lock type and keys with emergency personnel.
13 WATER POLLUTION CONTROL
Add to the end of section 13-1.01A:
The specifications in section 13 for water quality monitoring apply to the following work activities
whenever they occur in water:
1. Installing and removing the water diversion system
The receiving water for this project is San Luis Obispo Creek.
Do not use herbicides within the project limits.
Add to the end of section 13-3.01A:
This project's risk level is 2.
Replace the paragraphs in section 13-3.01D(2) with:
Replace the last paragraph of section 13-4.03C(1) with:
Perform each of the following activities at least 100 feet from a concentrated flow of stormwater, a
drainage course, aquatic or riparian habitat, or an inlet wherever it is performed (1) within the floodplain or
(2) at least 50 feet outside the floodplain:
1. Stockpiling materials
2. Storing pile-driving equipment and liquid waste containers
3. Washing vehicles and equipment in outside areas
4. Fueling and maintaining vehicles and equipment
Add to section 13-4.01C:
Job site management includes preparing a Spill Prevention and Clean-up Plan. The plan must include:
1. How chemical and hazardous substances will be stored
2. Cleanup supplies on site for possible spill cleanup
3. Spill cleanup procedure and procedures to prevent spills from entering storm runoff or the
creek.
4. Reporting requirements for spills
Cover the dewatering intake with wire mesh with a grid not larger than 0.2 inches.
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Replace section 13-12 with:
13-12 TEMPORARY CREEK DIVERSION SYSTEMS
13-12.01 GENERAL
13-12.01A Summary
Section 13-12 includes specifications for constructing, maintaining, reconstructing, and removing
temporary creek diversion system (TCDS), and restoring creek bed to original condition. The temporary
diversion system is used to divert upstream water flows to allow construction in a dry or dewatered
location.
13-12.01B Definitions
Not Used
13-12.01C Submittals
13-12.01C(1) Temporary Creek Diversion System Plan
Within 20 days of Contract approval, submit 3 copies of the Temporary Creek Diversion System Plan
(TCDSP). The TCDSP must include:
1. Installation and removal process, including equipment, platforms for equipment, and access locations.
2. Anticipated flow rates.
3. Calculations supporting the sizing of piping, channels, pumps, or other conveyance by using FHWA
HY-8 or other equivalent method. Calculate the discharge water flow rate and velocity anticipated
where it discharges on any erodible surface, so its conveyance does not cause erosion within the
project or at the discharge to the water body. Temporary culverts attached to banks, walls, or other
locations must be designed to hold the full weight of the culvert at capacity and restrain the culvert for
any expected hydraulic forces.
4. Plans showing locations of diversion, including layouts, cross sections, and elevations.
5. Materials proposed for use, including MSDS if applicable.
6. Operation and maintenance procedures for the TCDS.
7. Restoration plans showing before and after conditions, including photos of existing conditions for
areas disturbed during the installation, operation, and removal of the TCDS.
8. Monitoring and reporting plan to ensure applicable water quality objectives are met. This includes
schedule of work including Temporary BMP implementation as part of the Construction Site BMP
strategy, and SWPPP or WPCP as applicable. Use with section 13-3.01A.
9. Details of the pumping system, if used, including power source, debris handling, fish screens, and
monitoring requirements.
10. Fish passage plan, following the Caltrans Fish Passage Design for Road Crossings, CA Department
of Fish and Wildlife (CDFW), CA Salmonid Stream Habitat Restoration Manual, and National Marine
Fisheries Service (NMFS), Guidelines for Salmonid Passage at Stream Crossings, as required by the
applicable PLACs.
11 The TCDS design must demonstrate how it will comply with section 13-12.03A, water tightness, and
prevent seepage.
12. Contingency plan to remove workers, equipment, materials, fuels, and any other work items that will
cause pollution or violation of PLACs during a rain event out of the flow area. Develop the
contingency plan for when a 12-inch freeboard cannot be maintained and overtopping of the coffer
dams may occur.
If revisions are required, the Engineer notifies you of the date when the review stopped and provides
comments. Submit a revised TCDSP within 15 days of receiving the comments. The Department's review
resumes when a complete TCDSP has been resubmitted.
Submit an electronic copy on a read-only CD, DVD, or other Engineer-authorized data storage device and
4 printed copies of the authorized TCDSP.
If the RWQCB or other regulatory agency requires review of the authorized TCDSP, the Engineer submits
it to the RWQCB for review and comment. If the Engineer orders changes to the TCDSP based on the
RWQCB's comments, submit a revised TCDSP within 10 days.
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All submittals which include plans, specifications, and calculations must be sealed and signed by a civil
engineer registered in the State.
13-12.01D Quality Assurance
Not Used
13-12.02 MATERIALS
13-12.02A Gravel
Gravel must:
1. Be river run gravel obtained from a river or creek bed with gradation of 100 percent passing a 3/4 inch
sieve and 0% passing a 3/8 inch sieve
2. Be clean, hard, sound, durable, uniform in quality, and free of any detrimental quantity of soft, thin,
elongated or laminated pieces, disintegrated material, organic matter, or other deleterious substances
3. Be composed entirely of particles that have no more than 1 fractured face
4. Have a cleanliness value of at least 85, as determined by California Test 227
13-12.02B Impermeable Plastic Membrane
Impermeable plastic membrane must be:
1. Single ply, commercial quality, polyethylene with a minimum thickness of 10 mils complying with
ASTM D2103. You must use stronger plastic membrane if required as part of design to resist
hydraulic forces.
2. Free of holes, punctures, tears or other defects that compromise the impermeability of the material.
3. Suitable for use as an impermeable membrane.
4. Resistant to UV light, retaining a minimum grab breaking load of 70 percent after 500 hours under
ASTM D4355.
13-12.02C Gravel-Filled Bags
Gravel-filled bags must comply with section 13-5.02G.
The 2nd paragraph of section 13-5.02G does not apply.
13-12.02D Plastic Pipes
Plastic pipe must comply with section 61-3.01 and must:
1. Be clean, uncoated, in good condition free of rust, paint oil dirt or other residues that could potentially
contribute to water pollution
2. Be adequately supported for planned loads
3. Use watertight joints under section 61-2.01.
4 Be made of a material or combination of materials that are suitable for clean water and which do not
contain banned, hazardous or unlawful substances
5. For temporary pipes not reused on the project you may use the following materials:
· 5.1. PVC closed-profile wall pipe must comply with ASTM F1803
· 5.2. PVC solid wall pipe must comply with ASTM D3034, ASTM F679, AWWA C900, AWWA
C905, or ASTM D2241 and cell class 12454 defined by ASTM D1784
· 5.3. HDPE solid wall pipe must comply with AASHTO M 326 and ASTM F714
· 5.4. Polyethylene large-diameter-profile wall sewer and drain pipe must comply with ASTM
F894
·
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13-12.02E Rock
Rock layer must comply with the table titled Rock Gradation for 7-inch-thick Layer in section 72-4.02.
13-12.02F Pumping System
Pumping system must:
1. Comply with section 74-2.02B
2. Be equipped with secondary containment
3. Be free of fuel and oil leaks
4. Meet intake screen regulatory requirements and have a wire mesh with a grid no larger than 0.2
inches on the intake.
13-12.02G Seepage Pumping System
If seepage occurs in the dewatered work area, the water must be removed by sump pumps as part of the
TCDS.
Seepage pumping system must:
1. Comply with section 74-2.02B
2. Ensure discharge water conform with PLACs or is treated on site
3. Be free of fuel and oil leaks
13-12.02H Discharge Water Energy Dissipation and Erosion Control
Discharge water from pumps, pipes, ditches, or other conveyances must have BMPs to dissipate the
flows and velocity of water discharged from the temporary diversion system if erosion would otherwise
occur.
Energy dissipation measures:
1. May be plastic sheeting, flared end sections, rubber matting, or other materials appropriate for the
design hydraulics
2. Must be anchored to prevent movement by expected flows
3. Must be removed when the TCDS is removed
13-12.03 CONSTRUCTION
13-12.03A General
Construction, use and removal of the TCDS is restricted to the time period in the permits. If the work
cannot be completed during the initial restricted time period , remove TCDS, restore the creek to original
flow condition, and reconstruct the TCDS the following year. No work is allowed within the stream except
during the restricted time period.
Do not use motorized equipment or vehicles in areas of flowing or standing water for the construction or
removal of the TCDS in compliance with section 13-4.03.
Remove vegetation to ground level and clear away debris.
Place temporary or permanent fill as allowed by PLACs.
Place rock at outlet of diversion pipe under section 72-4.03, except motorized vehicles and equipment
must not be used in areas of flowing or standing water.
Do not construct or reconstruct TCDS if the 72-hour forecasts predict a 50 percent or greater chance of
rain in the project area.
Stop allwork and remove all material and equipment from the creek between upstream and downstream
cofferdams if the 72-hour forecasts predict a 50 percent or greater chance of rain in the project area and
the predicted rainfall is estimated to produce a flow rate exceeding the design capacity of the TCDS.
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If the required freeboard cannot be maintained and overtopping may occur, implement contingency plan
to remove all workers, equipment, and potential sources of pollution from the dry working area of the
creek bed.
The TCDS must be constructed within the temporary impact footprint as described in the environmental
commitments.
Lap and join joints between the edges of impermeable plastic membrane with commercial-quality
waterproof tape with minimum 4-inch lapping at the edges.
Seal openings or penetrations through the impermeable plastic membrane with commercial quality
waterproof tape.
The TCDS must be water tight to keep the work area dry for construction and prevent the creation of
pollutants. Maintain all portions of the TCDS and fix leaks as soon as they are discovered.
Contact water agencies that discharge to the construction area to ensure that unexpected water is not
discharged during construction which could compromise the TCDS.
13-12.03B Maintenance
Maintain the TCDS to provide a minimum freeboard of 12 inches between the water surface and the
impermeable top of the cofferdams.
Do not discharge runoff from existing or proposed drainage systems into the dry work area between the
cofferdams. Runoff from these systems may be connected to the diversion pipe or conveyed by pipes
downstream of the cofferdam.
Prevent leaks in the TCDS. Provide seepage pumps as necessary and keep the work area dry to prevent
the creation of sediment-laden water.
Repair holes, rips and voids in the impermeable plastic membrane with commercial-quality waterproof
tape. Replace impermeable plastic membrane when patches or repairs compromise the impermeability of
the material.
Repair TCDS within 24 hours after the damage occurs.
Prevent debris from entering the TCDS and receiving water.
Remove and immediately replace gravel, gravel-filled bags, impermeable plastic membrane, or plastic
pipes contaminated by construction activities.
Remove sediment deposits and debris from the TCDS as needed. If removed sediment is deposited
within project limits, it must be stabilized and not subject to erosion by wind or water, under sections 19-
1.01 and 19-2.03 B.
13-12.03C Removal
When no longer required, remove all components of TCDS. Return the creek bed and banks to the
original condition.
Do not excavate the native creek material. Maintain the original line and grade of the creek bed.
13-12.04 PAYMENT
Not Used
14 ENVIRONMENTAL STEWARDSHIP
Add to the end of section 14-1.02:
An ESA exists on this project.
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Before starting job site activities, install Temporary High-Visibility Fence to protect the ESA and mark its
boundaries.
Add to section 14-6.01:
If any wildlife is encountered during construction, allow said wildlife to leave the construction area
unharmed.
Add to the 1st paragraph of section 14-6.03A:
This project is within or near habitat for the regulated species shown in the following table:
Regulated Species
California Red Legged Frog (CRLF) at
any life stage
Migratory birds
This project includes the sensitive habitats shown in the following table:
Sensitive Habitats
Riparian
Add to section 14-6.03A:
Species protection areas within the project limits are as specified in the following table:
Species Protection Areas
Identification name Location
Species Protection Area 1 Entire project limits
Within Species Protection Area 1, implement the following protection measures:
1. Follow the fieldwork code of practice developed by the Declining Amphibian Populations Task Force
2. Filter fabric must line the channel prior to the placement of diversion materials into the channel.
Substrate in channel, including gravel and rocks, that is removed during project construction will be
set aside, rinsed, and then returned to the channel following completion of in-channel construction.
3. Project activities that may affect the flow of the creek through placement of fill, bridge construction, or
diversion of the channel must comply with the 2001 NMFS Guidelines for Salmonid Passage at
Stream Crossing, where applicable. The guidelines include but are not limited to:
a. A minimum water depth (12 inch for adults and 6 inch for juveniles) at the low fish passage;
b. A maximum hydraulic drop of 12 inch for adults and 6 inch for juveniles;
c. Avoidance of abrupt changes in water surface and velocities; and
d. Structures must be aligned with the stream, with no abrupt changes in flow direction upstream or
downstream of the crossing.
4. In-channel construction will not be conducted at night to afford fish quiet migratory hours.
5. Pile driving activities must coincide with the least likely occurrence of upstream migrating adults or
downstream juvenile migration (June 1-November 1). The smallest pile driver and minimum force
necessary will be used to complete work within diverted areas.
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6. All water pumping or withdrawal from the creek must comply with 1997 NMFS Fish Screening Criteria
for Anadromous Salmonids, where applicable, to avoid entrainment of fish. The criteria include but
are not limited to the following:
a. Screen design must provide for uniform flow distribution over the surface of the screen;
b. Screen material openings must not exceed 3/32 inches for fry (fish capable of feeding
themselves) sized salmonids and must not exceed 1/4 inch for fingerling sized salmonids;
c. Where physically practical, the screen must be constructed at the dewatering system
entrance. The screen face should be generally parallel to river flow and aligned with the
adjacent bankline; and
d. The design approach velocity must not exceed 0.33 feet per second for fry sized salmonids
or 0.8 feet per second for fingerling sized salmonids. _
7. Before any activities begin on the project, the project biologist will conduct a training session for all
construction personnel. At a minimum, the training will include a description of all sensitive species,
including steelhead; their habitat, Critical Habitats, the project specific measures being implemented
to conserve these species, and the boundaries within which the project may be accomplished.
Add to section 14-6.03C:
Regulated fish are anticipated adjacent to bridge no.49C0453. Implement the following protection
measures:
1. Install exclusionary material, a cofferdam, or a combination of both
2. Provide a Contractor-supplied biologist to relocate the fish if relocation is allowed
Maintain exclusion material and cofferdams such that regulated fish are prevented from entering the work
area.
The pump screen's approach velocity must not exceed 0.33 feet per second.
Replace the 2nd paragraph of section 14-8.02 with:
Noise from job site activities must not exceed 86 dBA Lmax at 50 feet from the job site from 9 p.m. to 7
a.m.
Add to section 14-8.02:
Replace at least once a week in the 2nd sentence of the 3rd paragraph of section 14-10.01 with:
daily
Add Section 14-9.02A AIR POLLUTION CONTROL, General:
The City has obtained an annual permit for construction from the Air Pollution Control District (APCD). The
annual APCD permit and construction log files are located on the City’s website:
http://www.slocity.org/government/department-directory/public-works/documents-online/construction-
documents
You are required to comply with the APCD permit including all notification and construction logs using the
appropriate equipment. Provide training to all workers in the construction area.
You must comply with section 77-1 of the standard specifications.
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Add Section 14-9.02B AIR POLLUTION CONTROL, Construction:
Where contamination is encountered, you are responsible to:
1. monitor
2. record
3. report
H2S and Hydrocarbon FID readings taken every hour during work in the contamination zone or as directed
by the Engineer.
Appropriate Personal Protective Equipment (PPE) must be used.
Add Section 14-9.02C AIR POLLUTION CONTROL, Payment:
Full compensation for APCD compliance 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.
Add Section 14-11.01A(1) GENERAL, Health And Safety Plan - Contamination Site Information:
[Attempt to determine if the work area is likely to encounter contaminated soil. If so, use the following
language identifying the contaminate and confirming with the owner where the material is to be disposed
of.]
There is a potential of soil contamination in the work area. Known areas of soil and groundwater
contamination as identified by the County Department of Health are:
Site Location Prior or Current Use
Listed below are the highest known contamination and type of contamination.
Site Location Contaminate
Add Section 14-11.02A(2) GENERAL, Health And Safety Plan - Disposal Location:
The owners of the contaminated soil have been put on notice and have requested the material for their site
be delivered to the following locations. Once delivered, the material is site owner’s property.
Site Disposal Site
The City reserves the right to use other forces for exploratory work to identify and determine the extent of
contaminated material and for removing contaminated material.
15 EXISTING FACILITIES
16 TEMPORARY FACILITIES
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DIVISION III EARTHWORK AND LANDSCAPE
17 GENERAL
Add to section 17-2.01:
During initial ground disturbance run equipment at speeds no faster than 3 mph.
Notify the Engineer before removing vegetation. The county will perform a pre-construction nesting bird
and California Red Legged Frog survey. Begin vegetation removal within 48 hours of survey and
complete the vegetation removal within 2 weeks of the survey.
Replace the 4th paragraph in section 17-2.03A with:
Clear and grub vegetation only within the excavation and embankment slope lines. Stump height of tree
shown to be stumped must not exceed 2 feet above original ground.
Replace "not used" in section 17-2.04 with:
Payment for stumping tree with a diameter of over 4-foot at 4-feet above OG is not included in the
payment for Clear and Grub.
18 DUST PALLIATIVES
19 EARTHWORK
Add to the end of section 19-3.01A:
Structure backfill includes constructing the geocomposite drain system. The systems must comply with
section 68-7.
Add to the end of section 19-3.02E:
Slurry cement backfill may contain returned plastic concrete.
Slurry cement backfill containing returned plastic concrete must comply with the specifications for
concrete containing returned plastic concrete.
Add to the beginning of section 19-3.03B(1):
For footings at locations with structure excavation (Type D), ground or surface water is expected to be
encountered but seal course concrete is not needed.
Add to section 19-3.04:
Class 2 aggregate base placed below footings is paid for as structure backfill.
Structure excavation for footings at locations not shown as structure excavation (Type D) and where
ground or surface water is encountered is paid for as structure excavation (bridge).
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20 LANDSCAPE
21 EROSION CONTROL
22 FINISHING ROADWAY
23 GENERAL
24 STABILIZED SOILS
25 AGGREGATE SUBBASES
26 AGGREGATE BASES
27 CEMENT TREATED BASES
28 CONCRETE BASES
29 TREATED PERMEABLE BASES
30 RECLAIMED PAVEMENTS
31–35 RESERVED
DIVISION V SURFACINGS AND PAVEMENTS
36 GENERAL
37 BITUMINOUS SEALS
38 RESERVED
39 ASPHALT CONCRETE
Replace the 3rd and 4th paragraphs in section 39-2.01B(2)(b) with:
Treat aggregate with lime slurry with marination.
Replace 0.8–1.5 in the row for combined aggregate fractions in the table in the 7th paragraph of
section 39-2.01B(4)(c)(i) with:
1.0–1.5
Replace the 2nd sentence in the paragraph of section 39-2.01B(10) with:
Choose from CRS2, CQS1, or PMCRS2 asphaltic emulsion or asphalt binder.
Replace the 3rd and 4th paragraphs in section 39-2.01B(2)(b) with:
Treat aggregate with dry lime or lime slurry with marination.
Replace Reserved in section 39-2.02B(3):
The grade of asphalt binder for Type A HMA must be PG 64-10.
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40 CONCRETE PAVEMENT
41 EXISTING CONCRETE PAVEMENT
42 GROOVE AND GRIND CONCRETE
43–44 RESERVED
DIVISION VI STRUCTURES
45 GENERAL
46 GROUND ANCHORS AND SOIL NAILS
47 EARTH RETAINING SYSTEMS
48 TEMPORARY STRUCTURES
49 PILING
Add to section 49-1.03:
Prior to pile installation, the location of the sewer line below the footing must be positively located.
Expect difficult pile installation due to the conditions shown in the following table:
Pile location
Conditions Bridge no. Support location
49C0453
Abutments,
retaining wall and
soldier pile wall
Groundwater and bedrock
Add to section 49-4.03B:
Rock subsurface foundation material is anticipated at the soldier pile retaining wall location. Conventional
drilling equipment for drilling in soils may not be suitable for drilling holes for the steel soldier piling.
If you substitute piles with a larger diagonal dimension for the piles shown, ream or enlarge the drilled
hole to provide a hole diameter at least 4 inches larger than the diagonal dimension of the pile.
Replace Reserved in section 49-5 with:
49-5.01 GENERAL
49-5.01A Summary
Section 49-5 includes specifications for constructing micropiles.
HS thread bars and couplers must comply with the specifications for HS steel prestressing bars in section
50.
Bar reinforcing steel must comply with section 52, except you may use deformed bar reinforcing steel that
complies with ASTM A615/A615M, Grade 60.
49-5.01B Definitions
micropile: Small-diameter, bored, CIP composite pile, in which the applied load is resisted by steel
reinforcing elements, grout, and frictional ground-grout bond.
steel reinforcing element: Steel element used to strengthen or stiffen a micropile, such as bar
reinforcing steel, HS thread bar, pipe, hollow structural section (HSS), or casing.
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49-5.01C Submittals
49-5.01C(1) General
Do not order materials nor install micropiles until the experience qualifications, shop drawings and
calculations, and installation plan are authorized.
49-5.01C(2) Experience Qualifications
Submit the following experience qualification information:
1. Summary of the micropile subcontractor's experience that demonstrates compliance with section 49-
5.01D(2).
2. Construction details, structural details, and load test results from at least 3 completed micropile
installations performed by the micropile subcontractor in the last 5 years. The installations must be
from 3 separate projects of similar scope to this Contract. Include a project description and the
owner's name and current phone number.
3. List of on-site foremen and drill rig operators who will perform the micropile work and a summary of
each individual's experience that demonstrates compliance with section 49-5.01D(2).
Allow 10 days for review.
49-5.01C(3) Shop Drawings and Calculations
Submit 5 copies of micropile shop drawings and calculations to the Engineer . Notify the Engineer of the
submittal. Include in the notification the date and contents of the submittal.
Allow 30 days for review. After the review, submit from 6 to 12 copies, as requested, for final authorization
and use during construction. Within 20 days after final authorization, submit 1 copy of final shop drawings
and calculations.
The shop drawings and calculations must be sealed and signed by an engineer who is registered as a
civil engineer in the State.
The shop drawings and calculations must include:
1. Name, address, and phone number of the micropile subcontractor
2. Plan view, including:
· 2.1. Station and offset at the beginning and end of the micropile structure and at any change
in the structure's horizontal alignment
· 2.2. Identification and location of each exploratory borehole
· 2.3. Location of any existing utilities, adjacent existing structures, and other potential
interferences
· 2.4. Micropile layout and spacing
· 2.5. Unique identification number for each micropile
3. Typical sections, including:
· 3.1. Micropile inclination
· 3.2. Drilled hole diameter
· 3.3. Micropile tip elevation
· 3.4. Micropile cutoff elevation
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· 3.5. Steel reinforcing element details, including sizes, lengths, splice or joint types, and splice
or joint locations
· 3.6. Centralizers and any spacers
· 3.7. Micropile anchorage details
· 3.8. Bond length
· 3.9. Corrosion protection details
4. Material properties
5. General notes for constructing the micropiles, including overall construction sequencing
6. Calculations for the bond length
If you propose alternative steel reinforcing elements, include with the shop drawings and calculations:
1. Calculations for the structural capacity of the micropile with the alternative steel reinforcing elements
2. Calculations for the structural capacity of the micropile shown
3. Details and calculations for any anchorage changes needed to accommodate the alternative steel
reinforcing elements
4. Data demonstrating the adequacy of any threaded joints for the value of tension to be resisted by the
pipe, HSS, or casing if the tension is greater than 25 percent of its yield capacity
49-5.01C(4) Installation Plan
Submit a micropile installation plan, including:
1. Detailed construction procedures, including personnel, materials, testing, and equipment.
2. Layout drawing showing the micropile installation sequence.
3. Information on headroom and space requirements for installation equipment that verifies that the
equipment can perform at the job site.
4. Provisions for constructing micropiles near underground facilities.
5. Drilling or coring methods and equipment, including methods to:
· 5.1. Provide drilled hole support
· 5.2. Drill a straight hole
· 5.3. Advance through boulders and other obstructions
· 5.4. Prevent detrimental ground movements
7. Length of steel reinforcing element sections to be used, splice or joint locations, and any splice or
joint location restrictions.
8. Methods for placing, positioning, and supporting steel reinforcing elements.
9. Grouting plan, including:
· 9.1. Grout mix design. Include test results from an authorized laboratory for the compressive
strength of the mix at 3, 7, 14, and 28 days and the density of the mix.
· 9.2. Procedures for monitoring grout quality.
· 9.3. Placement procedures and equipment, including details for post-grouting, if used.
· 9.4. Methods and equipment for monitoring and recording grout depth, volume, and pressure
as the grout is placed.
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· 9.5. Grouting rate calculations, upon request. Base the calculations on the initial pump
pressures or static head on the grout and losses throughout the placing system, including
anticipated head of drilling fluid to be displaced, if applicable.
· 9.6. Minimum cure time and strength requirements for performing load testing.
10. Plan for the control and disposal of surface and groundwater, drill flush, and waste grout.
11. Load testing plan, including drawings and calculations that describe:
· 11.1. Testing procedures.
· 11.2. Reaction load system capacity and equipment setup.
· 11.3. Types and accuracy of the primary and secondary instrumentation equipment to be used
for applying and measuring the test loads and top of micropile movements.
· 11.4. Installation details for the instrumentation to be used for applying and measuring the test
loads and measuring the top of micropile movements.
12. Calibration reports and data for each test jack, pressure gauge, load cell, and electronic
displacement transducer to be used. The load cell calibration chart must show applied load versus
millivolts per volt.
The installation plan must be sealed and signed by an engineer who is registered as a civil engineer in
the State.
Allow 20 days for review.
49-5.01C(5) Mill Test Reports
Submit certified mill test reports for each heat number of each type of steel reinforcing element at least 7
days before using the materials in the work. The certified mill test reports must include ultimate strength,
yield strength, elongation, and chemical composition.
49-5.01C(6) Installation Logs
Submit each installation log as an informational submittal within 1 business day of the micropile
installation. The installation log must include:
1. Micropile identification number and location
2. Names of superintendent, drill rig operator, grout plant operator, and any other personnel involved in
the micropile installation
3. Date, time, and duration of drilling, steel reinforcing element installation, and grout placement
4. Drilling or coring method and speed
5. Details of any hole stabilization method used
6. Description of soil or rock encountered
7. Quantity of groundwater encountered
8. Description of any unusual installation behaviors or conditions
9. Drilled hole diameter
10. Micropile tip elevation
11. Log of grout quantities and pressures, including the time and micropile depth
12. Lengths of steel reinforcing elements
13. Details of splicing operations, including locations of the splices or joints
14. Bond length
49-5.01C(7) Grout Test Results
Submit grout test results for density, efflux time, and compressive strength within 1 business day of
testing.
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49-5.01C(8) Load Test Data
Submit load test data within 1 business day of the completion of a verification or proof load test. Load test
data must include:
1. Micropile identification number and location
2. Installation date
3. Load test date
4. Testing personnel
5. Load testing equipment
6. Raw data from the electronic data acquisition system
7. Readings from the secondary load and displacement measurement systems recorded at each load
increment
8. Specified curves plotted using data from the electronic data acquisition system
9. Comparison of the load test results and the acceptance criteria
Load test data must be sealed and signed by an engineer who is registered as a civil engineer in the
State.
Allow 10 days for review.
49-5.01D Quality Assurance
49-5.01D(1) General
Not Used
49-5.01D(2) Experience Qualifications
The micropile subcontractor must:
1. Be experienced in micropile construction and load testing
2. Have successfully constructed at least 5 projects in the last 5 years involving a combined total of at
least 100 micropiles
3. Have previous micropile drilling and grouting experience in soil or rock similar to the soil or rock for
this Contract
Each on-site foreman and drill rig operator must have experience installing micropiles on at least 3
projects completed in the last 5 years.
49-5.01D(3) Preconstruction Meeting
Schedule and hold a micropile preconstruction meeting at least 5 business days after submitting the
micropile shop drawings, calculations, and installation plan and at least 10 days before starting micropile
construction. You must provide a meeting facility.
The meeting must include the Engineer, your representatives, representatives from the micropile
subcontractor, and representatives from any other subcontractor to be involved in the micropile
construction.
The Engineer conducts the meeting. Be prepared to discuss:
1. Contractual relationships and delineation of responsibilities among you and the subcontractors
2. Contacts and communication protocol between you and your representatives, the subcontractors, and
the Engineer
3. Coordination of the construction schedule and activities
4. Anticipated subsurface conditions
5. Structural, geotechnical, and construction requirements
6. Materials testing
7. Load testing
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49-5.01D(4) Quality Control
49-5.01D(4)(a) General
Not Used
49-5.01D(4)(b) Grout Testing
Before placing grout into each micropile:
1. Test the grout density under API RP 13B-1 using the Baroid mud balance. Take the grout test
samples directly from the grout plant.
2. Test the grout efflux time under California Test 541. Take the grout test samples at the point of
placement.
Test the grout compressive strength under ASTM C109/C109M at an authorized laboratory. Test at least
1 set of three 2-inch grout cubes from each grout plant each day of operation or for every 10 micropiles
installed, whichever occurs more frequently. Take the grout test samples directly from the grout plant.
49-5.01D(4)(c) Load Testing
49-5.01D(4)(c)(i) General
Section 49-1.01D does not apply to micropile load testing.
The grout for each load test micropile must attain the compressive strength shown before you perform the
load test.
Notify the Engineer at least 10 days before you perform each load test.
Perform each load test in the Engineer's presence.
Perform verification and proof load testing in tension under ASTM D3689, except do not use the loading
apparatus described as "Tensile Load Applied by Hydraulic Jack(s) Acting Upward at One End of Test
Beam(s)."
Perform verification and proof load testing in compression under ASTM D1143/D1143M.
For tension load testing:
1. FTL in the load test schedule must be equal to 117 kips
2. SL in the load test schedule must be equal to 87 kips
For compression load testing:
1. FTL in the load test schedule must be equal to 117 kips
2. SL in the load test schedule must be equal to 87 kips
Use a load cell as the primary load measurement system. The load cell must:
1. Be of the bonded electrical resistance strain gauge type.
2. Have a full scale range no greater than 150 percent of the maximum test load.
3. Be moisture resistant.
4. Be temperature compensated. The maximum temperature sensitivity at zero load must be ±0.05
percent of full scale per degree F.
5. Have a resolution within ±0.025 percent of full scale.
6. Have an accuracy within ±0.25 percent of full scale.
Use electronic displacement transducers as the primary movement measurement system. Displacement
transducers must be capable of measuring to 0.001 inch and have enough travel to allow the load test to
be performed without resetting.
Apply the test loads using a hydraulic jack. Use the gauge in the jack and pressure gauge assembly as
the secondary load measurement system. Jack ram travel must be sufficient to allow the load test to be
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performed without resetting the equipment. The pressure gauge must be graduated in 100 psi increments
or less.
The load cell, the electronic displacement transducers, and the jack and gauge assembly must be
calibrated by an authorized laboratory accredited for calibration services using equipment traceable to
NIST. The jack and gauge assembly must be calibrated as a unit.
Use an electronic data acquisition system to simultaneously monitor and record readings from the primary
load and displacement measurement systems. The electronic data acquisition system must continuously
take readings at regular intervals from the load cell and electronic displacement transducers.
The Department may verify the test loads using Department-furnished load cells. Upon request, furnish
the resources necessary to install and support the Department's testing equipment at the load testing
location and to remove the equipment after the testing is complete.
49-5.01D(4)(c)(ii) Verification Load Testing
Perform verification load testing on each verification test micropile installed.
The verification test micropile at each listed location represents the production micropiles at the support
locations shown in the following table:
Bridge no. Verification test micropile location Support locations
49C0453 Abutment 1 Abutment 1
49C0453 Abutment 2 Abutment 2
49C0453 Abutment 2 Ret wall Abutment 2 Ret wall
Perform verification load testing as follows:
1. Incrementally load and unload the micropile as shown in the following table:
Verification Load Test Schedule
Load increment
Hold time
(minutes)
AL Until stable
0.25SL 1–2
AL Until stable
0.25SL 1–2
0.50SL 1–2
AL Until stable
0.25SL 1–2
0.50SL 1–2
0.75SL 1–2
AL Until stable
0.25SL 1–2
0.50SL 1–2
0.75SL 1–2
1.00SL 5
AL Until stable
0.25SL 1–2
0.50SL 1–2
0.75SL 1–2
1.00SL 1–2
0.80SL + 0.20FTL 1–2
0.60SL + 0.40FTL 1–2
0.40SL + 0.60FTL 1–2
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0.20SL + 0.80FTL 1–2
1.00FTLa 5
0.75FTL 1–2
0.50FTL 1–2
0.25FTL 1–2
AL Until stable
NOTES:
AL = alignment load, 0.10SL
SL = service load
FTL = factored test load
aMaximum test load
2. At each load increment:
· 2.1. Apply the load in less than 1 minute.
· 2.2. Maintain a constant load for the hold time shown in the load test schedule. Start the hold
time as soon as the load increment is fully applied.
· 2.3. Measure and record the top of micropile movement at the end of the hold time.
3. Plot the applied test load versus the top of micropile movement at each load increment.
49-5.01D(4)(c)(iii) Proof Load Testing
Perform proof load tests on 3 micropiles per footing. The Engineer selects each micropile to be proof load
tested. The Engineer does not notify you of which micropile is to be proof load tested until after the
micropile has been installed.
The 1st micropile proof load test at a footing must be performed after at least 25 percent of the micropiles
at the footing have been installed.
Perform proof load testing as follows:
1. Incrementally load and unload the micropile as shown in the following table:
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Proof Load Test Schedule
Load increment
Hold time
(minutes)
AL Until stable
0.25SL 1–2
0.50SL 1–2
0.75SL 1–2
1.00SL 5
0.80SL + 0.20(0.80FTL) 1–2
0.60SL + 0.40(0.80FTL) 1–2
0.40SL + 0.60(0.80FTL) 1–2
0.20SL + 0.80(0.80FTL) 1–2
0.80FTLa 5
AL Until stable
NOTES:
AL = alignment load, 0.10SL
SL = service load
FTL = factored test load
aMaximum test load
2. At each load increment:
· 2.1. Apply the load in less than 1 minute.
· 2.2. Maintain a constant load for the hold time shown in the load test schedule. Start the hold
time as soon as the load increment is fully applied.
· 2.3. Measure and record the top of micropile movement at the end of the hold time.
3. Plot the applied test load versus the top of micropile movement at each load increment.
49-5.01D(5) Department Acceptance
49-5.01D(5)(a) General
Not Used
49-5.01D(5)(b) Verification Load Test
Each verification load test must comply with the following acceptance criteria:
1. For tension testing, the axial movement at the top of the micropile measured from the initial alignment
load to the 1st application of 1.00SL must not exceed 0.04 inch at the end of the 1.00SL hold time.
2. For compression testing, the axial movement at the top of the micropile measured from the initial
alignment load to the 1st application of 1.00SL must not exceed 0.04 inch at the end of the 1.00SL
hold time.
3. Slope of the applied test load versus the top of micropile movement must not exceed 0.025 inch per
kip at the maximum test load.
·
If a verification load test fails to comply with the acceptance criteria, the verification test micropile is
rejected. Revise the bond length, installation methods, or both, and submit revised shop drawings,
calculations, and installation plan.
After the revised submittals are authorized, install and test a new verification test micropile that
incorporates the changes at an authorized location near the rejected verification test micropile. If post-
grouting the micropile is the only change, you may post-grout and retest the rejected verification test
micropile instead of installing a new verification test micropile.
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If the new or retested verification test micropile fails to comply with the acceptance criteria, repeat the
process specified above until a verification test micropile complies with the acceptance criteria.
49-5.01D(5)(c) Proof Load Test
Each proof load test must comply with the following acceptance criteria:
1. For tension testing, the axial movement at the top of the micropile measured from the initial alignment
load to the 1st application of 1.00SL must not exceed 0.04 inch at the end of the 1.00SL hold time.
2. For compression testing, the axial movement at the top of the micropile measured from the initial
alignment load to the 1st application of 1.00SL must not exceed 0.04 inch at the end of the 1.00SL
hold time.
3. Slope of the applied test load versus the top of micropile movement must not exceed 0.025 inch per
kip at the maximum test load.
·
49-5.02 MATERIALS
49-5.02A General
Use identical materials and element sizes for a verification test micropile as to be used for the production
micropiles it represents.
Welding must comply with AWS D1.1.
49-5.02B Steel Reinforcing Elements
49-5.02B(1) General
Mill secondary steel reinforcing elements must not be used.
You may use alternative steel reinforcing elements if:
1. Structural capacity of the micropile with the alternative steel reinforcing elements is greater than or
equal to the structural capacity of the micropile shown
2. Alternative elements comply with the specifications for steel reinforcing elements
3. Drilled hole diameter is adjusted to provide at least the same grout cover as the micropile section
shown and does not exceed the smaller of 13 inches or 1/3 of the micropile center-to-center spacing
Alternative steel reinforcing elements must consist of pipe, round HSS, casing, bar reinforcing steel, HS
thread bars, or a combination of these. You may use pipe, HSS, or casing complying with one of the
following specifications or another authorized specification:
1. ASTM A53/A53M, Type E or S, Grade B
2. ASTM A500/A500M
3. ASTM A501
4. ASTM A618/A618M
5. ASTM A106/A106M, Grade B
6. API N80
7. API P110
8. API 5L, minimum Grade B, PSL1
49-5.02B(2) Pipe, Hollow Structural Sections, and Casing
Casing must comply with API N80.
Pipe, HSS, and casing to be welded for structural purposes must have a carbon equivalency as defined in
AWS D1.1, Annex H5.1, not exceeding 0.47 percent and a sulfur content not exceeding 0.05 percent.
Welded seams and splices must be CJP welds.
Circumferential welds must comply with section 49-2.02B(1)(b).
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49-5.02B(3) Bar Reinforcing Steel
Bar reinforcing steel splices must be service splices.
For anchorages that require threading nuts and plates onto bar reinforcing, you may cut threads into the
bar reinforcing steel if you provide the next larger bar number designation from that shown.
49-5.02C Anchorage Components
Stud connectors for the micropile anchorage must comply with the specifications for studs in clause 7 of
AWS D1.1.
Steel plates for the micropile anchorage must comply with ASTM A709/A709M, Grade 50, or ASTM
A572/A572M, Grade 50.
Nuts and washers for the micropile anchorage must be capable of holding the bar at a load producing a
tensile stress of at least the specified minimum ultimate tensile strength of the bar.
49-5.02D Grout
Grout must be a stable, neat grout consisting of cement and water. Cement must comply with section 90-
1.02B(2). Water must comply with section 90-1.02D.
If authorized, you may use an admixture in the grout. The admixture must comply with sections 90-
1.01C(4) and 90-1.02E, except the admixture must not contain chloride ions in excess of 0.25 percent by
weight nor be an accelerating admixture.
If authorized, you may add fine aggregate to the grout. Fine aggregate must comply with section 90-
1.02C(3). Grout with fine aggregate must:
1. Have a slump of at least 7 inches when measured under ASTM C143/C143M
2. Have an air content of no more than 2 percent when measured under California Test 504
3. Not contain air-entraining admixtures
Mix the grout as follows:
1. Add the water to the mixer followed by the cement and any admixtures or fine aggregate.
2. Mix the grout with mechanical mixing equipment that produces a uniform and thoroughly mixed grout.
3. Agitate the grout continuously until the grout is pumped.
4. Do not add water after the initial mixing.
Grout must comply with the following requirements:
1. Density must be greater than or equal to the density submitted with the authorized mix design.
2. Efflux time must be at least 11 seconds.
3. Compressive strength must be at least that shown at 28 days.
49-5.02E Centralizers and Spacers
Centralizers and spacers must be fabricated from plastic, steel, or other material that is not detrimental to
the steel reinforcing elements. Do not use wood centralizers or spacers.
Centralizers and spacers must be strong enough to support the steel reinforcing elements during
construction activities.
49-5.02F Corrosion Protection
Bar reinforcing steel and HS thread bars must be encapsulated. The encapsulation must:
1. Be shop fabricated using HDPE corrugated tubing that complies with ASTM D3350, Type III, with UV
stabilizer
2. Have a minimum nominal wall thickness of 60 mils
3. Provide at least a 0.20-inch inside annulus between the bar and the tubing that is fully grouted before
installation
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4. Be watertight
5. Be capable of:
· 5.1. Transferring stresses from the grout surrounding the bar to the grout bonding to the
ground
· 5.2. Withstanding abrasion, impact, and bending during handling and installation
· 5.3. Resisting internal grouting pressures
· 5.4. Resisting chemical attack from aggressive environments and grout
6. Be cleaned of oil, grease, dirt, and other extraneous substances and have any damage repaired or
replaced before installation
7. Extend at least 5 feet into any pipe, HSS, or casing
Bar reinforcing steel and HS thread bars must be epoxy coated. The epoxy coating must:
1. Comply with section 52-2.03, except the bend test requirements are waived and the epoxy thickness
must be from 10 to 12 mils
2. Extend at least 5 feet into any pipe, HSS, or casing
Bar reinforcing steel must be galvanized under section 52-3.
49-5.03 CONSTRUCTION
49-5.03A General
Determine the bond length and installation methods necessary to comply with the micropile load test
acceptance criteria. Your proposed micropile tip elevation must not be higher than that shown in the Pile
Data Table .
You may perform additional geotechnical investigation for the purpose of determining the bond length and
installation methods.
Do not construct any production micropiles until the test results are authorized for the verification test
micropile that represents the production micropiles.
Do not drill, pressure grout, or post-grout a micropile that is within a center-to-center spacing of 5 feet
from an open micropile hole or a micropile in which the initial grout has set for less than 12 hours.
49-5.03B Verification Test Micropiles
Install a verification test micropile at each location . Notify the Engineer at least 7 days before installing a
verification test micropile.
Excavate the verification load test site as necessary to provide a level work area. Keep the test site free
of water throughout the testing.
Construct each verification test micropile in the Engineer's presence. Use identical drilling and grouting
methods, inclination, tip elevation, and dimensions as to be used for the production micropiles it
represents.
After the verification load test results are authorized, remove the verification test micropile and any anchor
piles as specified for removing portions of bridges in section 60-2.02.
49-5.03C Proof Test Micropiles
Throughout proof load testing, maintain the test site in a condition that is level and free of water.
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49-5.03D Drilling
Select drilling equipment and methods that are suitable for drilling through the conditions to be
encountered without causing damage to any overlying or adjacent structure or service and without
causing detrimental ground movements.
Use temporary casing or another authorized drilled hole support method in caving or unstable ground.
Do not use vibratory pile-driving hammers to advance casing.
Core through concrete structures using methods that do not shatter or damage the concrete adjacent to
the hole.
Each drilled hole must comply with the following tolerances:
1. Centerline of the drilled hole must not deviate from the micropile location shown by more than 3
inches.
2. Center-to-center spacing of the drilled holes must not deviate from the micropile spacing shown by
more than 3 inches.
3. Axis of the drilled hole must not deviate from the alignment shown by more than 1-1/2 inches per 10
feet of length.
Remove any material dislodged or drawn into the hole during micropile construction. The drilled hole must
be open along its full length to the hole diameter shown before placing grout or any steel reinforcing
elements not used to case the drilled hole.
Dispose of drill cuttings under section 19-2.03B.
49-5.03E Placing and Splicing Steel Reinforcing Elements
Place the steel reinforcing elements before withdrawing any temporary casing.
Splice the steel reinforcing elements such that the axes of the 2 spliced lengths are aligned.
If bar reinforcing steel or HS thread bar is used with pipe, HSS, or casing and the pipe, HSS, or casing
has threaded joints, locate the bar splices at least 2 pipe, HSS, or casing diameters from any threaded
joint.
Use spacers to separate steel reinforcing elements if more than 1 type of steel reinforcing element is
used. Place the spacers at 10-foot maximum intervals.
For steel reinforcing elements not used to case the drilled hole, use centralizers to support the element in
the center of the hole and to provide at least the specified grout cover. Place the centralizers at 10-foot
maximum intervals, with the uppermost centralizer a maximum of 5 feet from the top of the micropile and
the lowermost centralizer from 2 to 5 feet from the bottom of the micropile.
Attach centralizers and spacers to the steel reinforcing elements such that the centralizers and spacers
(1) are secure enough to withstand installation stresses and (2) allow the free flow of grout without
misalignment of the steel reinforcing elements.
Before you insert each steel reinforcing element into a drilled hole, clean the surface of the element of
deleterious substances, such as soil, mud, grease, and oil.
If you cannot insert a steel reinforcing element into the drilled hole to the required depth without difficulty,
remove the reinforcing element, clean any grout from the surface of the reinforcing element, clean or
redrill the hole, and reinsert the reinforcing element. Do not force or drive a reinforcing element into a
drilled hole. Micropiles with partially inserted steel reinforcing elements are rejected.
49-5.03F Grouting
Grout each micropile the same day the hole is drilled.
You may place the grout before or after placing the steel reinforcing elements.
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Place the grout within 1 hour of mixing.
Inject the grout at the lowest point of the drilled hole. Continue the injection until uncontaminated grout
flows from the top of the micropile.
Grout each micropile in 1 continuous operation. Use grouting procedures that ensure complete continuity
of the grout column.
If temporary casing is used, extract the casing in stages. After you remove each length of casing, bring
the grout level back up to ground level before removing the next length of casing. Maintain the grout at a
level above the bottom of the temporary casing adequate to prevent displacement of the grout by material
from outside the casing. The tremie pipe or casing must extend at least 10 feet below the grout level in
the drilled hole at all times during grout placement.
If grout is placed under pressure:
1. Measure and record the grout quantity and pumping pressure
2. Use a grout pump equipped with a pressure gauge
3. Place a 2nd pressure gauge at the point of injection into the top of the micropile
4. Use pressure gauges capable of measuring pressures of at least 150 psi or twice the actual grout
pressure used, whichever is greater
5. Do not use compressed air to directly pressurize the fluid grout
Grout tubes may remain in the hole after the completion of grouting but must be filled with grout before
pile acceptance.
Maintain the grout level at or above the micropile cutoff elevation until the grout has set.
Provide a positive means of support for maintaining the position of the steel reinforcing elements until the
grout has set.
Load test micropiles must remain undisturbed until the grout is strong enough to provide anchorage
during load testing.
Dispose of material resulting from grouting.
49-5.03G Ground Heave and Subsidence
Control the grout pressures and grout takes to prevent heave and fracturing of soil or rock formations.
If you observe signs of ground heave or subsidence, immediately notify the Engineer and suspend the
drilling and grouting operations. If the Engineer determines that the movements require corrective action,
take the actions necessary to stop the movement and perform repairs.
49-5.03H Installation Logs
Prepare a separate installation log for each micropile.
49-5.04 PAYMENT
Section 49-1.04 does not apply.
Verification test micropiles are paid for as micropiles.
51 CONCRETE STRUCTURES
Add to section 51-1.01C(1):
If the methacrylate crack treatment is performed within 100 feet of a residence, business, or public space,
submit a public safety plan that includes:
City of San Luis Obispo
12/14/2018
54
1. Public notification letter with a list of delivery and posting addresses. The letter must describe the
work to be performed and state the treatment work locations, dates, and times. Deliver the letter to
residences and businesses within 100 feet of overlay work and to local fire and police officials not
less than 7 days before starting overlay activities. Post the letter at the job site.
2. Airborne emissions monitoring plan. A CIH certified in comprehensive practice by the American Board
of Industrial Hygiene must prepare and execute the plan. The plan must have at least 4 monitoring
points including the mixing point, application point, and point of nearest public contact. Monitor
airborne emissions during overlay activities.
3. Action plan for protecting the public if levels of airborne emissions exceed permissible levels.
4. Copy of the CIH's certification.
After completing methacrylate crack treatment activities, submit results from monitoring production
airborne emissions as an informational submittal.
Replace the 2nd paragraph of section 51-1.01C(1) with:
Submit a deck placement plan for concrete bridge decks. Include in the placement plan your method and
equipment for ensuring that the concrete bridge deck is kept damp by misting immediately after finishing
the concrete surface.
Add to section 51-1.02B:
Concrete for concrete bridge decks must contain polymer fibers. Each cubic yard of concrete must
contain at least 1 pound of microfibers and at least 3 pounds of macrofibers.
Concrete for concrete bridge decks must contain a shrinkage reducing chemical admixture. Each cubic
yard of concrete must contain at least 3/4 gallon of a shrinkage reducing admixture. If you use the
maximum dosage rate shown on the Authorized Material List for the shrinkage reducing admixture, your
submitted shrinkage test data does not need to meet the shrinkage limitation specified.
Replace the 1st paragraph of section 51-1.03F(5)(b)(i) with:
Except for bridge widenings, texture the bridge deck surfaces longitudinally by grinding and grooving.
Replace the 2nd paragraph of section 51-1.03H with:
Cure the top surface of bridge decks by (1) misting and (2) the water method using a curing medium
under section 90-1.03B(2). After strike off, immediately and continuously mist the deck with an atomizing
nozzle that forms a mist and not a spray. Continue misting until the curing medium has been placed and
the application of water for the water method has started. At the end of the curing period, remove the
curing medium and apply curing compound on the top surface of the bridge deck during the same work
shift under section 90-1.03B(3). The curing compound must be curing compound no. 1.
Delete the 4th paragraph of section 51-1.03H.
60 EXISTING STRUCTURES
City of San Luis Obispo
12/14/2018
55
Replace Reserved in section 60-7 with:
60-7 VIBRATION MONITORING
60-7A GENERAL
Section 60-7 includes specifications for vibration monitoring. Vibrations in the vicinity and within the
building must be monitored during activities that create vibrations in the structures. Activities include, but
are not limited to:
1. Pile installation
2. Placement and compaction of the AB
3. Placement and compaction of the HMA
4. Removals
5. Equipment in the vicinity of the buildings
Submit a vibration monitoring plan 4 weeks before beginning work that may create vibrations.
60-7B Materials
Provide vibration monitors with triaxial transducers having a 2-hz to 300-hz calibrated frequency
response. The vibration monitoring system must undergo certified laboratory calibration conformance at
least once a year. At the time of measurement, the vibration monitoring system must have a certificate
that is not expired. The system must be set to automatically send a message to the person who is
responsible for the vibration monitoring if the peak particle velocity equals or exceeds the 0.2 inches per
second.
60-7C Construction
Place vibration monitors in two locations as directed by the Engineer. Vibration monitors may be located
inside the buildings. The Engineer will coordinate access with the building owners if needed. Monitor and
record vibrations during construction. Real-time data must be accessed from a remote location as access
to vibration monitors will not be readily available. The person who is responsible for the vibration
monitoring and analysis must demonstrate substantial and responsible experience in preparing and
implementing construction vibration monitoring plans and analyzing vibration impacts. A technician under
the supervision of the qualified person may conduct the actual measurements.
If peak particle velocity equals or exceeds 0.2 inches per second, notify the Engineer.
If peak particle velocity equals or exceeds 0.3 inches per second, notify the Engineer and stop all pile
driving. Take whatever action is necessary to reduce and maintain the peak particle velocity below 0.3
inches per second.
60-7D PAYMENT
Not Used
DIVISION VIII MISCELLANEOUS CONSTRUCTION
73 CONCRETE CURBS AND SIDEWALKS
Add to section 73-1.02A:
Concrete must be minor concrete complying with section 90-2 and may contain returned plastic concrete
complying with section 90-9.
83 RAILINGS AND BARRIERS
City of San Luis Obispo
12/14/2018
56
Add to Section 83-3.01A:
Section 83-3 includes specifications for constructing concrete sidewalks.
Add to Section 83-3.02:
83-3.02J Bridge Plaque
The bridge plaque must be 36 inches by 24 inches and a minimum of 1 inch thick and cast bronze.
The spacers, mounting rosettes and washers must be the same material as the plaque.
The exact wording, font size and layout of the plaque will be given to you prior to placement of the barrier.
the plaque will contain a border, up to two graphics and up to 1500 characters of varying font type and
size.
Provide a shop plan for approval prior to casting the plaque.
DIVISION X ELECTRICAL WORK
DIVISION XI MATERIALS
90 CONCRETE
Add to section 90-1.01C:
90-1.01C(11) Polymer Fibers
Submit fiber manufacturer's product data and instructions for use.
Submit a certificate of compliance for each shipment and type of fibers.
Replace the row for bridge deck concrete in the table in the 1st paragraph of section 90-1.02A
with:
Bridge deck concrete 0.032
Add to section 90-1.02:
90-1.02K Polymer Fibers
Fibers must comply with ASTM D7508. Microfibers must be from 1/2 to 2 inches long. Macrofibers must
be from 1 to 2-1/2 inches long.
APPENDIX
APPENDIX
0
APPENDIX A – CALIFORNIA DEPARTMENT OF FISH AND WILDLIFE STREAMBED ALTERATION
(1601) ENVIRONMENTAL PERMIT NO.
APPENDIX
APPENDIX
1
APPENDIX B – CENTRAL COAST REGIONAL WATER QUALITY CONTROL BOARD, 401 WATER
QUALITY CERTIFICATION NO.
City of San Luis Obispo
1
REVISED STANDARD PLANS
BOOK 3 of 3
FOR
CITY OF SAN LUIS OBISPO
Marsh Street Bridge over San Luis Obispo Creek Bridge Replacement Project
Br. No. 49C0453
Specification No. 90480
Contract No. 05-5016R
Federal Aid Project No. BRLS-5016(050)
Bid Opening May 1, 2019
December 14, 2018
Standard Specifications dated 2015
Standard Plans dated 2015
PUBLIC WORKS DEPARTMENT
ENGINEERING DIVISION
919 Palm Street
San Luis Obispo, CA 93401
(805) 781-7200
City of San Luis Obispo
2
REVISED STANDARD SPECIFICATIONS DATED
04-20-18
ORGANIZATION
Revised standard specifications are under headings that correspond with the main-section headings of the
Standard Specifications. A main-section heading is a heading shown in the table of contents of the Standard
Specifications. A date under a main-section heading is the date of the latest revision to the section.
Each revision to the Standard Specifications begins with a revision clause that describes or introduces a revision
to the Standard Specifications. For a revision clause that describes a revision, the date on the right above the
clause is the publication date of the revision. For a revision clause that introduces a revision, the date on the right
above a revised term, phrase, clause, paragraph, or section is the publication date of the revised term, phrase,
clause, paragraph, or section. For a multiple-paragraph or multiple-section revision, the date on the right above a
paragraph or section is the publication date of the paragraphs or sections that follow.
Any paragraph added or deleted by a revision clause does not change the paragraph numbering of the Standard
Specifications for any other reference to a paragraph of the Standard Specifications.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
DIVISION I GENERAL PROVISIONS
1 GENERAL
04-20-18
01-20-17
Delete item 1 in the list in the 12th paragraph of section 1-1.01.
Add to the 1st table of section 1-1.06:
07-21-17
APCD air pollution control district
AQMD air quality management district
CISS cast-in-steel shell
CSL crosshole sonic logging
CSS cement stabilized soil
GGL gamma-gamma logging
Replace plant establishment period and its definition in section 1-1.07B with:
01-20-17
plant establishment period: Number of working days shown on the Notice to Bidders for plant establishment
work.
Add to section 1-1.07B:
01-20-17
permanent erosion control establishment period: Number of working days shown on the Notice to Bidders for
permanent erosion control establishment work.
City of San Luis Obispo
3
07-21-17
traffic break: Traffic operation performed by a California Highway Patrol officer or other law enforcement officer
to slow or stop traffic within the traveled way.
Replace the 1st row of the table in section 1-1.11 with:
07-21-17
Authorize
d Facility
Audit List
http://www.dot.ca.gov/hq/esc/Trans
lab/OSM/documents/smdocuments/
Internet_auditlisting.pdf
-- --
Authorize
d Material
List
http://www.dot.ca.gov/hq/esc/appro
ved_products_list/ -- --
Authorize
d Material
Source
List
http://www.dot.ca.gov/hq/esc/Trans
lab/authorized_material_source_list
/ -- --
Authorize
d Material
Systems
List
http://www.dot.ca.gov/hq/esc/Trans
lab/authorized_systems_list/ -- --
Authorize
d
Laborator
y List
http://www.dot.ca.gov/hq/esc/Trans
lab/authorized_laboratories_list/ -- --
12-02-16
Delete the row for Bidders' Exchange in the table of section 1-1.11.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
2 BIDDING
07-21-17
Replace the headings and paragraphs of section 2 with:
12-02-16
2-1.01 GENERAL
Section 2 includes specifications related to bid eligibility and the bidding process.
2-1.02 BID INELIGIBILITY
A firm that has provided architectural or engineering services to the Department for this contract before bid
submittal for this contract is prohibited from any of the following:
1. Submitting a bid
2. Subcontracting for a part of the work
3. Supplying materials
2-1.03 CONTRACTOR REGISTRATION
No contractor or subcontractor may be listed on a bid proposal for a public works project unless registered with
the Department of Industrial Relations pursuant to Labor Code section 1725.5 [with limited exceptions from this
requirement for bid purposes only under Labor Code section 1771.1(a)].
City of San Luis Obispo
4
01-20-17
2-1.04 PREBID OUTREACH MEETING
Section 2-1.04 applies if a mandatory prebid meeting is shown on the Notice to Bidders.
The Department will conduct a meeting to provide small businesses, including DVBEs and DBEs, the opportunity
to meet and interact with prospective bidders in an effort to increase their participation in the performance of
contracts.
Each bidder must attend the meeting. The bidder's representative must be a company officer, project
superintendent, or project estimator. For a joint venture, one of the parties must attend the mandatory prebid
meeting.
The Department does not accept a bid from a bidder who did not attend the meeting.
A sign-in sheet will be used to identify the attendees. Each bidder must include the name and title of the company
representative attending the meeting.
The Department may hold a single prebid meeting for more than one contract. Sign the sign-in sheet for the
contract you intend to bid on. If you are bidding on multiple contracts, sign each sign-in sheet for each contract
you intend to bid on. The sign-in sheets, with the names of all companies in attendance at each prebid meeting,
will be made available at the website shown on the Notice to Bidders for bidder inquiries.
The successful bidder is required to report each small business hired to work on this Contract as a result of the
meeting.
2-1.05 RESERVED
12-02-16
2-1.06 BID DOCUMENTS
2-1.06A General
The Bid book includes bid forms and certifications, including forms not submitted through the electronic bidding
service.
The Notice to Bidders and Special Provisions includes the Notice to Bidders, revised standard specifications, and
special provisions.
The Bid book, including Bid book forms not available through the electronic bidding service, Notice to Bidders
and Special Provisions, project plans, and any addenda to these documents may be accessed at the Department's
Office of Construction Contract Awards website.
The Standard Specifications and Standard Plans may be viewed at the Department's Office of Construction
Contract Awards website and may be purchased at the Publication Distribution Unit.
2-1.06B Supplemental Project Information
The Department makes supplemental information available as specified in the special provisions.
Logs of test borings are supplemental project information.
07-21-17
If an Information Handout or electronic design files are available, you may view them at the Contract Plans and
Special Provisions link at the Department's Office of Construction Contract Awards website. Electronic design
files contain design information such as cross sections, digital models, and roadway design alignments and
profiles.
12-02-16
If rock cores are available, you may view them by sending a request to Coreroom@dot.ca.gov.
If other supplemental project information is available for inspection, you may view it by phoning in a request.
Make your request at least 7 days before viewing. Include in your request:
1. District-County-Route
2. Contract number
3. Viewing date
4. Contact information, including telephone number
City of San Luis Obispo
5
For rock cores, also include the bridge number in your request.
If bridge as-built drawings are available:
1. For a project in District 1 through 6 or 10, you may request them from the Office of Structure Maintenance and
Investigations, fax (916) 227-8357
2. For a project in District 7, 8, 9, 11, or 12, you may request them from the Office of Structure Maintenance and
Investigations, fax (916) 227-8357, and they are available at the Office of Structure Maintenance and
Investigations, Los Angeles, CA, telephone (213) 897-0877
As-built drawings may not show existing dimensions and conditions. Where new construction dimensions are
dependent on existing bridge dimensions, verify the field dimensions and adjust the dimensions of the work to fit
the existing conditions.
2-1.06C–2-1.06D Reserved
2-1.07 JOB SITE AND DOCUMENT EXAMINATION
Examine the job site and bid documents. Notify the Department of apparent errors and patent ambiguities in the
plans, specifications, and Bid Item List. Failure to do so may result in rejection of a bid or rescission of an award.
Bid submission is your acknowledgment that you have examined the job site and bid documents and are satisfied
with:
1. General and local conditions to be encountered
2. Character, quality, and scope of work to be performed
3. Quantities of materials to be furnished
4. Character, quality, and quantity of surface and subsurface materials or obstacles
5. Requirements of the contract
2-1.08 RESERVED
2-1.09 BID ITEM LIST
Submit a bid based on the bid item quantities shown on the Bid Item List.
2-1.10 SUBCONTRACTOR LIST
On the Subcontractor List form, list each subcontractor that will perform work in an amount in excess of 1/2 of 1
percent of the total bid or $10,000, whichever is greater (Pub Cont Code § 4100 et seq.).
For each subcontractor listed, the Subcontractor List form must show:
1. Business name and the location of its place of business.
2. California contractor license number for a non-federal-aid contract.
3. Public works contractor registration number.
4. Portion of work it will perform. Show the portion of the work by:
4.1. Bid item numbers for the subcontracted work
4.2. Percentage of the subcontracted work for each bid item listed
4.3. Description of the subcontracted work if the percentage of the bid item listed is less than 100 percent
2-1.11 RESERVED
2-1.12 DISADVANTAGED BUSINESS ENTERPRISES
2-1.12A General
Section 2-1.12 applies to a federal-aid contract.
Under 49 CFR 26.13(b):
City of San Luis Obispo
6
The contractor, sub recipient or subcontractor shall not discriminate on the basis of race, color, national origin,
or sex in the performance of this contract. The contractor shall carry out applicable requirements of 49 CFR
part 26 in the award and administration of DOT-assisted contracts. Failure by the contractor to carry out these
requirements is a material breach of this contract, which may result in the termination of this contract or such
other remedy as the recipient deems appropriate, which may include, but is not limited to:
(1) Withholding monthly progress payments;
(2) Assessing sanctions;
(3) Liquidated damages; and/or
(4) Disqualifying the contractor from future bidding as non-responsible.
Include this assurance in each subcontract you sign with a subcontractor.
2-1.12B Disadvantaged Business Enterprise Goal
2-1.12B(1) General
Section 2-1.12B applies if a DBE goal is shown on the Notice to Bidders.
The Department shows a goal for DBEs to comply with the DBE program objectives provided in 49 CFR 26.1.
Make work available to DBEs and select work parts consistent with the available DBEs, including subcontractors,
suppliers, service providers, and truckers.
Meet the DBE goal shown on the Notice to Bidders or demonstrate that you made adequate good faith efforts to
meet this goal.
You are responsible to verify at bid opening the DBE firm is certified as a DBE by the California Unified
Certification Program and possesses the work codes applicable to the type of work the firm will perform on the
Contract.
Determine that selected DBEs perform a commercially useful function for the type of work the DBE will perform
on the Contract as provided in 49 CFR 26.55(c)(1)–(4). Under 49 CFR 26.55(c)(1)–(4), the DBE must be
responsible for the execution of a distinct element of work and must carry out its responsibility by actually
performing, managing, and supervising the work.
All DBE participation will count toward the Department's federally mandated statewide overall DBE goal.
Credit for materials or supplies you purchase from DBEs will be evaluated on a contract-by-contract basis and
counts toward the goal in the following manner:
1. 100 percent if the materials or supplies are obtained from a DBE manufacturer.
2. 60 percent if the materials or supplies are obtained from a DBE regular dealer.
3. Only fees, commissions, and charges for assistance in the procurement and delivery of materials or supplies
if they are obtained from a DBE that is neither a manufacturer nor a regular dealer. 49 CFR 26.55 defines
manufacturer and regular dealer.
You receive credit toward the goal if you employ a DBE trucking company that is performing a commercially
useful function. The Department uses the following factors in determining whether a DBE trucking company is
performing a commercially useful function:
• The DBE must be responsible for the management and supervision of the entire trucking operation for which
it is responsible on a particular contract, and there cannot be a contrived arrangement for the purpose of
meeting DBE goals.
• The DBE must itself own and operate at least one fully licensed, insured, and operational truck used on the
contract.
• The DBE receives credit for the total value of the transportation services it provides on the Contract using
trucks it owns, insures, and operates using drivers it employs.
• The DBE may lease trucks from another DBE firm, including an owner-operator who is certified as a DBE.
The DBE who leases trucks from another DBE receives credit for the total value of the transportation services
the lessee DBE provides on the Contract.
• The DBE may lease trucks without drivers from a non-DBE truck leasing company. If the DBE leases trucks
from a non-DBE truck leasing company and uses its own employees as drivers, it is entitled to credit for the
total value of these hauling services.
• A lease must indicate that the DBE has exclusive use of and control over the truck. This does not preclude
the leased truck from working for others during the term of the lease with the consent of the DBE, so long as
City of San Luis Obispo
7
the lease gives the DBE absolute priority for use of the leased truck. Leased trucks must display the name
and identification number of the DBE.
[49 CFR 26.55(d)]
2-1.12B(2) DBE Commitment Submittal
Submit DBE information under section 2-1.33.
Submit a copy of the quote from each DBE shown on the DBE Commitment form that describes the type and
dollar amount of work shown on the form. Submit a DBE Confirmation form for each DBE shown on the DBE
Commitment form to establish that it will be participating in the Contract in the type and dollar amount of work
shown on the form. If a DBE is participating as a joint venture partner, submit a copy of the joint venture
agreement.
2-1.12B(3) DBE Good Faith Efforts Submittal
You can meet the DBE requirements by either documenting commitments to DBEs to meet the Contract goal or
by documenting adequate good faith efforts to meet the Contract goal. An adequate good faith effort means that
the bidder must show that it took all necessary and reasonable steps to achieve a DBE goal that, by their scope,
intensity, and appropriateness to the objective, could reasonably be expected to meet the DBE goal.
If you have not met the DBE goal, complete and submit the DBE Good Faith Efforts Documentation form under
section 2-1.33 showing that you made adequate good faith efforts to meet the goal. Only good faith efforts
directed toward obtaining participation by DBEs are considered.
Submit good faith efforts documentation within the specified time to protect your eligibility for award of the
contract in the event the Department finds that the DBE goal has not been met.
Refer to 49 CFR 26 app A for guidance regarding evaluation of good faith efforts to meet the DBE goal.
The Department considers DBE commitments of other bidders in determining whether the low bidder made good
faith efforts to meet the DBE goal.
2-1.13–2-1.14 RESERVED
2-1.15 DISABLED VETERAN BUSINESS ENTERPRISES
2-1.15A General
Section 2-1.15 applies to a non-federal-aid contract.
Take necessary and reasonable steps to ensure that DVBEs have the opportunity to participate in the Contract.
Comply with Mil & Vet Code § 999 et seq.
2-1.15B Projects $5 Million or Less
Section 2-1.15B applies to a project with an estimated cost of $5 million or less.
Make work available to DVBEs and select work parts consistent with the available DVBE subcontractors and
suppliers.
Meet the goal shown on the Notice to Bidders.
Complete and submit the Certified DVBE Summary form under section 2-1.33. List all DVBE participation on
this form.
If a DVBE joint venture is used, submit the joint venture agreement with the Certified DVBE Summary form.
List each 1st-tier DVBE subcontractor on the Subcontractor List form regardless of its percentage of the total bid.
2-1.15C Projects More Than $5 Million
2-1.15C(1) General
Section 2-1.15C applies to a project with an estimated cost of more than $5 million.
The Department encourages bidders to obtain DVBE participation to ensure the Department achieves its State-
mandated overall DVBE goal.
If you obtain DVBE participation:
City of San Luis Obispo
8
1. Complete and submit the Certified DVBE Summary form under section 2-1.33. List all DVBE participation on
this form.
2. List each 1st-tier DVBE subcontractor on the Subcontractor List form regardless of its percentage of the total
bid.
If a DVBE joint venture is used, submit the joint venture agreement with the Certified DVBE Summary form.
2-1.15C(2) DVBE Incentive
The Department grants a DVBE incentive to each bidder who achieves a DVBE participation of 1 percent or
greater (Mil & Vet Code 999.5 and Code of Regs § 1896.98 et seq.).
To receive this incentive, submit the Certified DVBE Summary form under section 2-1.33.
Bidders other than the apparent low bidder, the 2nd low bidder, and the 3rd low bidder may be required to submit
the Certified DVBE Summary form if the bid ranking changes. If the Department requests a Certified DVBE
Summary form from you, submit the completed form within 4 business days of the request.
2-1.15C(3) Incentive Evaluation
The Department applies the small business and non–small business preference during bid verification and
proceeds with the evaluation specified below for the DVBE incentive.
The DVBE incentive is a reduction, for bid comparison only, in the submitted total bid by the lesser of the
following amounts:
1. Percentage of the DVBE achievement rounded to 2 decimal places of the verified total bid of the low bidder
2. 5 percent of the verified total bid of the low bidder
3. $250,000
The Department applies the DVBE incentive and determines whether the bid ranking changes.
A non–small business bidder cannot displace a small business bidder. However, a small business bidder with a
higher DVBE achievement can displace another small business bidder.
The Department proceeds with awarding the contract to the new low bidder and posts the new verified bid results
at the Department's website.
2-1.16–2-1.17 RESERVED
2-1.18 SMALL BUSINESS AND NON–SMALL BUSINESS SUBCONTRACTOR
PREFERENCES
2-1.18A General
Section 2-1.18 applies to a non-federal-aid contract.
The Department applies small business preferences and non–small business preferences under Govt Code § 14835
et seq. and 2 CA Code of Regs § 1896 et seq.
Any contractor, subcontractor, supplier, or service provider who qualifies as a small business is encouraged to
apply for certification as a small business by submitting its application to the Department of General Services,
Office of Small Business and DVBE Services.
Contract award is based on the total bid, not the reduced bid.
2-1.18B Small Business Preference
The Department allows a bidder certified as a small business by the Department of General Services, Office of
Small Business and DVBE Services, a preference if:
1. Bidder submitted a completed Request for Small Business Preference or Non–Small Business Preference
form with its bid
2. Low bidder did not request the preference or is not certified as a small business
The Bidder's signature on the Request for Small Business Preference or Non–Small Business Preference form
certifies that the Bidder is certified as a small business at the date and time of bid or has submitted a complete
City of San Luis Obispo
9
application to the Department of General Services. The complete application and any required substantiating
documentation must be received by the Department of General Services by 5:00 p.m. on the bid opening date.
The Department of General Services determines whether a bidder was certified on the bid opening date. The
Department of Transportation confirms the Bidder's status as a small business before applying the small business
preference.
The small business preference is a reduction for bid comparison in the total bid submitted by the small business
contractor by the lesser of the following amounts:
1. 5 percent of the verified total bid of the low bidder
2. $50,000
If the Department determines that a certified small business bidder is the low bidder after the application of the
small business preference, the Department does not consider a request for non–small business preference.
2-1.18C Non–Small Business Subcontractor Preference
The Department allows a bidder not certified as a small business by the Department of General Services, Office of
Small Business and DVBE Services, a preference if:
1. Bidder submitted a completed Request for Small Business Preference or Non–Small Business Preference
form with its bid
2. Certified Small Business Listing for the Non–Small Business Preference form shows that you are
subcontracting at least 25 percent to certified small businesses
Each listed subcontractor and supplier must be certified as a small business at the date and time of bid or must
have submitted a complete application to the Department of General Services. The complete application and any
required substantiating documentation must be received by the Department of General Services by 5:00 p.m. on
the bid opening date.
The non–small business subcontractor preference is a reduction for bid comparison in the total bid submitted by
the non–small business contractor requesting the preference by the lesser of the following amounts:
1. 5 percent of the verified total bid of the low bidder
2. $50,000
2-1.19–2-1.26 RESERVED
2-1.27 CALIFORNIA COMPANIES
Section 2-1.27 applies to a non-federal-aid contract.
Under Pub Cont Code § 6107, the Department gives preference to a California company, as defined, for bid
comparison purposes over a nonresident contractor from any state that gives or requires a preference to be given
to contractors from that state on its public entity construction contracts.
Complete a California Company Preference form.
The California company's reciprocal preference amount is equal to the preference amount applied by the state of
the nonresident contractor with the lowest responsive bid unless the California company is eligible for a small
business preference or a non–small business subcontractor preference, in which case the preference amount is the
greater of the two, but not both.
If the low bidder is not a California company and a California company's bid with reciprocal preference is equal
to or less than the lowest bid, the Department awards the contract to the California company on the basis of its
total bid.
2-1.28–2-1.30 RESERVED
2-1.31 OPT OUT OF PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS
You may opt out of the payment adjustments for price index fluctuations specified in section 9-1.07. To opt out,
submit a completed Opt Out of Payment Adjustments for Price Index Fluctuations form under section 2-1.33.
City of San Luis Obispo
10
2-1.32 RESERVED
2-1.33 BID DOCUMENT COMPLETION AND SUBMITTAL
2-1.33A General
Complete the forms in the Bid book.
Use the forms provided by the Department except as otherwise specified for a bidder's bond.
Do not fax forms except for the copies of forms with the public works contractor registration number submitted
after the time of bid. Fax these copies to (916) 227-6282.
Failure to submit the forms and information as specified may result in a nonresponsive bid.
If an agent other than the authorized corporate officer or a partnership member signs the bid, file a Power of
Attorney with the Department either before opening bids or with the bid. Otherwise, the bid may be
nonresponsive.
Complete and submit the Bid book under the Electronic Bidding Guide at the Department's Office of Construction
Contract Awards.
Your authorized digital signature is your confirmation of and agreement to all certifications and statements
contained in the Bid book.
On forms and certifications that you submit through the electronic bidding service, you agree that each form and
certification where a signature is required is deemed as having your signature.
2-1.33B Bid Form Submittal Schedules
2-1.33B(1) General
The Bid book includes forms specific to the contract. The deadlines for the submittal of the forms vary depending
on the requirements of each contract. Determine the requirements of the contract and submit the forms based on
the applicable schedule specified in section 2-1.33B.
Bid forms and information on the form that are due after the time of bid may be submitted at the time of bid.
2-1.33B(2) Federal-Aid Contracts
2-1.33B(2)(a) General
Section 2-1.33B(2) applies to a federal-aid contract.
2-1.33B(2)(b) Contracts with a DBE Goal
2-1.33B(2)(b)(i) General
Section 2-1.33B(2)(b) applies if a DBE goal is shown on the Notice to Bidders.
2-1.33B(2)(b)(ii) Non-Informal-Bid Contract
For a non-informal-bid contract, submit the bid forms according to the schedule shown in the following table:
City of San Luis Obispo
11
03-03-17
Bid Form Submittal Schedule for a
Non-Informal Bid Federal-Aid Contract with a DBE Goal
Form Submittal deadline
Bid to the Department of Transportation Time of bid except for the public works
contractor registration number
Copy of the Bid to the Department of
Transportation as submitted at the time of bid
with the public works contractor registration
number
10 days after bid opening
Subcontractor List Time of bid except for the public works
contractor registration number
Copy of the Subcontractor List as submitted at
the time of bid with the public works contractor
registration number
10 days after bid opening
Small Business Status Time of bid
Opt Out of Payment Adjustments for Price
Index Fluctuationsa Time of bid
DBE Commitment No later than 4 p.m. on the 5th day after bid
openingb
DBE Confirmation No later than 4 p.m. on the 5th day after bid
openingb
DBE Good Faith Efforts Documentation No later than 4 p.m. on the 5th day after bid
openingb
aSubmit only if you choose the option.
bIf the last day for submitting the bid form falls on a Saturday or holiday, it may be submitted on
the next business day with the same effect as if it had been submitted on the day specified.
12-02-16
2-1.33B(2)(b)(iii) Informal-Bid Contract
For an informal-bid contract, submit the bid forms according to the schedule shown in the following table:
City of San Luis Obispo
12
03-03-17
Bid Form Submittal Schedule for an
Informal-Bid Federal-Aid Contract with a DBE Goal
Form Submittal deadline
Bid to the Department of Transportation Time of bid
Subcontractor List Time of bid
Small Business Status Time of bid
Opt Out of Payment Adjustments for Price Index
Fluctuationsa
Time of bid
DBE Commitment No later than 4 p.m. on the 5th day after bid
openingb
DBE Confirmation No later than 4 p.m. on the 5th day after bid
openingb
DBE Good Faith Efforts Documentation No later than 4 p.m. on the 5th day after bid
openingb
aSubmit only if you choose the option.
bIf the last day for submitting the bid form falls on a Saturday or holiday, it may be submitted on the
next business day with the same effect as if it had been submitted on the day specified.
12-02-16
2-1.33B(2)(c) Contracts without a DBE Goal
2-1.33B(2)(c)(i) General
Section 2-1.33B(2)(c) applies if a DBE goal is not shown on the Notice to Bidders.
2-1.33B(2)(c)(ii) Non-Informal-Bid Contract
For a non-informal-bid contract, submit the bid forms according to the schedule shown in the following table:
Bid Form Submittal Schedule for a
Non-Informal-Bid Federal-Aid Contract without a DBE Goal
Form Submittal deadline
Bid to the Department of Transportation Time of bid except for the public works
contractor registration number
Copy of the Bid to the Department of
Transportation as submitted at the time of bid
with the public works contractor registration
number
10 days after bid opening
Subcontractor List Time of bid except for the public works
contractor registration number
Copy of the Subcontractor List as submitted at
the time of bid with the public works contractor
registration numbers
10 days after bid opening
Small Business Status Time of bid
Opt Out of Payment Adjustments for Price Index
Fluctuationsa Time of bid
aSubmit only if you choose the option.
2-1.33B(2)(c)(iii) Informal-Bid Contract
For an informal-bid contract, submit the bid forms according to the schedule shown in the following table:
City of San Luis Obispo
13
Bid Form Submittal Schedule for an
Informal-Bid Federal-Aid Contract without a DBE Goal
Form Submittal deadline
Bid to the Department of Transportation Time of bid
Subcontractor List Time of bid
Small Business Status Time of bid
Opt Out of Payment Adjustments for Price Index
Fluctuationsa Time of bid
aSubmit only if you choose the option.
2-1.33B(2)(d)–2-1.33B(2)(h) Reserved
2-1.33B(3) Non-Federal-Aid Contracts
2-1.33B(3)(a) General
Section 2-1.33B(3) applies to non-federal-aid contracts.
2-1.33B(3)(b) Contracts with a DVBE Goal
2-1.33B(3)(b)(i) General
Section 2-1.33B(3)(b) applies if a DVBE goal is shown on the Notice to Bidders.
2-1.33B(3)(b)(ii) Non-Informal-Bid Contract
For a non-informal-bid contract, submit the bid forms according to the schedule shown in the following table:
Bid Form Submittal Schedule for a
Non-Informal-Bid Non-Federal-Aid Contract with a DVBE Goal
Form Submittal deadline
Bid to the Department of Transportation
Time of bid except for the public works
contractor registration number for a joint-
venture contract
For a joint-venture contract, copy of the Bid to
the Department of Transportation as submitted
at the time of bid with the public works
contractor registration number
10 days after bid opening
Subcontractor List Time of bid
Opt Out of Payment Adjustments for Price
Index Fluctuationsa Time of bid
Certified DVBE Summary No later than 4 p.m. on the 4th business day
after bid opening
California Company Preference Time of bid
Request for Small Business Preference or Non–
Small Business Preferencea Time of bid
Certified Small Business Listing for the Non–
Small Business Preferencea
No later than 4 p.m. on the 2nd business day
after bid opening
aSubmit only if you choose the option or preference.
2-1.33B(3)(b)(iii) Informal-Bid Contract
City of San Luis Obispo
14
For an informal-bid contract, submit the bid forms according to the schedule shown in the following table:
Bid Form Submittal Schedule for an
Informal-Bid Non-Federal-Aid Contract with a DVBE Goal
Form Submittal deadline
Bid to the Department of Transportation Time of bid
Subcontractor List Time of bid
Opt Out of Payment Adjustments for Price Index
Fluctuationsa Time of bid
Certified DVBE Summary Time of bid
California Company Preference Time of bid
Request for Small Business Preference or Non–
Small Business Preferencea Time of bid
Certified Small Business Listing for the Non–
Small Business Preferencea Time of bid
aSubmit only if you choose the option or preference.
2-1.33B(3)(c) Contracts without a DVBE Goal
2-1.33B(3)(c)(i) General
Section 2-1.33B(3)(c) applies if a DVBE goal is not shown on the Notice to Bidders.
2-1.33B(3)(c)(ii) Non-Informal-Bid Contract
For a non-informal-bid contract, submit the bid forms according to the schedule shown in the following table:
Bid Form Submittal Schedule for a
Non-Informal-Bid Non-Federal-Aid Contract without a DVBE Goal
Form Submittal deadline
Bid to the Department of Transportation
Time of bid except for the public works
contractor registration number for a joint-venture
contract
For a joint-venture contract, copy of the Bid to
the Department of Transportation as submitted at
the time of bid with the public works contractor
registration number
10 days after bid opening
Subcontractor List Time of bid
Opt Out of Payment Adjustments for Price Index
Fluctuationsa Time of bid
California Company Preference Time of bid
Certified DVBE Summaryb No later than 4 p.m. on the 4th business day after
bid opening
Request for Small Business Preference or Non–
Small Business Preferencea Time of bid
Certified Small Business Listing for the Non–
Small Business Preferencea
No later than 4 p.m. on the 2nd business day after
bid opening
aSubmit only if you choose the option or preference.
bSubmit only if you obtain DVBE participation or you are the apparent low bidder, 2nd low bidder, or
3rd low bidder and you choose to receive the specified incentive.
2-1.33B(3)(c)(iii) Informal-Bid Contract
City of San Luis Obispo
15
For an informal-bid contract, submit the bid forms according to the schedule shown in the following table:
Bid Form Submittal Schedule for an
Informal-Bid Non-Federal-Aid Contract without a DVBE Goal
Form Submittal deadline
Bid to the Department of Transportation Time of bid
Subcontractor List Time of bid
Opt Out of Payment Adjustments for Price Index
Fluctuationsa Time of bid
Certified DVBE Summaryb Time of bid
Request for Small Business Preference or Non–
Small Business Preferencea Time of bid
Certified Small Business Listing for the Non–
Small Business Preferencea Time of bid
aSubmit only if you choose the option or preference.
bSubmit only if you obtain DVBE participation or you are the apparent low bidder, 2nd low bidder, or
3rd low bidder and you choose to receive the specified incentive.
2-1.33B(3)(d)–2-1.33B(3)(h) Reserved
2-1.33B(4)–2-1.33B(9) Reserved
2-1.34 BIDDER'S SECURITY
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.
2-1.35–2-1.39 RESERVED
2-1.40 BID WITHDRAWAL
Bids are not filed with the Department until the date and time of bid opening.
A bidder may withdraw or revise a bid after it has been submitted to the electronic bidding service if this is done
before the bid opening date and time.
2-1.41–2-1.42 RESERVED
2-1.43 BID OPENING
The Department publicly opens and reads bids at the time and place shown on the Notice to Bidders.
2-1.44–2-1.45 RESERVED
2-1.46 DEPARTMENT'S DECISION ON A BID
The Department's decision on the bid amount is final.
City of San Luis Obispo
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The Department may reject:
1. All bids
2. A nonresponsive bid
07-21-17
3. A bid from any entity that is a parent, affiliate, or subsidiary, or that is under common ownership, control, or
management with any other entity submitting a bid on the project
12-02-16
2-1.47 BID RELIEF
The Department may grant bid relief under Pub Cont Code § 5100 et seq. Submit any request for bid relief to the
Office Engineer. The Relief of Bid Request form is available at the Department's website.
2-1.48 RESERVED
2-1.49 SUBMITTAL FAILURE HISTORY
The Department considers a bidder's past failure to submit documents required after bid opening in determining a
bidder's responsibility.
2-1.50 BID RIGGING
Section 2-1.50 applies to a federal-aid contract.
The US Department of Transportation (DOT) provides a toll-free hotline to report bid rigging activities. Use the
hotline to report bid rigging, bidder collusion, and other fraudulent activities. The hotline number is (800) 424-
9071. The service is available 24 hours 7 days a week and is confidential and anonymous. The hotline is part of
the DOT's effort to identify and investigate highway construction contract fraud and abuse and is operated under
the direction of the DOT Inspector General.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
5 CONTROL OF WORK
04-20-18
Replace section 5-1.12 with:
01-20-17
5-1.12 ASSIGNMENT
The performance of the Contract or any Contract part may be assigned only with prior written consent from the
Department. To request consent, submit a Contractor Action Request - Assignment of Contract Performance
form. The Department does not consent to any requested assignment that would relieve you or your surety of the
responsibility to complete the work or any part of the work.
If you assign the right to receive Contract payments, the Department accepts the assignment upon the Engineer's
receipt of a Contractor Action Request - Assignment of Contract Monies, Assignee Change of Name/Address
form. Assigned payments remain subject to deductions and withholds described in the Contract. The Department
may use withheld payments for work completion whether the payments are assigned or not.
Add to section 5-1.13B:
07-21-17
5-1.13B(3) Use of Joint Checks
You may use a joint check between the Contractor or lower-tier subcontractor and a DBE subcontractor
purchasing materials from a material supplier if you obtain prior approval from the Department for your proposed
use of joint checks upon submittal of a DBE Joint Check Agreement Request form.
To use a joint check, the following conditions must be met:
1. All parties, including the Contractor, must agree to the use of a joint check
2. Entity issuing the joint check acts solely to guarantee payment
City of San Luis Obispo
17
3. DBE must release the check to the material supplier
4. Department must authorize the request before implementation
5. Any party to the agreement must provide requested documentation within 10 days of the Department's
request for the documentation
6. Agreement to use a joint check must be short-term, not to exceed 1 year, allowing sufficient time needed to
establish or increase a credit line with the material supplier
A request for a joint check agreement may be initiated by any party.
If a joint check is used, the DBE remains responsible for all elements of 49 CFR 26.55(c)(1).
Failure to comply with section 5-1.13B(3) disqualifies DBE participation and results in no credit and no payment
to the Contractor for DBE participation.
A joint check may not be used between the Contractor or subcontractor and a DBE regular dealer, bulk material
supplier, manufacturer, wholesaler, broker, trucker, packager, manufacturer’s representative, or other persons who
arrange or expedite transactions.
Replace section 5-1.20E with:
04-20-18
5-1.20E Water Meter Charges
Reserved
01-20-17
Delete item 1 in the list in the paragraph of section 5-1.23C.
Replace section 5-1.36 with:
01-20-17
5-1.36 PROPERTY AND FACILITY PRESERVATION
5-1.36A General
Preserve and protect:
1. Highway improvements and facilities
2 Adjacent property
3. Waterways
4. ESAs
5. Lands administered by other agencies
6. Railroads and railroad equipment
7. Nonhighway facilities, including utilities
8. Survey monuments
9. Department's instrumentation
10 Temporary work
11. Roadside vegetation not to be removed
Comply with Govt Code § 4216 et seq. Notify the Engineer at least 3 business days before you contact the
regional notification center. Failure to contact the notification center prohibits excavation.
Immediately report damage to the Engineer.
If you cause damage, you are responsible.
The Department may make a temporary repair to restore service to a damaged facility.
Install suitable safeguards to preserve and protect facilities from damage.
Install temporary facilities, such as sheet piling, cribbing, bulkheads, shores, or other supports, necessary to
support existing facilities or to support material carrying the facilities.
City of San Luis Obispo
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5-1.36B Railroad Property
If working on or adjacent to railroad property, do not interfere with railroad operations.
For an excavation on or affecting railroad property, submit work plans showing the system to be used to protect
the railroad facilities. Instead of the 15 days specified in section 5-1.23B, allow 65 days for the review of the
plans.
If the Contract does not include an agreement with a railroad company, do not allow personnel or equipment on
railroad property.
Prevent material, equipment, and debris from falling onto railroad property.
5-1.36C Nonhighway Facilities
5-1.36C(1) General
Before starting work that could damage or interfere with underground infrastructure, locate the infrastructure
described in the Contract, including laterals and other appurtenances, and determine the presence of other
underground infrastructure inferred from visible facilities, such as buildings, meters, and junction boxes.
Underground infrastructure described in the Contract may be in different locations from those described, and
additional infrastructure may exist.
Upon discovering an underground main or trunk line not described in the Contract, immediately notify the
Engineer and the infrastructure owner. The Engineer orders the locating and protecting of the infrastructure. The
locating and protecting is change order work. If ordered, repair infrastructure damage. If the damage is not due to
your negligence, the repair is change order work.
Immediately notify the Engineer of a delay due to the presence of main-line underground infrastructure not
described in the Contract or in a substantially different location.
Notify the Engineer if the infrastructure described in the Contract cannot be found. If after giving the notice, you
find the infrastructure in a substantially different location from that described, finding the infrastructure is change
order work.
5-1.36C(2) Nonhighway Facility Protection
Reserved
5-1.36C(3) Nonhighway Facility Rearrangement
The Department may rearrange a nonhighway facility during the Contract. Rearrangement of a nonhighway
facility includes installation, relocation, alteration, or removal of the facility.
The Department may authorize facility owners and their agents to enter the highway to perform rearrangement
work for their facilities or to make connections or repairs to their property. Coordinate activities to avoid delays.
If necessary rearrangement of underground infrastructure is not described in the Contract, the Engineer may order
you to perform the work. The rearrangement is change order work.
Immediately notify the Engineer of a delay due to a rearrangement different from that described in the Contract.
If you want infrastructure rearrangement different from that described in the Contract:
1. Notify the Engineer
2. Make an arrangement with the infrastructure owner
3. Obtain authorization for the rearrangement
4. Pay the infrastructure owner any additional cost
The Department does not adjust time or payment for a rearrangement different from that described the Contract.
5-1.36D Survey Monuments
Protect survey monuments on and off the highway. Upon discovery of a survey monument not identified and
located by the Department, immediately:
1. Stop work near the monument
2. Notify the Engineer
Do not resume work near the monument until authorized.
City of San Luis Obispo
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5-1.36E Landscape
If you damage plants not to be removed:
1. Dispose of them unless the Engineer authorizes you to reduce them to chips and spread the chips within the
highway at locations designated by the Engineer
2. Replace them
Replace plants with plants of the same species.
Replace trees with 24-inch-box trees.
Replace shrubs with no. 15-container shrubs.
Replace ground cover plants with plants from flats. Replace Carpobrotus ground cover plants with plants from
cuttings. Plant ground cover plants 1 foot on center.
If a plant establishment or permanent erosion control establishment period is specified, replace plants before the
start of the plant establishment or permanent erosion control establishment period; otherwise, replace plants at
least 30 days before Contract acceptance.
Water each plant immediately after planting. Saturate the backfill soil around and below the roots or the ball of
earth around the roots of each plant. Water as necessary to maintain plants in a healthy condition until Contract
acceptance.
07-21-17
5-1.36F Irrigation Facilities
Keep existing irrigation facilities in place that are described to be removed, relocated, or modified until the
Engineer determines they are no longer needed.
Maintain the existing water supply. If the existing water supply is interrupted for more than 3 consecutive days,
provide an alternative water supply. Water the existing plants in the area irrigated from that water supply,
including those maintained by the Department, as necessary to maintain healthy plant growth.
If you and the Department irrigate existing plants from the same water supply, furnish enough water to the
Department for watering plantings on and off the highway as necessary to maintain a healthy condition through
Contract acceptance.
If you damage irrigation facilities not to be removed:
1. Remove and dispose of them.
2. Repair and replace damaged facilities within 10 days.
3. Use similar commercial-quality components from the same manufacturer or components that are compatible
with the existing irrigation system if authorized.
4. After completing the repair or replacement of the facilities, perform an operational test in the presence of the
Engineer. If you repair or replace the remote control valves, conduct the test with the irrigation controller in the
automatic mode.
Notify the Engineer:
1. At least 4 business days before shutting off the water supply to any portion of the existing irrigation system
2. Immediately after restoring the water supply to any portion of the existing irrigation system
Add to the end of the 1st paragraph of section 5-1.39C(1):
01-20-17
or permanent erosion control establishment
Replace section 5-1.43E with:
01-20-17
5-1.43E Alternative Dispute Resolution
5-1.43E(1) General
5-1.43E(1)(a) General
Section 5-1.43E applies to a contract with 100 or more original working days.
City of San Luis Obispo
20
The ADR process must be used for the timely resolution of disputes that arise out of the work.
You must comply with section 5-1.43E to pursue a claim, file for arbitration, or file for litigation.
The ADR process is not a substitute for submitting an RFI or a potential claim record.
Do not use the ADR process for disputes between you and subcontractors or suppliers that have no grounds for a
legal action against the Department. If you fail to comply with section 5-1.43 for a potential claim on behalf of a
subcontractor or supplier, you release the Department of the subcontractor's or supplier's potential claim.
Do not use the ADR process for quantification of disputes for overhead expenses or costs. For a dispute for
overhead expenses or costs, comply with section 9-1.17D.
Each party and the DRA or DRB must complete the Dispute Resolution Advisor Agreement form or Dispute
Resolution Board Agreement form and comply with the provisions of the agreement. For these forms, go to the
Department's Division of Construction website.
No DRA- or DRB-related meetings are allowed until each party and the DRA or DRB, execute the agreement.
However, each party and the DRA or DRB, may agree to sign and execute the agreement at the 1st meeting.
5-1.43E(1)(b) Definitions
dispute meeting: Traditional and informal dispute meeting.
DRA: 1-member board established by the parties to assist in resolving disputes.
DRB: 3-member board established by the parties to assist in resolving disputes.
party: You or the Department.
1. the parties: You and the Department jointly.
2. each party: You and the Department severally.
outside technical services: Consultants with no prior direct involvement in the Contract.
5-1.43E(1)(c) Establishment of Procedures
Upon selecting the DRA or DRB, the parties must meet with the DRA or DRB to establish and agree to
procedures for:
1. Submitting documents
2. Conducting hearings
3. Providing recommendations
4. Associated tasks
The established procedures must comply with the Contract and the Dispute Resolution Advisor Agreement or
Dispute Resolution Board Agreement. The procedures need not comply with laws of evidence.
5-1.43E(1)(d) Progress Meetings
The parties must periodically meet with the DRA or DRB at the job site so the DRA or DRB members can keep
abreast of construction activities and become familiar with the work in progress.
The meetings must be held at the start of job site activities and at least once every 3 months after that.
The parties must attend each meeting.
The parties may agree to waive the scheduled meetings when the only work remaining is plant establishment
work or permanent erosion control establishment work.
5-1.43E(1)(e) Dispute Meetings
You must follow the traditional dispute meeting process to pursue a potential claim.
Either party may refer a dispute to the DRA or DRB. To request a dispute meeting, a party must submit a copy of
the referral and supporting documentation to the DRA or DRB. The documentation must describe the dispute in
individual discrete segments such that resolved and unresolved segments are differentiated. The party must
include an estimate of the cost of the affected work and impacts to the work completion date.
A copy of all documents submitted to the DRA or DRB must be simultaneously submitted to the other party.
The Department furnishes the DRA or DRB with the Contract documents and provides meeting facilities at no
cost to you.
Neither party may meet with or discuss Contract issues with the DRA or DRB members unless the other party is
present.
City of San Luis Obispo
21
If the dispute involves a subcontractor, the subcontractor's superintendent or project manager must attend the
meeting.
Only the following persons are allowed to participate and present information at the meeting:
1. Engineer
2. Department's area construction engineer
3. Department's structure representative.
4. Your superintendent
5. Your project manager
6. Either party's employees that have direct knowledge of the dispute and direct involvement in the project
7. Consultants directly involved in the development of the estimate or construction
8. Subcontractor's superintendent or project manager if the dispute involves a subcontractor
The following persons are not allowed to attend the meeting:
1. Attorneys
2. Claim consultants
3. Outside technical services not employed by either party unless requested by the DRA or DRB
If the DRA or DRB needs outside technical services to help the DRA or DRB make a recommendation, the
parties must agree to the services before they are provided. If the parties and the DRA or DRB agree, the technical
services may be provided by technical staff who works for either party.
During a dispute meeting, each party presents its position, makes rebuttals, furnishes relevant documents, and
responds to DRA or DRB questions and requests. The following is not allowed:
1. Testimony under oath
2. Cross-examination
3. Reporting of the procedures by a shorthand reporter or by electronic means
If either party fails to attend a dispute meeting, all documents submitted by the nonattending party is considered
as the nonattending party's entire position, and the DRA or DRB and the attending party may proceed with the
dispute process.
5-1.43E(1)(f) Informal Dispute Meetings
The parties may resolve small and uncomplicated disputes using an informal process. The parties may use this
process only if the parties and the DRA or DRB agree its use is appropriate for resolving the dispute.
The informal dispute meeting process is independent from the traditional process. The Department does not grant
time extensions for the traditional dispute process if the informal dispute process is used.
Each party furnishes the DRA or DRB a 1-page brief description of the dispute with supporting documentation
and any additional information requested by the DRA or DRB.
In an informal dispute meeting, each party presents its position and receives the DRA's or DRB's recommendation
orally on the same day the dispute is heard. The DRA or DRB furnishes a 1-page report confirming the
recommendation within 5 business days.
Either party may ask for clarification of the DRA's or DRB's recommendation at the dispute meeting.
If the dispute remains unresolved, the parties must notify the DRA or DRB within 5 business days after receipt of
the DRA's or DRB's written confirmation of the recommendation.
The DRA or DRB will not be bound by its informal recommendation if a dispute is later heard in a traditional
dispute meeting.
If the dispute is not resolved using the informal dispute meeting process, the parties must comply with the
traditional dispute meeting specifications.
5-1.43E(1)(g) Recommendations
Recommendations resulting from the ADR process are nonbinding.
If the parties resolve the dispute with the aid of the DRA's or DRB's recommendation, the parties must implement
the resolution.
5-1.43E(1)(h) Completion of Alternative Dispute Resolution
All ADR activities must be completed before Contract acceptance. Accelerated timeframes may be used if the
parties and the DRA or DRB agree.
If a dispute becomes an unresolved claim after Contract acceptance, comply with section 9-1.17D(2).
City of San Luis Obispo
22
Neither party may call the DRA or DRB members who served on the Contract as a witness in arbitration or other
proceedings that may arise from the Contract.
The parties must indemnify and hold harmless the DRA or DRB members from and against all claims, damages,
losses, and expenses, including attorney's fees, arising out of and resulting from the findings and
recommendations of the DRA or DRB.
5-1.43E(1)(i) Payment
Pay the DRA or each DRB member $2,000 per day for the DRA's or DRB's participation at each on-site meeting
except if the DRA or a DRB member serves on more than 1 Department DRA or DRB, the $2,000 must be
divided evenly among the contracts.
On-site meetings include:
1. Initial project meeting
2. Progress meetings
3. Dispute meetings
The payment includes full compensation for on-site time, travel expenses, transportation, lodging, travel time, and
incidentals for each day or portion thereof the DRA or DRB member is at a DRA or DRB meeting.
Before a DRA or DRB member spends any time reviewing the plans or specifications, evaluating positions,
preparing recommendations, completing forms, or performs any other off-site DRA- or DRB-related tasks, the
parties must agree to pay for the tasks. Pay the DRA or DRB member $200 per hour for these tasks. This payment
includes full compensation for incidentals such as expenses for telephone, fax, and computer services.
The Department reimburses you for 1/2 of the invoiced costs to the DRA or DRB and 1/2 of the costs of any
outside technical services. Submit a change order bill and associated invoices with the original supporting
documents in the form of a canceled check or bank statement to receive reimbursement. Do not add mark-ups to
the change order bill.
The Department does not pay for (1) any DRA- or DRB-related work performed after Contract acceptance or (2)
your cost of preparing for or attending ADR resolution meetings.
5-1.43E(2) Dispute Resolution Advisor
5-1.43E(2)(a) General
Section 5-1.43E(2) applies to a contract with a total bid from $3 million to $10 million.
5-1.43E(2)(b) DRA Selection
Within 30 days after Contract approval, the parties must select the DRA using the following procedure:
1. Each party nominates 3 DRA member candidates. Each candidate must be (1) on the Department's Dispute
Resolution Advisor Candidates List at the Department's Division of Construction website or (2) must:
1.1. Be knowledgeable in the type of construction and contract documents anticipated by the Contract
1.2. Have completed training by the Dispute Resolution Board Foundation
1.3. Have served on at least 3 dispute resolution boards on a Department contract as a member or at least 2 dispute
resolution boards on a Department contract as the chairman
1.4. Have no prior direct involvement on the Contract
1.5. Have no financial interest in the Contract or with the parties, subcontractors, suppliers, consultants, or associated legal
or business services within 6 months before award and during the Contract except for payments for Department DRA
or DRB services or payments for retirement or pensions from either party not tied to, dependent on, or affected by the
net worth of the party
2. The parties must request a disclosure statement from each nominated DRA candidate and must furnish them
to the other party. Each statement must include:
2.1. Resume of the candidate's experience
2.2. Declaration statement that describes past, present, anticipated, and planned professional or personal relationships with
each of the following:
2.2.1. Each party involved in the Contract
2.2.2. Each parties' principals
2.2.3. Each parties' counsel
2.2.4. Associated subcontractors and suppliers
3. The parties must select 1 of the 6 candidates to be the DRA. If the parties cannot agree on 1 candidate, each
party must select 1 of the 3 nominated by the other and the DRA is decided between the 2 candidates by a
coin toss.
City of San Luis Obispo
23
5-1.43E(2)(c) DRA Replacement
The services of the DRA may end at any time with a notice of at least 15 days if either of the following occurs:
1. DRA resigns.
2. Either party replaces the DRA for failing to comply with the required employment or financial disclosure
conditions of the DRA as described in the Contract and the Dispute Resolution Advisor Agreement.
A DRA replacement is selected the same way as the original DRA. The selection of a replacement DRA must
start upon determination of the need for a replacement and must be completed within 15 days. The Dispute
Resolution Advisor Agreement must be amended to reflect the change of the DRA.
5-1.43E(2)(d) DRA Traditional Dispute Meeting
If you choose to pursue a potential claim, refer the dispute to the DRA within 5 business days after receiving the
Engineer's response to your Supplemental Potential Claim Record. The dispute meeting must be held no later than
25 days after the DRA receives the referral unless the parties otherwise agree.
At least 10 days before the scheduled dispute meeting, each party must furnish the DRA documentation that
supports its position and any additional information requested by the DRA.
If the DRA requests additional information within 5 business days after the dispute meeting, the party receiving
the request must furnish this information within 5 business days after receiving the request.
The DRA furnishes a written recommendation within 10 days after the dispute meeting unless the parties agree to
allow more time.
Within 5 business days after receiving the DRA's recommendation, either party may request clarification of any
part of the recommendation. Only 1 request for clarification from each party is allowed per dispute.
Within 10 days after receiving the DRA's recommendation, each party must furnish a written response to the
DRA indicating acceptance or rejection of the recommendation. If a party rejects the recommendation and has
new information that supports its position, the party may request reconsideration. The reconsideration request
must be made within 10 days after receiving the DRA’s recommendation. Only 1 reconsideration request from
each party is allowed per dispute.
If the parties accept the DRA's recommendation but cannot agree on the time or payment adjustment within 30
days after accepting the recommendation, either party may request that the DRA recommend an adjustment.
5-1.43E(3) Dispute Resolution Board
5-1.43E(3)(a) General
Section 5-1.43E(3) applies to a contract with a total bid of over $10 million.
5-1.43E(3)(b) DRB Member Selection
Within 45 days after Contract approval, the parties must select DRB members and establish the DRB using the
following procedure:
1. Each party nominates a DRB member candidate. Each candidate must be (1) on the Department’s Dispute
Resolution Candidates List at the Department's Division of Construction website or (2) must:
1.1. Be knowledgeable in the type of construction and contract documents anticipated by the Contract
1.2. Have completed training by the Dispute Resolution Board Foundation
1.3. Have no prior direct involvement on the Contract
1.4. Have no financial interest in the Contract or with the parties, subcontractors, suppliers, consultants, or associated legal
or business services within 6 months before award and during the Contract except for payments for Department DRA
or DRB services or payments for retirement or pensions from either party not tied to, dependent on, or affected by the
net worth of the party
2. The parties must request a disclosure statement from each nominated DRB member candidate and must
each furnish it to the other party. Each statement must include:
2.1. Resume of the candidate's experience
2.2. Declaration statement that describes past, present, anticipated, and planned professional or personal relationships with
each of the following:
2.2.1. Each party involved in the Contract
2.2.2. Each parties’ principals
2.2.3. Each parties’ counsel
2.2.4. Associated subcontractors and suppliers
3. The parties are allowed:
3.1. One-time objection to the other's candidate without stating a reason
City of San Luis Obispo
24
3.2. Objection to any of the other's subsequent candidates based on a specific breach of the candidate's responsibilities or
qualifications under items 1 and 2 above
4. If either party objects to the other's candidate, the party whose candidate was objected to must nominate
another DRB candidate within 15 days.
5. The 1st candidate from a party that receives no objection becomes that party's DRB member.
6. Each party furnishes written notification to the selected DRB member.
7. Within 15 days after their notifications, the selected DRB members recommend to the parties the 3rd DRB
member candidate and furnish that candidate’s disclosure statement.
8. Within 15 days after the recommendation, each party must notify the first 2 DRB members whether the party
approves or disapproves of the recommended 3rd DRB member candidate.
9. If the 2 DRB members cannot agree on the 3rd DRB candidate, they will submit a list of candidates to the
parties for the final selection and approval.
10. If (1) the 2 DRB members do not recommend a 3rd DRB candidate within 15 days of notification of their
selections, (2) the parties do not agree on the 3rd DRB member candidate within 15 days after the
recommendation, or (3) the parties do not agree on any of the candidates on the list furnished by the first 2
selected DRB members, each party must select 3 candidates from the current list of arbitrators certified by the
Public Works Contract Arbitration Committee established by Pub Cont Code § 10245 et seq. who will be
willing to serve as a DRB member. The first 2 selected DRB members must select the 3rd member in a blind
draw of these 6 candidates.
11. The 3 DRB members then decide which of the 3 will act as the DRB chairman. If the parties do not agree with
the selected chairman, the 3rd member will act as the DRB chairman.
5-1.43E(3)(c) DRB Member Replacement
The services of a DRB member may end at any time with a notice of at least 15 days if any of the following
occurs:
1. A member resigns
2. The Department replaces its selected member
3. You replace your selected member
4. The Department's and your selected members replace the 3rd member
5. Either party replaces any member for failing to comply with the required employment or financial disclosure
conditions of the DRB membership as described in the Contract and in the Dispute Resolution Board
Agreement.
Replacing any DRB member must be accomplished by written notification to the DRB and the other party with
substantiation for replacing the member.
A replacement DRB member is selected the same way as the original DRB member. The selection of a
replacement DRB member must start upon determination of the need for a replacement and must be completed
within 15 days. The Dispute Resolution Board Agreement must be amended to reflect the change to the DRB.
5-1.43E(3)(d) DRB Traditional Dispute Meeting
If you choose to pursue a potential claim, refer the dispute to the DRB within 21 days after receiving the
Engineer's response to your Supplemental Potential Claim Record unless a facilitated dispute resolution is
included in the signed original partnering charter, in which case, make the referral within 41 days after receiving
the response. The dispute meeting must be held no sooner than 30 days and no later than 60 days after the DRB
receives the referral unless the parties otherwise agree.
At least 15 days before the scheduled dispute meeting, each party must provide the DRB documentation that
supports its position and any additional information requested by the DRB.
If the DRB requests additional information at the dispute meeting, the party receiving the request must provide
this information within 10 days after receiving the request.
The DRB furnish a written recommendation report within 30 days after the dispute meeting unless the parties
agree to allow more time.
Within 10 days after receiving the DRB's recommendation report, either party may request clarification of any
part of the recommendation. Only 1 request for clarification from each party is allowed per dispute.
Within 30 days after receiving the DRB's recommendation, each party must furnish a written response to the DRB
indicating acceptance or rejection of the recommendation. If a party rejects the recommendation, the party must
include a list of specific reasons for the rejection. If a party has new information that supports its position, the
City of San Luis Obispo
25
party may request a reconsideration. The reconsideration request must be made within 30 days after receiving the
DRB's recommendation. Only 1 request for reconsideration from each party is allowed per dispute.
If the parties accept the DRB's recommendation but cannot agree on the time or payment adjustment within 60
days after accepting the recommendation, either party may request that the DRB recommend an adjustment.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
6 CONTROL OF MATERIALS
07-21-17
Replace METS website in the last sentence in the last paragraph of section 6-2.01B with:
07-21-17
Authorized Facility Audit List website
Replace METS website in the last sentence in the last paragraph of section 6-2.01C with:
07-21-17
Authorized Material List website
Replace METS website in the last sentence in the last paragraph of section 6-2.01D with:
07-21-17
Authorized Material Source List website
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC
04-20-18
Replace the paragraphs in section 7-1.02I(2) with:
05-06-16
Under 2 CA Code of Regs § 11105:
1. During the performance of this contract, the recipient, contractor, and its subcontractors shall not deny the
contract's benefits to any person on the basis of race, religious creed, color, national origin, ancestry, physical
disability, mental disability, medical condition, genetic information, marital status, sex, gender, gender identity,
gender expression, age, sexual orientation, or military and veteran status, nor shall they discriminate
unlawfully against any employee or applicant for employment because of race, religious creed, color, national
origin, ancestry, physical disability, mental disability, medical condition, genetic information, marital status,
sex, gender, gender identity, gender expression, age, sexual orientation, or military and veteran status.
Contractor shall insure that the evaluation and treatment of employees and applicants for employment are
free of such discrimination.
2. Contractor shall comply with the provisions of the Fair Employment and Housing Act (Gov. Code, § 12900 et
seq.), the regulations promulgated thereunder (Cal. Code Regs., tit. 2, § 11000 et seq.), the provisions of
Article 9.5, Chapter 1, Part 1, Division 3, Title 2 of the Government Code (Gov. Code, §§ 11135-11139.5),
and the regulations or standards adopted by the awarding state agency to implement such article.
3. Contractor or recipient shall permit access by representatives of the Department of Fair Employment and
Housing and the awarding state agency upon reasonable notice at any time during the normal business
hours, but in no case less than 24 hours' notice, to such of its books, records, accounts, and all other sources
of information and its facilities as said Department or Agency shall require to ascertain compliance with this
clause.
4. Recipient, contractor and its subcontractors shall give written notice of their obligations under this clause to
labor organizations with which they have a collective bargaining or other agreement.
5. The contractor shall include the nondiscrimination and compliance provisions of this clause in all subcontracts
to perform work under the contract.
Under 2 CA Code of Regs § 11122:
City of San Luis Obispo
26
STANDARD CALIFORNIA NONDISCRIMINATION CONSTRUCTION CONTRACT
SPECIFICATIONS (GOV. CODE SECTION 12990)
These specifications are applicable to all state contractors and subcontractors having a construction contract or
subcontract of $5,000 or more.
1. As used in the specifications:
a. "Act" means the Fair Employment and Housing Act.
b. "Administrator" means Administrator, Office of Compliance Programs, California Department of Fair Employment
and Housing, or any person to whom the Administrator delegates authority;
2. Whenever the contractor or any subcontractor subcontracts a portion of the work, it shall include in each
subcontract of $5,000 or more the nondiscrimination clause in this contract directly or through incorporation
by reference. Any subcontract for work involving a construction trade shall also include the Standard
California Construction Contract Specifications, either directly or through incorporation by reference.
3. The contractor shall implement the specific nondiscrimination standards provided in paragraphs 6(a) through
(e) of these specifications.
4. Neither the provisions of any collective bargaining agreement, nor the failure by a union with whom the
contractor has a collective bargaining agreement, to refer members of any group protected by the Act shall
excuse the contractor's obligations under these specifications, Government Code section 12990, or the
regulations promulgated pursuant thereto.5. In order for the nonworking training hours of apprentices and
trainees to be counted, such apprentices and trainees must be employed by the contractor during the training
period, and the contractor must have made a commitment to employ the apprentices and trainees at the
completion of their training, subject to the availability of employment opportunities. Trainees must be trained
pursuant to training programs approved by the U.S. Department of Labor or the California Department of
Industrial Relations.
5. In order for the nonworking training hours of apprentices and trainees to be counted, such apprentices and
trainees must be employed by the contractor during the training period, and the contractor must have made a
commitment to employ the apprentices and trainees at the completion of their training, subject to the
availability of employment opportunities. Trainees must be trained pursuant to training programs approved by
the U.S. Department of Labor or the California Department of Industrial Relations.
6. The contractor shall take specific actions to implement its nondiscrimination program. The evaluation of the
contractor's compliance with these specifications shall be based upon its effort to achieve maximum results
from its actions. The contractor must be able to demonstrate fully its efforts under steps a. through e. below:
a. Ensure and maintain a working environment free of harassment, intimidation, and coercion at all sites, and at all
facilities at which the contractor's employees are assigned to work. The contractor shall specifically ensure that all
foremen, superintendents, and other on-site supervisory personnel are aware of and carry out the contractor's
obligations to maintain such a working environment.
b. Provide written notification within seven days to the director of the DFEH when the referral process of the union or
unions with which the contractor has a collective bargaining agreement has impeded the contractor's efforts to meet
its obligations.
c. Disseminate the contractor's equal employment opportunity policy by providing notice of the policy to unions and
training, recruitment and outreach programs and requesting their cooperation in assisting the contractor to meet its
obligations; and by posting the company policy on bulletin boards accessible to all employees at each location where
construction work is performed.
d. Ensure all personnel making management and employment decisions regarding hiring, assignment, layoff,
termination, conditions of work, training, rates of pay or other employment decisions, including all supervisory
personnel, superintendents, general foremen, on-site foremen, etc., are aware of the contractor's equal employment
opportunity policy and obligations, and discharge their responsibilities accordingly.
e. Ensure that seniority practices, job classifications, work assignments, and other personnel practices, do not have a
discriminatory effect by continually monitoring all personnel and employment related activities to ensure that the
equal employment opportunity policy and the contractor's obligations under these specifications are being carried out.
7. Contractors are encouraged to participate in voluntary associations that assist in fulfilling their equal
employment opportunity obligations. The efforts of a contractor association, joint contractor-union, contractor-
community, or other similar group of which the contractor is a member and participant, may be asserted as
fulfilling any one or more of its obligations under these specifications provided that the contractor actively
participates in the group, makes every effort to assure that the group has a positive impact on equal
employment opportunity in the industry, ensures that the concrete benefits of the program are reflected in the
contractor's workforce participation, and can provide access to documentation that demonstrates the
City of San Luis Obispo
27
effectiveness of actions taken on behalf of the contractor. The obligation to comply, however, is the
contractor's.
8. The contractor is required to provide equal employment opportunity for all persons. Consequently, the
contractor may be in violation of the Fair Employment and Housing Act (Government Code section 12990 et
seq.) if a particular group is employed in a substantially disparate manner.
9. The contractor shall not use the nondiscrimination standards to discriminate against any person because
race, religious creed, color, national origin, ancestry, physical disability, mental disability, medical condition,
genetic information, marital status, sex, gender, gender identity, gender expression, age, sexual orientation,
or military and veteran status.
10. The contractor shall not enter into any subcontract with any person or firm decertified from state contracts
pursuant to Government Code section 12990.
11. The contractor shall carry out such sanctions and penalties for violation of these specifications and the
nondiscrimination clause, including suspension, termination and cancellation of existing subcontracts as may
be imposed or ordered pursuant to Government Code section 12990 and its implementing regulations by the
awarding agency. Any contractor who fails to carry out such sanctions and penalties shall be in violation of
these specifications and Government Code section 12990.
12. The contractor shall designate a responsible official to monitor all employment related activity to ensure that
the company equal employment opportunity policy is being carried out, to submit reports relating to the
provisions hereof as may be required by OCP and to keep records. Records shall at least include for each
employee the name, address, telephone numbers, construction trade, union affiliation if any, employee
identification number when assigned, status, (e.g., mechanic, apprentice trainee, helper, or laborer), dates of
changes in status, hours worked per week in the indicated trade, rate of pay, and locations at which the work
was performed. Records shall be maintained in any easily understandable and retrievable form; however, to
the degree that existing records satisfy this requirement, contractors shall not be required to maintain
separate records.
Add to the end of the 2nd sentence in the 1st paragraph of section 7-1.02K(1):
04-22-16
, and hauling and delivery of ready-mixed concrete.
Add between the 4th and 5th paragraphs of section 7-1.02K(3):
04-22-16
Submitted certified payrolls for hauling and delivering ready-mixed concrete must be accompanied by a written
time record. The time record must include:
1. Truck driver's full name and address
2. Name and address of the factory or batching plant
3. Time the concrete was loaded at the factory or batching plant
4. Time the truck returned to the factory or batching plant
5. Truck driver's signature certifying under penalty of perjury that the information contained in this written time
record is true and correct
Add between the 1st and 2nd paragraphs of section 7-1.02K(6)(a)
04-20-18
You must contact the local public health service department for information concerning public health conditions
within the area of the project.
Add to the end of section 7-1.02K(6)(a):
04-20-18
The Department is not responsible for the health and safety of:
1. Contractor's personnel
2. Subcontractor's personnel
3. Supplier's personnel
4. Any other persons present at the job site at the request of you or your subcontractors.
City of San Luis Obispo
28
Replace item 3 in the list in the 3rd paragraph of section 7-1.02K(6)(j)(ii) with:
04-20-18
3. Sealed and signed by a CIH with knowledge of and experience complying with 8 CA Code of Regs
Add between the 9th and 10th paragraphs of section 7-1.03:
07-15-16
If a height differential of more than 0.04 foot is created by construction activities at a joint transverse to the
direction of traffic on the traveled way or a shoulder subject to public traffic, construct a temporary taper at the
joint with a slope complying with the requirements shown in the following table:
Temporary Tapers
Height differential
(foot)
Slope (horizontal:vertical)
Taper use of 14 days or less Taper use of more than 14 days
Greater than 0.08 100:1 or flatter 200:1 or flatter
0.04–0.08 70:1 or flatter 70:1 or flatter
For a taper on existing asphalt concrete or concrete pavement, construct the taper with minor HMA under section
39-2.07.
Grind existing surfaces to accommodate a minimum taper thickness of 0.10 foot under either of the following
conditions:
1. HMA material such as rubberized HMA, polymer-modified bonded wearing course, or open-graded friction
course is unsuitable for raking to a maximum 0.02 foot thickness at the edge
2. Taper will be in place for more than 14 days
For a taper on a bridge deck or approach slab, construct the taper with polyester concrete under section 60-3.04B.
The completed surface of the taper must be uniform and must not vary more than 0.02 foot from the lower edge of
a 12-foot straightedge when placed on its surface parallel and perpendicular to traffic.
If authorized, you may use alternative materials or methods to construct the required taper.
Add to section 7-1.05:
04-20-18
7-1.05C Other
You are responsible to the fullest extent allowed by law, to defend and indemnify the State for any and all injury,
illness, disease, or death arising out of or caused by an organism, including but not limited to animals,
microscopic bacteria, fungi, plants and the like, to which persons, including but not limited to the public, any
employees or agents of yours, the State, or any other contractors that are exposed in connection with the work on
the project.
Replace § 337.15 in the 3rd item in the list in the paragraph of section 7-1.06B with:
05-06-16
§ 337.1
Add between the 1st and 2nd paragraphs of section 7-1.11A:
02-12-16
Comply with 46 CFR 381.7(a)–(b).
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
City of San Luis Obispo
29
8 PROSECUTION AND PROGRESS
01-20-17
Add between establishment and are in the introductory clause of the 3rd paragraph of section 8-1.10A:
01-20-17
or permanent erosion control establishment
Replace the table in the 3rd paragraph of section 8-1.10A with:
07-15-16
Liquidated Damages
Total bid Liquidated damages per
day From over To
$0 $60,000 $1,400
$60,000 $200,000 $2,900
$200,000 $500,000 $3,200
$500,000 $1,000,000 $3,500
$1,000,000 $2,000,000 $4,000
$2,000,000 $5,000,000 $4,800
$5,000,000 $10,000,000 $6,800
$10,000,000 $20,000,000 $10,000
$20,000,000 $50,000,000 $13,500
$50,000,000 $100,000,000 $19,200
$100,000,000 $250,000,000 $25,300
Replace the 4th paragraph of section 8-1.10A with:
01-20-17
If all work except plant establishment or permanent erosion control establishment is complete and the total
number of working days have expired, liquidated damages are $950 per day.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
9 PAYMENT
07-21-17
Replace the introductory clause in the 2nd paragraph of section 9-1.02B(3) with:
07-21-17
If imported topsoil, soil amendment, wood mulch, or compost is measured by volume:
Replace the 1st paragraph of section 9-1.11B with:
01-20-17
The TRO quantity does not include the number of working days to complete plant establishment or permanent
erosion control establishment work.
Replace the 3rd and 4th paragraphs of section 9-1.11D with:
01-20-17
For a contract without plant establishment or permanent erosion control establishment work, the Department pays
you the balance due for the TRO item total as specified in section 9-1.17B.
For a contract with plant establishment or permanent erosion control establishment work, the Department pays
you the balance due for the TRO item total in the 1st progress payment after all non–plant establishment or non–
permanent erosion control establishment work is completed.
Replace may withhold in the 1st paragraph of section 9-1.16E(4) with:
01-15-16
withholds
City of San Luis Obispo
30
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
DIVISION II GENERAL CONSTRUCTION
10 GENERAL
04-15-16
Replace section 10-1.02B with:
04-15-16
10-1.02B Traffic Elements
Before starting the operational test of a traffic management system that directly impacts traffic, the system must
be ready for operation, and all signs, pavement delineation, and pavement markings must be in place at the
system's location.
If maintaining existing traffic management system elements during construction is shown on the Bid Item List, a
list of the systems shown within the project limits and their operational status is included in the Information
Handout. Before starting job site activities, conduct a preconstruction operational status check of the existing
system's elements and each element's communication status with the transportation management center to which it
communicates. If an existing system element is discovered and has not been identified, the Department adds the
element to the list of systems. The pre- and postconstruction operational status check of the discovered elements
is change order work.
If maintaining existing traffic management system elements during construction is not shown on the Bid Item List
and an existing system element is discovered during the work, notify the Engineer. The Engineer orders a pre- and
postconstruction operational status check of the discovered elements. The status check of the discovered elements
is change order work.
Conduct the status check with the Engineer and an electrical representative from the traffic operations office of
the district in which the work is located. The Department provides you a list of the preconstruction operational
status-check results, including:
1. Existing traffic management system elements and their locations within the project limits
2. Fully functioning elements
3. Nonoperational elements
Before Contract acceptance, conduct a postconstruction operational status check of all elements shown on the list
with the Engineer and an electrical representative from the traffic operations office of the district in which the
work is located.
Replace 10-3 of section 10 with:
04-15-16
10-2–10-3 RESERVED
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
12 TEMPORARY TRAFFIC CONTROL
04-20-18
Replace the 4th paragraph of section 12-3.02B with:
01-20-17
Retroreflective cone sleeves must be permanently affixed, double-band, sleeves consisting of 2 white
retroreflective bands. The top band must be 6 inches wide and placed a maximum of 4 inches from the top of the
cone. The lower band must be 4 inches wide and placed 2 inches below the bottom of the top band. You may use
traffic cones with double-band retroreflective cone sleeves during daylight hours.
City of San Luis Obispo
31
Replace section 12-3.32 with:
04-15-16
12-3.32 PORTABLE CHANGEABLE MESSAGE SIGNS
12-3.32A General
12-3.32A(1) Summary
Section 12-3.32A includes specifications for placing portable changeable message signs.
12-3.32A(2) Definitions
Reserved
12-3.32A(3) Submittals
If requested, submit a certificate of compliance for each PCMS.
Submit your cell phone number before starting the first activity that requires a PCMS.
12-3.32A(4) Quality Assurance
Reserved
12-3.32B Materials
Each PCMS must have a message board, controller unit, power supply, and a structural support system. The unit
must be assembled to form a complete self-contained PCMS that can be delivered to the job site and placed into
immediate operation. The sign unit must be capable of operating at an ambient air temperature from -4 to 158
degrees F and must be unaffected by mobile radio transmissions other than those required to control the PCMS.
A PCMS must be permanently mounted on a trailer, truck bed, or truck cab under the manufacturer's instructions.
The PCMS must be securely mounted on the support vehicle such that it remains attached during any impact to
the vehicle. If it is mounted on a trailer, the trailer must be capable of being leveled and plumbed.
A minimum of 3 feet of retroreflective material must be permanently affixed on all 4 sides of the trailer. The
retroreflective material need not be continuous but must be visible on the same plane.
The sign panel must be capable of displaying a 3-line message with at least 7 characters per line. The characters
must be at least 18 inches in height where the useable shoulder area is at least 15 feet wide. To prevent
encroachment onto the traveled way where the useable shoulder area is less than 15 feet wide, you may use a
smaller message panel with at least 12-inch-high characters.
The message displayed on the sign must be visible from a distance of 1,500 feet and legible from a distance of
750 feet at noon on a cloudless day and during the night by persons with 20/20 vision or vision corrected to 20/20.
The characters on a sign panel may be 10 inches in height if:
1. PCMS is mounted on a service patrol truck or other incident response vehicle or used for traffic control
operations on a highway facility where the posted speed limit is less than 40 mph
2. Message is legible from a distance of at least 650 feet at noon on a cloudless day and during the night by
persons with 20/20 vision or vision corrected to 20/20
A matrix sign must provide a complete alphanumeric selection.
A PCMS must automatically adjust its brightness under varying light conditions to maintain the legibility of the
message. The sign must be equipped with an automatic-dimming mode that automatically compensates for the
influence of temporary light sources or abnormal lighting conditions. The sign must have 3 or more manual
dimming modes of different intensities.
During the hours of darkness, a matrix sign not using lamps must be either internally or externally illuminated.
The controller must be an all solid-state unit containing the necessary circuitry for the storage of at least 5
preprogrammed messages. The controller must be installed at a location that allows the operator to perform all
functions from a single position. The controller must have a keyboard entry system that allows the operator to
generate an infinite number of additional messages in addition to the preprogrammed stored messages. The
keyboard must be equipped with a security lockout feature to prevent unauthorized use of the controller.
The controller must have:
1. Nonvolatile memory that stores keyboard-created messages during periods when the power is not activated
City of San Luis Obispo
32
2. Variable display rate that allows the operator to match the information display to the speed of approaching
traffic
3. Screen upon which messages may be reviewed before being displayed on the sign
The flashing-off time must be adjustable from within the control cabinet.
12-3.32C Construction
Place a PCMS as far from the traveled way as practicable where it is legible to approaching traffic without
encroaching on the traveled way. Where the vertical roadway curvature restricts the sight distance of approaching
traffic, place the sign on or before the crest of the curvature where it is most visible to the approaching traffic.
Where the horizontal roadway curvature restricts the sight distance of approaching traffic, place the sign at or
before the curve where it is most visible to approaching traffic. Where practicable, place the sign behind guardrail
or Type K temporary railing.
Make a taper consisting of 9 traffic cones placed 25 feet apart to delineate the location of a PCMS except where
the sign is placed behind guardrail or Type K temporary railing.
When in full operation, the bottom of a sign must be at least 7 feet above the roadway in areas where pedestrians
are anticipated and 5 feet above the roadway elsewhere, and the top of the sign must be not more than 14.5 feet
above the roadway.
Operate the PCMS under the manufacturer's instructions.
Keep the PCMS clean to provide maximum visibility.
If multiple signs are needed, place each sign on the same side of the road at least 1,000 feet apart on freeways and
expressways and at least 500 feet apart on other types of highways.
If more than one PCMS is simultaneously visible to traffic, only 1 sign may display a sequential message at any
time. Do not use dynamic message displays, such as animation, rapid flashing, dissolving, exploding, scrolling,
horizontal movement, or vertical movement of messages. The message must be centered within each line of the
display.
You may use an additional PCMS if more than 2 phases are needed to display a message.
Display only messages shown or ordered.
Repeat the entire message continuously in not more than 2 phases of at least 3 seconds per phase. The sum of the
display times for both of the phases must be a maximum of 8 seconds. If more than 2 phases are needed to display
a message, use an additional PCMS.
You must be available by cell phone during activities that require a sign. Be prepared to immediately change the
displayed message if ordered. You may operate the sign with a 24-hour timer control or remote control if
authorized.
After the initial placement, move a sign from location to location as ordered.
When a PCMS is not in use, move it to an area at least 15 feet from the edge of the traveled way or remove it
from the job site away from traffic.
12-3.32D Payment
Not Used
Add to section 12-4.02A(2):
07-21-17
Construction Zone Enhanced Enforcement Program (COZEEP): Program that provides California Highway
Patrol officers to monitor the movement of traffic within the work zone.
Add between the 1st sentence and 2nd sentences in the 1st paragraph of section 12-4.02A(3)(a):
07-15-16
For a project in District 7, submit the request at least 15 days before the proposed closure date.
City of San Luis Obispo
33
Add to the end of section 12-4.02A(3)(a):
07-21-17
Submit a traffic break request using LCS to show the location and time of the requested traffic break.
Replace unauthorized closures or in the last paragraph of section 12-4.02A(3)(b) with:
07-21-17
authorized and unauthorized closures and
Add to section 12-4.02A(3):
07-21-17
12-4.02A(3)(d) Traffic Break Schedule
Every Monday by noon, submit a traffic break request for the next week. Support for a traffic break is based on
local California Highway Patrol staffing levels and may not be available for the date or time requested.
Traffic break requests are limited to the hours when a shoulder or lane closure is allowed.
Cancel a traffic break request using LCS at least 48 hours before the start time of the traffic break.
The Department notifies you through LCS of authorized and unauthorized traffic breaks.
The Department does not adjust time or payment if (1) a California Highway Patrol officer is unavailable for the
requested date or time or (2) your request is not authorized.
Replace section 12-4.02C(2) with:
01-15-16
12-4.02C(2) Lane Closure System
12-4.02C(2)(a) General
The Department provides LCS training. Request the LCS training at least 30 days before submitting the 1st
closure request. The Department provides the training within 15 days after your request.
LCS training is web-based or held at a time and location agreed upon by you and the Engineer. For web-based
training, the Engineer provides you the website address to access the training.
With 5 business days after completion of the training, the Department provides LCS accounts and user IDs to
your assigned, trained representatives.
Each representative must maintain a unique password and current user information in the LCS.
04-15-16
The project is not accessible in LCS after Contract acceptance.
01-20-17
12-4.02C(2)(b) Status Updates for Authorized Closures
Update the status of authorized closures using the LCS Mobile web page.
For a stationary closure on a traffic lane, use code:
1. 10-97 immediately before you place the 1st cone on the traffic lane
2. 10-98 immediately after you remove all of the cones from the traffic lane
For a stationary closure on the shoulder, use code:
1. 10-97 immediately before you place the 1st cone after the last advance warning sign
2. 10-98 immediately after you remove the last cone before the advance warning signs
For a moving closure, use code:
1. 10-97 immediately before the actual start time of the closure
2. 10-98 immediately after the actual end time of the closure
For closures not needed on the authorized date, use code 10-22 within 2 hours after the authorized start time.
If you are unable to access the LCS Mobile web page, immediately notify the Engineer of the closure's status.
Add to the end of section 12-4.02C(7):
07-21-17
12-4.02C(7)(d) Traffic Breaks
You may request a traffic break for special operations, such as:
1. Installation, removal, or replacement of an overhead power line or other utility cable across the highway
City of San Luis Obispo
34
2. Falsework adjustment
3. Installation or removal of traffic control devices in areas without a standard-width shoulder
4. Transportation of large equipment across the highway
5. Access to median areas for workers or equipment
If the Department authorizes the traffic break, the Engineer notifies you and arranges the traffic break with the
California Highway Patrol through COZEEP. The duration of a traffic break must not exceed 5 minutes or as
authorized.
Two California Highway Patrol officers per vehicle are required for traffic breaks occurring any time from 2200
to 0600 hours.
A minimum of 2 California Highway Patrol vehicles will be assigned to conduct a traffic break.
Place a PCMS approximately 2,000 feet upstream of the work area or as agreed upon by the Engineer. The PCMS
must comply with section 12-3.32 except the PCMS must not be trailer mounted. Monitor the traffic during the
traffic break. If a queue develops, reposition the PCMS truck far enough upstream of the traffic break to provide
real-time notification to motorists before they approach the traffic queue.
Add to the end of section 12-4.02D:
07-21-17
The Department does not pay for furnishing, placing, relocating, and removing PCMSs used for a traffic break.
The Department deducts the full cost of COZEEP support provided for the traffic break.
The hourly rate for each California Highway Patrol officer providing COZEEP support is $115. This rate includes
full compensation for each hour or portion thereof that the officer provides the support. Markups are not added to
any expenses associated with COZEEP support.
The minimum number of hours for an officer is 4 hours, except if a closure is already in place and the Engineer
authorizes your request for an on-duty officer to conduct a traffic break, the minimum number of hours for an
officer is 1 hour.
For a cancellation less than 48 hours before the scheduled start time of COZEEP support, except for a cancellation
due to adverse weather or extenuating circumstances, the Department deducts:
1. Minimum of $50 per California Highway Patrol officer if the officer is notified before the start time
2. Maximum of 4 hours of pay per officer if the officer is not notified before the start time
Replace section 12-4.04 with:
04-20-18
12-4.04 TEMPORARY PEDESTRIAN ACCESS ROUTES
12-4.04A General
12-4.04A(1) Summary
Section 12-4.04 includes specifications for providing, maintaining, and removing temporary pedestrian access
routes.
A temporary pedestrian access route includes temporary traffic control devices as shown except for Type K
temporary railing and temporary crash cushions.
12-4.04A(2) Definitions
Reserved
12-4.04A(3) Submittals
If work activities require the closure of a pedestrian route and a temporary pedestrian access route is not shown,
submit a work plan for a temporary pedestrian access route. The work plan must:
1. Describe the activities, processes, equipment, and materials that will be used to provide the temporary access
route
2. Show the locations of the routes and the placement of traffic control devices for each stage of work
3. Include a time-scaled logic diagram displaying the sequence and duration of the planned activities for each
stage of work
4. Be sealed and signed by an engineer who is registered as a civil engineer in the State
City of San Luis Obispo
35
Submit “Temporary Pedestrian Access Route Contractor Compliance Report,” within 2 business days after
construction of a temporary pedestrian access route,
Submit “Temporary Pedestrian Access Route Contractor Weekly Report,” within 2 business days of completing a
weekly inspection.
12-4.04A(4) Quality Assurance
12-4.04A(4)(a) General
Reserved
12-4.04A(4)(b) Quality Control
Perform a review of the temporary pedestrian access route after it is constructed and document compliance on the
“Temporary Pedestrian Access Route Contractor Compliance Report.”
The Department will conduct a verification inspection after receiving the compliance report.
For a temporary pedestrian access route in use perform a weekly review and document compliance on the
“Temporary Pedestrian Access Route Contractor Weekly Report.”
12-4.04B Materials
The walkway surface must be slip resistant and surfaced with minor HMA or commercial-quality, bituminous
material, commercial-quality concrete, or wood.
A handrail with a circular cross section must have an outer diameter from 1-1/4 to 2 inches. A handrail with a
noncircular cross section must have a perimeter from 4 to 6-1/4 inches and a maximum cross-section dimension
of 2-1/4 inches.
Fasteners must be rounded to prevent injury to a pedestrian's fingers, hands, and arms and to eliminate sharp
edges that could catch on clothing.
A detectable warning surface must be on the Authorized Material List for detectable warning surfaces and match
yellow color no. 33538 of FED-STD-595.
Temporary traffic control devices used to channelize pedestrians must:
1. Be free of sharp or rough edges
2. Have a continuous detectable edging at least 6 inches high and at no more than 2 inches above the walkway
surface
3. Be at least 32 inches in height
4. Have smooth connection points between devices to allow for a handrail
5. Have a top and bottom surface in the same vertical plane
12-4.04C Construction
Notify the Engineer 5 business days before closing an existing pedestrian route. Do not close the route until
authorized.
If work activities require the closure of a pedestrian route and a temporary pedestrian access route is not shown,
provide a temporary pedestrian access route near the traveled way. You may route pedestrians using the existing
sidewalk or by constructing a temporary access route.
If a bid item for a temporary pedestrian access route is not shown on the Bid Item List, then constructing a
temporary pedestrian access route is change order work except, when the closure is a result of your means and
methods.
Construct a temporary pedestrian access route such that:
1. Walkway surface is firm and stable and free of irregularities
2. Cross slope of the pedestrian route is at most 50:1 (horizontal:vertical)
3. Longitudinal slope of the pedestrian route is at most 20:1 (horizontal:vertical)
4. Walkway, landings, blended transitions, and curb ramps are at least 60 inches wide except where not
feasible, the width must be at least 48 inches wide with a 60-by-60-inch passing space at least every 200 feet
5. Lateral joints or gaps between surfaces are less than 1/2 inch wide
6. Discontinuities in surface heights are less than 1/2 inch and beveled if greater than 1/4 inch with a slope no
greater than 2:1 (horizontal:vertical)
7. Ramps have:
City of San Luis Obispo
36
7.1. Longitudinal slope of at most 12:1 (horizontal:vertical)
7.2. Rise less than 30 inches
7.3. Protective edging at least 2 inches high on each side and handrails at a height from 34 to 38 inches above the walkway
surface if the rise is greater than 6 inches
8. Curb ramps have:
8.1. Longitudinal slope of at most 12:1 (horizontal:vertical)
8.2. Protective edging at least 2 inches high on each side if the curb ramp does not have flares and the rise is greater than
6 inches
9. Pedestrians are channelized when routed off existing pedestrian routes
Construct handrails such that they are continuous, smooth and free of sharp or rough edges.
Provide an overhead covering to protect pedestrians from falling objects and drippings from overhead structures.
If the temporary access route is next to traffic or work activities, place a temporary barrier to separate the route
from vehicles and equipment.
Install a detectable warning surface at locations where a curb ramp, landing, or blended transition connects to a
street. Install the warning surface such that it extends a minimum of 36 inches in the direction of travel and for the
full width of the landing, blended transition, or curb ramp, excluding the flares.
Maintain the temporary pedestrian access route clear of obstructions. Do not allow traffic control devices,
equipment, or construction materials to protrude into the walkway. Maintain a continuous unobstructed path
connecting all pedestrian routes, parking lots, and bus stops located within the project limits.
Remove the temporary pedestrian access route when the Engineer determines it is no longer needed.
Provide a temporary pedestrian access route through falsework under section 16-2.02.
12-4.04D Payment
Not Used
Replace the last sentence in the 1st paragraph of section 12-6.03A with:
01-20-17
On multilane roadways, freeways, expressways, and 2-lane roadways with shoulders 4 feet or more in width, the
temporary pavement delineation must also include edge line delineation for traveled ways open to traffic.
Replace the 1st sentence in the 3rd paragraph of section 12-6.03A with:
07-15-16
When the Engineer determines the temporary pavement delineation is no longer required for the direction of
traffic, remove the temporary pavement delineation, including any underlying adhesive for temporary pavement
markers, from the final layer of surfacing and from the pavement to remain in place.
Replace the introductory clause in the 1st paragraph of section 12-6.03C with:
01-20-17
On multilane roadways, freeways, expressways, and 2-lane roadways with shoulders 4 feet or more in width open
to traffic where edge lines are obliterated and temporary pavement delineation to replace those edge lines is not
shown, provide temporary pavement delineation for:
Replace 4-inch-wide at each occurrence in section 12-6.03C with:
04-20-18
6-inch-wide
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
City of San Luis Obispo
37
13 WATER POLLUTION CONTROL
04-20-18
Replace construction phase and its definition in section 13-1.01B with:
01-20-17
construction phase: Phase that includes (1) the highway construction phase for building roads and structures,
(2) the plant establishment, permanent erosion control establishment, and maintenance phase for placing
vegetation for final stabilization, and (3) the suspension phase for suspension of work activities or a winter
shutdown. The construction phase starts at the start of job site activities and ends at Contract acceptance.
Replace General Industrial Permit in the 2nd item in the list in the paragraph of section 13-1.01C(3) with:
05-06-16
Industrial General Permit
Add to the list in the paragraph of section 13-1.01C(3):
01-20-17
3. Copy of the plans for an offsite drying facility if you will be drying liquid residue from concrete grooving or
grinding activities before disposal. The facility may include temporary lined ponds or other measures to
prevent the liquid residue from infiltrating the soil. The plans must be sealed and signed by an engineer who
is registered as a civil engineer in the State.
Replace section 13-1.01C(5) with:
01-20-17
13-1.01C(5) Disposal Documentation
At least 15 days before starting concrete grooving or grinding activities, submit a copy of one of the following
documents from the disposal facility that will receive the grooving or grinding residue:
1. RWQCB permit allowing the facility to manage and dispose of the residue
2. Written approval from the RWQCB authorizing the facility to receive the residue
3. Local, state, or federal permits if the facility is located outside the State
Within 5 business days of completing concrete grooving or grinding activities, submit the disposal receipts and
weight tickets as informational submittals.
Replace the 2nd paragraph of section 13-1.01D(2) with:
05-06-16
Discharges from manufacturing facilities, such as batch plants and crushing plants, must comply with the
discharge requirements in the NPDES General Permit for Storm Water Discharges Associated with Industrial
Activities; Order No. 2014-0057-DWQ, CAS000001 (Industrial General Permit), issued by the SWRCB. For the
Industrial General Permit, go to the SWRCB website.
Replace General Industrial Permit in the 3rd paragraph of section 13-1.01D(2) with:
05-06-16
Industrial General Permit
Add to the list in the 2nd paragraph of section 13-1.03B:
01-20-17
7. Offsite drying facilities for drying wastes before disposal
Replace item 7 in the list in the 2nd paragraph of section 13-2.01C with:
04-20-18
7. Include a copy of each permit obtained by the Department, such as the Department of Fish and Game
permits, US Army Corps of Engineers permits, RWQCB 401 certifications, Docket No. ESPO-SMA 15/16-001
Soil Management Agreement for Aerially Deposited Lead-Contaminated Soils with the DTSC (ADL
City of San Luis Obispo
38
Agreement), ADL Agreement notification, and RWQCB waste discharge requirements for reuse of aerially
deposited lead
Add between Unit and the in the 1st sentence in the 3rd paragraph of section 13-3.01A:
01-20-17
or on federal or tribal lands
Replace the paragraph in section 13-3.01C(1) with:
01-20-17
Submit the documents shown with an X in the following table:
Submittal Requirements
Document Risk level
1
Risk level
2
Risk level
3
EPA Lake Tahoe
Hydrologic Unit
SWPPP X X X X X
Construction Site Monitoring Program X X X X Xa
Job site monitoring reports X X X X X
Sampling and analysis plan X X X X X
Sampling and analysis plan for nonvisible
pollutants
X X X X X
Sampling and analysis plan for pH and turbidity -- X X -- X
NAL reports -- X X -- X
Receiving water monitoring trigger reports -- -- X -- --
Rain Event Action Plan -- X X -- X
Annual Certification X X X X X
Stormwater Annual Report X X X X X
aFor a project in the Lake Tahoe Hydrologic Unit, this program is referred to as the Construction Site
Monitoring and Reporting Program
Replace item 5 in the list in the 2nd paragraph of section 13-3.01C(2)(a) with:
04-20-18
5. Include a copy of each permit obtained by the Department, such as the Department of Fish and Game
permits, US Army Corps of Engineers permits, RWQCB 401 certifications, Docket No. ESPO-SMA 15/16-001
Soil Management Agreement for Aerially Deposited Lead-Contaminated Soils with the DTSC (ADL
Agreement), ADL Agreement notification, and RWQCB waste discharge requirements for aerially deposited
lead reuse
Add between Unit and discharges in the 1st paragraph of section 13-3.01D(2):
01-20-17
or on federal or tribal lands
Replace the 2nd paragraph of section 13-3.01D(2) with:
09-02-16
For a project in the Lake Tahoe Hydrologic Unit, discharges of stormwater from the project must comply with the
NPDES General Permit for General Waste Discharge Requirements and National Pollutant Discharge Elimination
System General Permit for Storm Water Discharges Associated with Construction Activity in the Lake Tahoe
Hydrologic Unit, Counties of Alpine, El Dorado, and Placer, (Order No. R6T-2016-0010 and NPDES No.
CAG616002). You may view the General Permit for the Lake Tahoe Hydrologic Unit at the Construction Storm
Water Program page of the SWRCB website.
Add to the end of section 13-3.01D(2):
01-20-17
A project on federal or tribal lands must comply with the permit issued by the US EPA for National Pollutant
Discharge Elimination System General Permit for Discharges from Construction Activities. This permit governs
City of San Luis Obispo
39
stormwater and nonstormwater discharges from work activities at the job site. This permit may be viewed at the
US EPA website.
Add to the beginning of section 13-3.03:
01-20-17
Post a sign or other notice at a safe, publicly accessible location close to the job site. The notice must include the
NPDES tracking number and a contact name and phone number for obtaining additional project information.
Locate the sign or notice such that it is visible from the part of the highway nearest the work activities.
Replace the 2nd paragraph of section 13-4.03D(3) with:
01-20-17
Collect concrete waste simultaneously with the waste-producing activity. Concrete waste includes grout, dust,
debris, residue, and slurry from demolition, saw cutting, coring, grooving, or grinding activities.
Add to the end of section 13-4.03D(3):
01-20-17
Dispose of liquid residue from concrete grooving or grinding activities at an appropriately permitted disposal
facility.
If authorized, you may transport liquid grooving or grinding residue to a contractor-support facility for drying.
Replace section 13-5.02C with:
01-20-17
Section 13-5.02C Temporary Mulch
Temporary mulch must comply with the specifications for wood mulch in section 20.
Replace the 1st paragraph of section 13-5.03C with:
01-20-17
Spread temporary mulch as specified for spreading wood mulch in section 20.
Replace the 2nd paragraph of section 13-8.01D(2) with:
09-02-16
For a project within the Lake Tahoe Hydrologic Unit, the design, installation, operation, and monitoring of the
temporary ATS and monitoring of the treated effluent must comply with Attachment E of the NPDES General
Permit for General Waste Discharge Requirements and National Pollutant Discharge Elimination System General
Permit for Storm Water Discharges Associated with Construction Activity in the Lake Tahoe Hydrologic Unit,
Counties of Alpine, El Dorado, and Placer, (Order No. R6T-2016-0010 and NPDES No. CAG616002). You may
view the General Permit for the Lake Tahoe Hydrologic Unit at the Construction Storm Water Program page of
the SWRCB website.
Replace high-visibility fence at each occurrence in section 13-10.02 with:
01-20-17
temporary high-visibility fence
Replace sections 13-11–13-15 with:
04-20-18
13-11 RESERVED
13-12 TEMPORARY CREEK DIVERSION SYSTEMS
Reserved
13-13–13-15 RESERVED
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
City of San Luis Obispo
40
14 ENVIRONMENTAL STEWARDSHIP
04-20-18
Add to section 14-6.02:
07-21-17
biological resource incident: Take of a regulated species or violation of a biological resource PLAC.
invasive species: Species whose presence in the environment causes economic or environmental harm or
harm to human health.
07-21-17
Delete regulated fish and its definition in section 14-6.02.
Replace February 15 to September 1 in the 2nd paragraph of section 14-6.03B with:
07-21-17
February 1 to September 30
Replace the 1st paragraph of section 14-6.03C with:
07-21-17
Protect all life stages of regulated fish in streams and conduct work activities to allow free passage of migratory
fish.
Replace listed in the 2nd paragraph of section 14-6.03C with:
07-21-17
regulated
Replace item 4 in the list in the 2nd paragraph of section 14-6.03D(1) with:
07-21-17
4. Immediately notify the Engineer of any take of regulated species or violation of a biological resource PLAC
Add to the list in the 3rd paragraph of section 14-6.03D(1):
07-21-17
10. Details of any take of regulated species or violation of a biological resource PLAC
Add between the 1st and 2nd sentences in the 4th paragraph of section 14-6.03D(1) with:
07-21-17
If required under PLACs, the Department sends the biologist's statement of qualifications to regulatory agencies
for review and approval before hiring. Allow 30 days for the regulatory agencies' review.
07-21-17
Delete the 1st sentence of the 5th paragraph of section 14-6.03D(1).
Add between is and authorized in the last paragraph of section 14-6.03D(1):
07-21-17
approved by regulatory agencies
Add between the 2nd and 3rd sentences in the 3rd paragraph of section 14-10.01:
01-20-17
Do not perform solid waste management in the median area unless there is construction activity present. Perform
solid waste management monthly during the plant establishment period.
City of San Luis Obispo
41
Replace the 2nd paragraph of section 14-11.01 with:
04-20-18
If hazardous waste is or will be generated on the job site, the WPC manager must be knowledgeable of proper
handling and emergency procedures for hazardous waste as demonstrated by submitting a training certificate
which indicates completion of training required under 22 CA Code of Regs § 66265.16.
Replace the last paragraph of section 14-11.03 with:
01-20-17
Dispose of hazardous waste within 90 days of the start of generation. Use a hazardous waste manifest and a
transporter registered with the DTSC to transport the waste to an appropriately permitted hazardous waste
management facility. The transporter must have completed the California Highway Patrol's Basic Inspection of
Terminals Program with a satisfactory rating.
Replace 13-mils-thick in section 14-11.05A with:
04-20-18
12-mils-thick
Replace section 14-11.08 with:
04-20-18
14-11.08 REGULATED MATERIAL CONTAINING AERIALLY DEPOSITED LEAD
Reserved
Replace section 14-11.09 with:
04-20-18
14-11.09 MINIMAL DISTURBANCE OF REGULATED MATERIAL CONTAINING AERIALLY
DEPOSITED LEAD
Reserved
Replace the 2nd paragraph of section 14-11.12E with:
04-20-18
The Engineer signs the manifests as the hazardous waste generator within 5 business days of 1) receiving and
accepting the analytical test results and 2) receiving your request for the generator's EPA Identification Number.
Replace the 2nd paragraph of section 14-11.13A with:
04-20-18
Any work that disturbs the existing paint system produces debris containing heavy metals in amounts that exceed
the established thresholds in 8 CA Code of Regs and exposes workers to health hazards which must be addressed
in your lead compliance plan. Welding, cutting, or heating the surfaces coated by the existing paint system
produces toxic fumes and must be done in compliance with 8 CA Code of Regs § 1537.
Any work that disturbs the existing paint system produces debris containing heavy metals in amounts that exceed
the thresholds established in 22 CA Code of Regs. This debris is a Department-generated hazardous waste.
Replace the paragraph of section 14-11.13G(1) with:
04-20-18
For bidding purposes, assume the debris is a CA hazardous waste. Assume the debris is not regulated under the
Federal Resource Conservation and Recovery Act, 42 USC § 6901 et seq. Disposal of hazardous waste debris
identified by test results to be regulated under the Resource Conservation and Recovery Act is change order work.
Replace the 2nd paragraph of section 14-11.13G(2) with:
04-20-18
Use a hazardous waste manifest and a transporter whose vehicles have current DTSC registration certificates
when transporting hazardous waste. The Engineer provides the generator's EPA Identification Number and signs
City of San Luis Obispo
42
the manifests as the hazardous waste generator within 5 business days of accepting the waste characterization test
results and receiving your request for the generator's EPA Identification Number.
Replace the 2nd paragraph of section 14-11.13G(3) with:
01-20-17
You may dispose of nonhazardous debris at a facility equipped to recycle the debris if you make all arrangements
with the recycling facility's operator and perform any facility-required testing of the debris.
Replace section 14-11.16 with:
07-21-17
14–11.16 ASBESTOS-CONTAINING CONSTRUCTION MATERIALS IN BRIDGES
Reserved
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
16 TEMPORARY FACILITIES
04-20-18
Replace the heading of section 16-2.03 with:
01-20-17
TEMPORARY HIGH-VISIBILITY FENCES
Replace section 16-2.03A(1) with:
01-20-17
16-2.03A(1) Summary
Section 16-2.03 includes specifications for constructing temporary high-visibility fences.
Constructing a temporary high-visibility fence includes the installation of any signs specified in the special
provisions.
Replace 1 by 1 inch to 2 by 4 inches in the 3rd paragraph of section 16-2.03B with:
04-20-18
a minimum 1 by 1 inch to a maximum 2 by 4 inches
04-20-18
Delete the 5th paragraph of section 16-2.03B.
01-20-17
Delete the 2nd paragraph of section 16-2.04A(1)(a).
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
DIVISION III EARTHWORK AND LANDSCAPE
19 EARTHWORK
04-20-18
Add between the 2nd and 3rd paragraphs of section 19-1.01A:
07-21-17
If paleontological resources mitigation is specified in the special provisions under section 14-7.04, performing
earthwork activities includes:
1. Paleontological resources training for your staff and subcontractors
2. Submittals of your schedule of subsurface-disturbing activities and updated schedules
3. Coordination and work with the Department's mitigation team
City of San Luis Obispo
43
Replace selected material and its definition in section 19-2.01B with:
04-20-18
19-2.01B Definitions
selected material: Specific material excavated from a described location on the job site. Selected material
includes topsoil.
Replace section 19-2.03D with:
04-20-18
19-2.03D Selected Material
19-2.03D(1) General
If selected material is not used for a specified layer, place the selected material in the roadway prism as
embankment or structure backfill.
If selected material is used as a specified layer, spread and compact it under section 25.
If practicable and unless processing of material is required, haul selected material directly from the excavation to
its final position in the roadway prism and compact it in place.
Selected material must remain in place until it can be placed in its final position unless stockpiling of selected
material is ordered.
If stockpiling of selected material is ordered, excavate and stockpile the selected material until the stockpiled
material is to be placed in its final position in the roadway prism. This work is change order work.
19-2.03D(2) Topsoil
Reserved
Replace the last paragraph of section 19-3.02E:
04-20-18
You may use slurry cement backfill as structure backfill only for pipe culverts.
Add to the list in the 6th paragraph of section 19-3.04:
04-20-18
3. Structure excavation more than 0.5 foot from the depth shown is a work-character change if you request an
adjustment for an increased depth or the Engineer orders an adjustment for a decreased depth.
Replace section 19-4 with:
01-20-17
19-4 ROCK EXCAVATION
19-4.01 GENERAL
19-4.01A General
19-4.01A(1) Summary
Section 19-4 include general specifications for performing rock excavation.
19-4.01A(2) Definitions
flyrock: Rock that becomes airborne due to blasting.
near-field blasting: Blasting within 30 feet of a building, highway facility, or utilities.
19-4.01A(3) Submittals
Reserved
City of San Luis Obispo
44
19-4.01A(4) Quality Assurance
Reserved
19-4.01B Materials
Not Used
19-4.01C Construction
Excavate rock by blasting, controlled blasting, using chemical expanders or hydraulic splitters, or another
authorized method.
19-4.01D Payment
The payment quantity for any type of rock excavation is measured as specified for roadway excavation.
19-4.02 PRESPLITTING
19-4.02A General
19-4.02A(1) Summary
Section 19-4.02 includes specifications for presplitting rock to form rock excavation slopes in conjunction with
blasting or controlled blasting.
19-4.02A(2) Definitions
presplitting: Establishing a free surface or shear plane in rock along the specified excavation slope by the
controlled use of explosives and blasting accessories in appropriately aligned and spaced drilled holes.
19-4.02A(3) Submittals
Submit a copy of the explosive manufacturer's instructions as an informational submittal before using any
column-type explosive for presplitting.
19-4.02A(4) Quality Assurance
Reserved
19-4.02B Materials
The maximum diameter of explosive used in a presplit hole must not be greater than 50 percent of the diameter of
the presplit hole.
Standard cartridge explosives prepared and packaged by explosive manufacturing firms must be used in the
presplit holes. The explosives must consist of one of the following:
1. Fractional portions of standard cartridges to be affixed to a detonating cord in the field
2. Solid column explosives joined and affixed to a detonating cord in the field
Stemming materials must be dry, free-running material complying with the gradation requirements shown in the
following table when tested under California Test 202:
Sieve size Percentage passing
3/8" 100
No. 8 10
19-4.02C Construction
Presplit the rock to form rock excavation slopes.
Before drilling the presplitting holes, remove overburden soil and weathered rock along the top of the excavation
for a distance of at least 50 feet beyond the production hole drilling limits or to the end of the excavation. Expose
fresh rock to an elevation equal to the bottom of the adjacent lift of the presplitting holes being drilled.
City of San Luis Obispo
45
Drill slope holes for presplitting along the line of the planned slope. The drilled holes must be from 2-1/2 to 3
inches in diameter. Use the proper drilling equipment and techniques to ensure that no hole deviates (1) from the
plane of the planned slope by more than 12 inches or (2) from parallel to an adjacent hole by more than 67 percent
of the planned horizontal spacing between holes.
The Department does not pay for drilling more than 3 feet below finished grade unless additional drilling is
ordered. The additional drilling is change order work.
The length of presplit holes for an individual lift must not exceed 20 feet, unless you can demonstrate to the
Engineer that you can stay within the specified tolerances and produce a uniform slope. The length of holes may
then be increased to a maximum of 60 feet if authorized.
Space the presplit holes a maximum of 3 feet on centers. Adjust the spacing to produce a uniform shear face
between holes.
The Engineer may order you to drill auxiliary holes along the presplit line. These holes must not be loaded or
stemmed. Except for spacing, the auxiliary drill holes must comply with the specifications for presplit holes. This
work is change order work.
Place the adjacent line of production holes inside the presplit lines such that you avoid damage to the presplit
face.
If necessary to reduce shatter and overbreak of the presplit surface, drill the 1st line of production holes parallel to
the slope line at the top of the cut and at each bench level thereafter. Immediately stop blasting activities if the
presplit surface is damaged.
Do not drill production holes within 8 feet of a presplit plane unless authorized. The bottom of the production
holes must not be lower than the bottom of the presplit holes.
You may use a construction working bench offset by 24 inches from the bottom of each lift to drill the next lower
presplitting pattern.
Adjust the drilling to compensate for any drift of previous levels and for the offset at the start of new levels to
maintain the specified slope plane.
If the drilling and blasting methods do not produce a uniform slope and shear face without overbreak and within
the specified tolerances, drill, blast, and excavate in short sections, up to 100 feet, until you achieve the desired
results.
If you use a fractional portion of a standard explosive cartridge, firmly affix the cartridge to a length of detonating
cord equal to the depth of the drill hole. Ensure the cartridge does not slip down the detonating cord or cock
across the hole and bridge the flow of stemming material. Space the cartridges along the length of the detonating
cord at a maximum of 30 inches on center. Adjust the spacing as needed to achieve the desired results.
If you use a solid column-type explosive, assemble and affix the column to the detonating cord under the
explosive manufacturer's instructions.
The bottom charge of a presplit hole may be larger than the line charges but must not cause overbreak. Place the
top charge of the presplitting hole far enough below the collar to avoid overbreaking the surface.
Before placing the charge, clear the hole of any obstructions for the hole's entire depth. Ensure that placing of the
charge does not cause caving of material from the walls of the holes.
The Engineer may order the use of stemming materials as necessary to achieve a satisfactory presplit face.
Stemmed presplit holes must be completely filled to the collar.
Simultaneously detonate charges in each presplitting pattern.
The tolerances specified in section 19-2.03G do not apply to presplit surfaces of excavation slopes where
presplitting is required. The presplit face must not deviate more than 1 foot from the plane passing through
adjacent drill holes, except where the character of the rock is such that irregularities are unavoidable. The average
plane of the completed slopes must not deviate more than 1 foot from the plan slopes. These tolerances are
measured perpendicular to the plane of the slope. No portion of the slope may encroach on the roadbed.
If equally satisfactory presplit slopes are obtained, you may either presplit the slope face before drilling for
production blasting or presplit the slope face and production blast at the same time, provided that the presplitting
drill holes are fired with zero delay. Detonation of the production holes must be delayed from the detonation of
the presplit line and must start at the row of holes farthest from the new slope line and progressing in steps to the
row of holes nearest the presplit line. Detonation of the production holes must result in a minimum 50 ms delay
between detonation of the presplit holes and detonation of the row of production holes nearest the presplit line.
City of San Luis Obispo
46
The presplitting holes must extend either to the end of the excavation or for a distance of not less than 50 feet
beyond the limits of the production holes to be detonated.
19-4.02D Payment
The payment quantity for drill hole (presplitting) is the theoretical slope length determined from the elevation
taken before detonating each lift and a plane 3 feet below finished grade. For holes that comply with the specified
slope and tolerances, except alignment within the plane of the slope, the payment quantity is 75 percent of the
theoretical slope length.
The Department does not pay for holes that do not show a hole trace for approximately 50 percent of the drilled
length.
19-4.03 BLASTING
19-4.03A General
19-4.03A(1) Summary
Section 19-4.03 includes specifications for excavating rock by blasting.
Blasting activities must comply with federal, State, and local blasting regulations, including 8 CA Code of Regs
Ch 4, Subchapter 7, Group 18, "Explosive Materials."
19-4.03A(2) Definitions
Reserved
19-4.03A(3) Submittals
Submit 3 copies of your blasting safety plan. The plan must include:
1. References to applicable federal, State, and local codes and regulations
2. Copies of permits required for blasting activities
3. Business name, contractor license number, address, and telephone number of the blasting subcontractor
4. Proof of current liability insurance and bonding
5. Name, address, telephone number, copies of applicable licenses, and resume of:
5.1. Blaster-in-charge
5.2. Personnel responsible for blast design, loading, and conducting blasting operations
5.3. Safety officer for the blasting subcontractor
6. Name, address, and telephone number of the local fire station and law enforcement agencies
7. Detailed description of:
7.1. Location where explosives will be stored
7.2. Security measures to protect and limit access to the explosives
7.3. Means for transporting explosives
7.4. List of personnel allowed to handle the explosives
8. Exclusion zone and limited-entry zone for nonblast-related operations and personnel surrounding loading and
blasting operations
9. Details of warning signals used to alert employees on the job site of an impending blast and to indicate the
blast is completed and the area is safe to enter
10. Procedures for conducting blasting operations
11. Measures to protect blasting operations and personnel from lightning
12. Emergency evacuation procedures for areas where explosives may be present
13. Methods for recognizing, handling, and resolving misfires, including:
13.1. Who will be notified
13.2. How the blast zone will be secured until the misfire is resolved
13.3. Identification of equipment that may be needed to resolve misfires
14. Details of signs to be used around blasting zones, including:
14.1. Timing of when signs will be posted for a specific blast
14.2. Name and telephone number of the person responsible for placing the signs
14.3. Roadway signs for compliance with the California MUTCD, Chapter 6H, Typical Application 2
15. Traffic control details for:
15.1. Loading and blasting operations
City of San Luis Obispo
47
15.2. Misfire event or other blast-related phenomenon that causes a transportation corridor to remain closed to the
public
16. Description of the possible generation of noxious gas and details of the safeguards to be used to protect
employees, work zones adjacent to the shot, private property, and the public
17. Procedure to report and resolve complaints for blast-related accidents
18. Copies of each SDS and manufacturer data sheets of explosives, caps, primers, initiators, and other
compounds
If the plan requires revisions, the Department provides comments. Submit a revised plan after receiving the
comments. Submit 3 copies of the revised blasting safety plan after authorization.
19-4.03A(4) Quality Assurance
Reserved
19-4.03B Materials
Not Used
19-4.03C Construction
You may use hydraulic splitters, pneumatic hammers, blasting, or another authorized roadway excavation method
to fracture rock and construct stable final rock cut faces.
19-4.03D Payment
Not Used
19-4.04 CONTROLLED BLASTING
19-4.04A General
19-4.04A(1) Summary
Section 19-4.04 includes specifications for excavating rock by controlled blasting.
Blasting activities must comply with federal, State, and local blasting regulations, including 8 CA Code of Regs
Ch 4, Subchapter 7, Group 18, "Explosives and Pyrotechnics," and 22 CA Code of Regs, Division 4.5, Ch 33,
"Best Management Practices for Perchlorate Materials."
19-4.04A(2) Definitions
controlled blasting: Using explosives and blasting accessories in predetermined spaced and aligned drilled
holes.
19-4.04A(3) Submittals
19-4.04A(3)(a) General
Reserved
19-4.04A(3)(b) Blasting Safety Plan
Submit 3 copies of your blasting safety plan. The plan must include:
1. References to applicable federal, State, and local codes and regulations
2. Copies of permits required for blasting activities
3. Business name, contractor license number, address, and telephone number of the blasting subcontractor
4. Proof of current liability insurance and bonding
5. Name, address, telephone number, copies of applicable licenses, and resume of:
5.1. Blaster-in-charge.
5.2. Personnel responsible for blast design, loading, and conducting blasting operations.
5.3. Safety officer for the blasting subcontractor.
5.4 Blast monitoring consultant.
5.5 Blasting consultant if the project involves near-field blasting activities. Include a list of controlled blasting projects
worked on by the blasting consultant.
6. Name, address, and telephone number of the local fire station and law enforcement agencies
City of San Luis Obispo
48
7. Detailed description of:
7.1. Location where explosives will be stored
7.2. Security measures to protect and limit access to the explosives
7.3. Means for transporting explosives
7.4. List of personnel allowed to handle the explosives
8. Exclusion zone and limited-entry zone for nonblast-related operations and personnel surrounding loading and
blasting operations
9. Details of warning signals used to alert employees on the job site of an impending blast and to indicate the
blast is completed and the area is safe to enter
10. Procedures for conducting blasting operations
11. Measures to protect blasting operations and personnel from lightning
12. Emergency evacuation procedures for areas where explosives may be present
13. Methods for recognizing, handling, and resolving misfires, including:
13.1. Who will be notified
13.2. How the blast zone will be secured until the misfire is resolved
13.3. Identification of equipment that may be needed to resolve misfires
14. Details of signs to be used around blasting zones, including:
14.1. Timing of when signs will be posted for a specific blast
14.2. Name and telephone number of the person responsible for placing the signs
14.3. Roadway signs for compliance with the California MUTCD, Chapter 6H, Typical Application 2
15. Traffic control details for:
15.1. Loading and blasting operations
15.2. Misfire event or other blast-related phenomenon that causes a transportation corridor to remain closed to the
public
16. Description of the possible generation of noxious gas and details of the safeguards to be used to protect
employees, work zones adjacent to the shot, private property, and the public
17. Procedure to report and resolve complaints for blast-related accidents
18. Copies of each SDS and manufacturer data sheets of explosives, caps, primers, initiators, and other
compounds
If the blasting safety plan requires revisions, the Department provides comments. Submit a revised plan after
receiving comments. Submit 3 copies of the revised plan after authorization.
19-4.04A(3)(c) Controlled Blasting Plan
Submit 3 copies of your controlled blasting plan for each blast. The plan must include details on how each blast
will be controlled and the following:
1. Blast identification by numerical and chronological sequence
2. Location, referenced to stationing, offset distance, date, and time of the blast
3. Drawings showing drill hole pattern, spacing, burden, and initiation sequence
4. Typical cross-sections through the zone to be blasted
5. Groundwater level, if present, within the prism to be blasted
6. Initiation-sequence diagram showing the actual firing time of each delay
7. Type of material to be blasted
8. Number of drill holes
9. Diameter, depth, and spacing of holes
10. Height or length of stemming
11. Types and characteristics of explosives, including the explosive's density, relative strength, and date of
manufacture
12. Type of caps and delay periods and their date of manufacture
13. Total amount of explosives to be used
14. Total amount of explosives detonating within any 8 ms period
15. Powder factor (pounds of explosive per cubic yard of material blasted)
16. Method of firing
17. Direction and distance to nearest building or structure
18. Type of instrumentation and method for monitoring vibration and noise from the blasting activities
19. Location and placement of the instrumentation
20. Measures to limit noise and flyrock
21. Measures to limit overbreak
22. Name of the blasting subcontractor
City of San Luis Obispo
49
23. Name and signature of the blaster-in-charge
24. Drawings showing the spacing and proximity of shot guards relative to the blast location
If you revise the controlled blasting plan to adjust for site conditions or the Department provides comments,
submit a revised plan before starting controlled blasting. Submit 3 copies of the revised plan after authorization.
19-4.04A(3)(d) Preblast and Postblast Surveys
Submit a preblast survey of all structures, including buildings, within 330 feet of controlled blasting locations at
least 15 days before starting the blasting activities. Submit the preblast survey with the controlled blasting plan.
The preblast survey must include:
1. Written report, sketches, and photographs or video with the date and time displayed on the image
2. Name of the person who performed the survey
3. Names of the property owner and occupants
4. Property address
5. Date and time of the inspection
6. Description of the structure or other improvements, including culverts and bridges
7. Detailed description of the existing condition of the walls, ceiling, and floor of each interior room, including any
attic or basement
8. Detailed description of the existing condition of the foundations, exterior walls, roofs, doors, windows, and
porches
9. Detailed description of the existing condition of garages, outbuildings, sidewalks, driveways, and swimming
pools
10. Detailed listing of highway sign posts, light fixtures, and overhead power lines
11. Survey of wells or other private water supplies, including the total depth and existing water surface levels
12. Identification of sites conducting procedures, processes, or operations that may be sensitive to blasting
activities
13. Scaled map or aerial photo showing the location of the structures and properties surveyed and the location of
all proposed blasting sites
If blasting activities are suspended for 45 days or more, perform another preblast survey and submit the survey at
least 15 days before resuming blasting activities.
Submit a postblast survey of the same buildings and other structures as in the preblast survey within 15 days after
completing blasting activities. The postblast survey must include all items included in the preblast survey.
19-4.04A(3)(e) Vibration and Noise Monitoring Report
Submit a vibration and noise monitoring report for each controlled blast shot. The report must include:
1. Identification of the blasting seismograph used to record each blast shot
2. Name of the blast monitoring consultant
3. Distance and direction of the recording stations from the blast area
4. Type of ground at the recording station and type of material on which the instrumentation sits
5. Maximum particle velocity in each component and the resultant peak particle velocity of each shot
6. Copy of the seismograph readings with the date and signature of the blast monitoring consultant
7. Noise levels recorded in dB (C-network or Linear network) units
19-4.04A(3)(f) Video Recording
Submit a video recording of each controlled blast on a DVD or other Engineer-authorized data-storage device.
Identify each video or section of the video with an index to identify each blast.
19-4.04A(3)(g) Blasting Complaint Report
Submit a report for each blasting complaint, including:
1. Name and address of the complainant
2. Date, time, and nature of the complaint
3. Dated photo or videotape of the physical damage
4. Name of the person who received the complaint
5. Record of the complaint investigation
6. Resolution of the complaint
City of San Luis Obispo
50
19-4.04A(3)(h) Postblast Report
Submit a postblast report within 48 hours of a controlled blast. The report must include all data required in the
controlled blasting plan for that shot and the following information:
1. Description of site conditions, loading, and time of blast
2. Description of weather conditions at time of blast including wind direction and cloud cover
3. Drillers boring record
4. Copy of vibration and noise monitoring report
5. Copy of documented complaints arising from the blast
19-4.04A(4) Quality Assurance
19-4.04A(4)(a) General
Reserved
19-4.04A(4)(b) Blaster-In-Charge for Controlled Blasting
Assign a blaster-in-charge to supervise all controlled blasting activities. The blaster-in-charge must have at least
10 years of experience in performing or supervising similar blasting activities and must be a licensed blaster.
19-4.04A(4)(c) Blast Monitoring Consultant for Controlled Blasting
Assign a blast monitoring consultant to monitor blasting-generated vibrations and noise near buildings and other
structures that may be subject to damage. The monitoring consultant must be responsible for collecting and
interpreting the vibration and noise data. The blast monitoring consultant must:
1. Not be employed by the blasting contractor or other subcontractor on the project
2. Have a minimum 2-year associate's degree in science or engineering
3. Have at least 5 years of documented experience in collecting and interpreting ground vibrations and noise
data
19-4.04A(4)(d) Blasting Consultant for Controlled Blasting
Assign a blasting consultant to oversee near-field blasting activities. The blasting consultant must:
1. Be an engineering geologist or civil engineer who is licensed in the State
2. Have at least 10 years of experience providing specialized blasting services in near-field blasting
3. Not be employed by the blasting contractor, explosive manufacturer, or explosive distributor
19-4.04B Materials
Each seismograph used to record controlled blasting activities must be capable of:
1. Recording particle velocities for 3 mutually perpendicular components of vibration and an instantaneous
resultant peak vector sum in the range generally found for controlled blasting
2. Continuously measuring, recording, and reporting vibrations along 3 primary axes
3. Measuring and recording vibration frequencies ranging from 2 to 300 Hz
4. Providing a printed record of each event showing a plot of peak particle velocity versus vibration frequencies
5. Measuring and recording airblast noise levels
The seismograph's noise transducer must be detachable from the main unit to allow its placement at elevations
with a clear line of sight between the transducer and the blast.
19-4.04C Construction
19-4.04C(1) General
At least 7 days before starting or resuming controlled blasting activities, provide written notification to the
occupants of the buildings within 330 feet of the blasting. Notify the occupants of pending blasting activities on
the day of blasting.
Do not perform blasts within 1,200 feet of concrete placed within the previous 72 hours.
Before firing any blast, confirm that the groundwater conditions are consistent with the shot design and explosive
type to be used.
Before firing any blast in areas where flyrock may result in personal injury or damage to property or the work,
cover the rock to be blasted with blasting mats, soil, or other equally serviceable material to prevent flyrock.
City of San Luis Obispo
51
If blasting causes flyrock, suspend blasting activities. The blasting consultant must review the job site to
determine the cause of the flyrock problem and submit a revised controlled blasting plan that prevents flyrock.
Do not use drill cuttings as stemming in controlled blasting activities.
Keep vibration levels below a peak particle velocity of 2 inches per second at the nearest building, highway
facility, or utility.
Limit noise from airblast overpressure levels to below 128 dB (C-scale or linear network) at the nearest building.
Control ground vibrations and noise created from blasting by using properly designed delay sequencing and
charge weights for shots.
Provide 3 seismographs to record controlled blasting activities. Record each blast shot using the seismographs.
Video record each blast from a safe location with a clear view of the blast area, activities, and progression.
Notify the Engineer no later than the start of the next day's work shift of any blasting complaint received.
19-4.04D Payment
Not Used
19-4.05–19-4.08 RESERVED
Replace the 7th paragraph of section 19-10.03A with:
01-20-17
Do not stockpile material on the geosynthetic or place more geosynthetic than can be covered within 72 hours.
Do not operate equipment or vehicles directly on geosynthetic, except you may operate vehicles and equipment
on geogrid if one of the following conditions is met:
1. Vehicles and equipment are:
1.1. Equipped with rubber tires
1.2 Operated under 10 mph
1.3 Operated in a manner to avoid sudden braking and sharp turns
2. At least 0.35 feet of AB has been placed, spread, and compacted on the geogrid
Replace the 2nd heading of section 19-10.03 with:
01-20-17
19-10.03B Subgrade Enhancement Geotextile
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
20 LANDSCAPE
04-20-18
Replace the 1st paragraph of section 20-1.01D(2) with:
01-20-17
The Engineer performs progress inspections:
1. After marking plant locations
2. Before cultivating work starts
3. Before pressure testing of irrigation pipe on the supply side of control valves
4. Before testing of low voltage control and neutral conductors
5. During irrigation system functional tests
6. Before planting the plants
7. Before completion of planting work
8. Before the start of plant establishment work
9. Once a month during the plant establishment period
City of San Luis Obispo
52
07-21-17
Delete oil or in the 4th paragraph of section 20-1.02C.
Replace the 3rd paragraph of section 20-2.01B(7) with:
07-21-17
Valve box covers must be labeled. Labels must:
1. Be predrilled plate plastic consisting of 2 layers of contrasting color
2. Be at least 1/8 inch thick
3. Have mechanically engraved inscriptions at least 1 inch high
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.
Replace section 20-2.01C(2) with:
07-21-17
20-2.01C(2) Trenching and Backfilling
For a project with multiple water service points, excavate and backfill the trenches 1 service point at a time.
Remove rocks and debris encountered during trenching activity. The removal of rocks and debris is change order
work.
Backfill each trench with material that is excavated from the trench. Each trench must have a uniform bearing
throughout the entire length and must be free of jagged rubble, rock, broken concrete, asphalt concrete and sharp
objects greater than 2 inches in greatest dimension.
Compact the backfill in the trench to a minimum relative compaction of 90 percent. If the trench backfill settles,
place additional material and compact until the backfill is level with the surrounding grade.
Ensure conduit, supply line, and joints are not moved or damaged by backfill activity.
If trenching requires the removal of:
1. Plants:
1.1 Remove plants as necessary under section 20-1.03C.
1.2 If plants are to remain, adjust the trench alignment to minimize damage.
1.3 If the supply line location interferes with the excavation of plant holes, relocate the plant hole away from the supply
line.
1.4 Where authorized by the Engineer, prune trees and shrubs as necessary to complete the trenching work.
2. Turf:
2.1 Do not remove a width of more than 12 inches.
2.2 Replace with sod under section 20-3.02C(3)(e).
3. Groundcover:
3.1 Do not remove a width of more than 6 feet.
3.2 Replace groundcover with plants from flats and plant at 12 inches on center under section 20-3.02C.
3.3 You may rototill existing Carpobrotus and Delosperma. Backfill for the trenches must not contain plants longer than
6 inches. No replacement of Carpobrotus and Delosperma is required if removed by rototilling.
4. Existing surface:
4.1 Make a minimum 2-inch-deep saw cut along neat lines around the perimeter of the pavement to be removed at
locations determined by the Engineer.
4.2 Place a minimum of 2 inches of sand bedding under and on top of supply lines and conduits.
4.3 Compact the backfill under the replacement surfacing to a minimum relative compaction of 95 percent.
4.4 Replace the structural section to match the removed materials. The surface must have the same uniform smoothness,
color, and texture as the adjacent surface.
If trenching in areas to receive new surfacing:
1. Place a minimum of 2 inches of sand bedding under and on top of supply lines and conduits.
2. Compact the backfill under the new surfacing to a minimum relative compaction of 95 percent.
City of San Luis Obispo
53
Replace 86 in the 1st paragraph of section 20-2.01C(3) with:
04-15-16
87
Replace the paragraphs of section 20-2.03B with:
04-20-18
Each cam coupler assembly must consist of a cam coupler, dust cap, check valve, pipes, fittings, concrete thrust
block, and valve box with woven wire cloth and gravel.
Cam couplers must be manufactured of brass or bronze and be able to withstand a working pressure of 150 psi.
04-20-18
Delete the 2nd paragraph of section 20-2.03C.
Replace section 20-2.04A(4) with:
04-15-16
Perform conductors test. The test must comply with the specifications in section 87.
Where the conductors are installed by trenching and backfilling, perform the test after a minimum of 6 inches of
backfill material has been placed and compacted over the conductors.
Replace 5 in the 1st paragraph of section 20-2.04C(2) with:
07-21-17
10
Add between the 1st and 2nd paragraphs of section 20-2.04C(2):
07-21-17
Tie a 24-inch loop of wire at all changes of direction that are greater than 45 degrees. Untie the loops after all the
connections are made.
Replace the 1st paragraph of section 20-2.04C(4) with:
04-15-16
Splice low voltage control and neutral conductors under section 87, except do not use Method B.
Replace the 3rd paragraph of section 20-2.05B with:
07-15-16
The impeller must be glass reinforced nylon on a tungsten carbide shaft.
Replace 86 in the 2nd paragraph of section 20-2.06C with:
04-15-16
87
Replace section 20-2.07B(5) with:
04-15-16
20-2.07B(5) PVC Pipe Conduit Sleeve
PVC pipe conduit sleeves must be schedule 40 complying with ASTM D1785.
Fittings must be schedule 80.
Replace the 9th paragraph of section 20-2.07C(1) with:
07-21-17
Place Type G pavement markers with retroreflective face facing away from the oncoming traffic under section 81-
3 on paved shoulders or dikes at irrigation conduit locations where authorized.
07-21-17
Delete the 2nd paragraph of section 20-2.07C(2)(a).
City of San Luis Obispo
54
Replace section 20-2.07C(3) with:
07-21-17
20-2.07C(3) PVC Pipe Conduit Sleeve
Where PVC pipe conduit sleeves 2 inches or less in outside diameter are installed under surfacing, you may install
by directional boring under section 20-2.07C(2)(b).
Cap ends of conduit until used.
07-21-17
Delete the 4th and 5th paragraph of section 20-2.08C(4).
Replace sections 20-2.09B and 20-2.09C with:
07-15-16
20-2.09B Materials
20-2.09B(1) General
Swing joints must match the inlet connection size of the riser.
Where shown, a sprinkler assembly must include a check valve.
Threaded nipples for swing joints and risers must be schedule 80, PVC 1120 or PVC 1220 pipe, and comply with
ASTM D1785. Risers for sprinkler assemblies must be UV resistant.
Fittings for sprinkler assemblies must be injection-molded PVC, schedule 40, and comply with ASTM D2466.
Flexible hose for sprinkler assemblies must be leak-free, non-rigid and comply with ASTM D2287, cell Type
6564500. The hose must comply with ASTM D2122 and have the thickness shown in the following table:
Nominal hose diameter
(inch)
Minimum wall thickness
(inch)
1/2 0.127
3/4 0.154
1 0.179
Solvent cement and fittings for flexible hose must comply with section 20-2.08B(5).
20-2.09B(2) Pop-Up Sprinkler Assemblies
Each pop-up sprinkler assembly must include a body, nozzle, swing joint, pressure reducing device, fittings, and
sprinkler protector where shown.
20-2.09B(3) Riser Sprinkler Assemblies
Each riser sprinkler assembly must include a body, flexible hose, threaded nipple, nozzle, swing joint (except for
a Type V riser), pressure reducing device, fittings, and riser support where shown.
20-2.09B(4) Tree Well Sprinkler Assemblies
Each tree well sprinkler assembly must include a threaded nipple, nozzle, swing joint, fittings, perforated
drainpipe, and drain grate.
The perforated drainpipe must be commercial-grade, rigid PVC pipe with holes spaced not more than 6 inches on
center on 1 side of the pipe.
The drain grate must be a commercially-available, 1-piece, injection-molded grate manufactured from structural
foam polyolefins with UV light inhibitors. Drain grate must be black.
Gravel for filling the drainpipe must be graded such that 100 percent passes the 3/4-inch sieve and 100 percent is
retained on the 1/2-inch sieve. The gravel must be clean, washed, dry, and free from clay or organic material.
20-2.09C Construction
Where shown, install a flow shut-off device under the manufacturer's instructions, unless you use equipment with
a preinstalled flow shut-off device.
Where shown, install a pressure reducing device under the manufacturer's instructions, unless you use equipment
with a preinstalled pressure reducing device.
Install pop-up and riser sprinkler assembly:
1. From 6-1/2 to 8 feet from curbs, dikes, and sidewalks
City of San Luis Obispo
55
2. At least 10 feet from paved shoulders
3. At least 3 feet from fences and walls
If sprinkler assembly cannot be installed within these limits, the location will be determined by the Engineer.
Set sprinkler assembly riser on slopes perpendicular to the plane of the slope.
Replace the paragraph of section 20-2.10B(3) with:
07-15-16
Each check valve must be one of the following:
1. Schedule 80 PVC with a factory setting to withstand a minimum 7-foot head on risers
2. Class 200 PVC if used on a nonpressurized plastic irrigation supply line
3. Internal to the sprinkler body with a factory setting to withstand a minimum 7-foot head
07-21-17
Delete item 3 in the list in the paragraph of section 20-2.10B(4).
Replace the paragraph of section 20-2.10C(3) with:
07-15-16
Install check valves as necessary to prevent low-head drainage.
Replace the paragraph of section 20-3.01B(3) with:
04-20-18
20-3.01B(3)(a) General
Soil amendment must comply with the provisions in the Food & Agri Code and as specified in the special
provisions.
Replace the paragraphs of section 20-3.01B(10) with:
07-15-16
Each plant stake for vines must be nominal 1 by 1 inch and 18 inches long.
Each plant stake for trees must be nominal 2 by 2 inches or nominal 2 inches in diameter and long enough to keep
the tree in an upright position.
Replace the paragraph of section 20-3.01B(11) with:
07-15-16
Each plant tie for vines must be extruded vinyl-based tape, 1 inch wide and at least 8 mils thick.
Each plant tie for trees must be a (1) minimum 3/4-inch-wide, UV-resistant, flexible vinyl tie complying with
ASTM D412 for tensile and elongation strength, or (2) lock-stitch, woven polypropylene with a minimum 900 lb
tensile strength.
Add between the 7th and 8th paragraphs of section 20-3.02C(3)(b):
07-15-16
Spread the vine shoots and tie them with a plant tie to each stake above the crossing point.
Replace the 8th paragraph of section 20-3.02C(3)(b) with:
07-15-16
Tie trees to the stakes with 2 tree ties, 1 tie to each stake. Each tie must form a figure eight by crossing the tie
between the tree and the stake. Install ties at the lowest position that will support the tree in an upright position.
Install the ties such that they provide trunk flexibility but do not allow the trunk to rub against the stakes. Wrap
each end of the tie 1-1/2 turns around the stake and securely tie or nail it to the stake.
Replace the 1st paragraph of section 20-5.02C(1) with:
07-15-16
Where edging is used to delineate the limits of inert ground cover or wood mulch areas, install the edging before
installing the inert ground cover or wood mulch.
City of San Luis Obispo
56
07-15-16
Delete AND MULCHES in the heading of section 20-5.03.
07-15-16
Delete and mulches in the paragraph of section 20-5.03A(1)(a).
Replace the paragraph of section 20-5.03A(3)(a) with:
07-15-16
Before installing inert ground cover, remove plants and weeds to the ground level.
Add to the beginning of section 20-5.03A(3)(b):
07-21-17
Excavate to the depth shown.
07-15-16
Delete or mulch at each occurrence in sections 20-5.03A(3)(c) and 20-5.03A(3)(d).
Add to the end of section 20-5.03B(2)(c):
07-21-17
You may use rock with superficial chipping or jagged edges if the rock is placed such that the chipped areas and
jagged edges are submerged in the concrete.
04-20-18
Delete the 1st paragraph of section 20-5.03B(3).
Add to the 2nd paragraph of section 20-5.03B(3):
07-21-17
Rock that is exposed on the finished surface must be round, smooth, clean and without jagged edges or chipped
areas showing.
Replace section 20-5.03E with:
04-20-18
20-5.03E Rock Mulch
Reserved
Replace section 20-5.04 with:
07-15-16
20-5.04 WOOD MULCH
20-5.04A General
20-5.04A(1) Summary
Section 20-5.04 includes specifications for placing wood mulch.
20-5.04A(2) Definitions
Reserved
20-5.04A(3) Submittals
Submit a certificate of compliance for wood mulch.
Submit a 2 cu ft mulch sample with the mulch source shown on the bag. Obtain authorization before delivering
the mulch to the job site.
City of San Luis Obispo
57
20-5.04A(4) Quality Assurance
Reserved
20-5.04B Materials
20-5.04B(1) General
Mulch must not contain more than 0.1 percent of deleterious materials such as rocks, glass, plastics, metals, clods,
weeds, weed seeds, coarse objects, sticks larger than the specified particle size, salts, paint, petroleum products,
pesticides or chemical residues harmful to plant or animal life.
20-5.04B(2) Tree Bark Mulch
Tree bark mulch must be derived from cedar, Douglas fir, or redwood species.
The mulch must be ground such that at least 95 percent of the material by volume is less than 2 inches long in any
dimension and no more than 30 percent by volume is less than 1 inch long in any dimension.
20-5.04B(3) Wood Chip Mulch
Wood chip mulch must:
1. Be derived from clean wood
2. Not contain leaves or small twigs
3. Contain at least 95 percent by volume of wood chips with a width and thickness from 1/16 to 3/8 inch and a
length from 1/2 to 3 inches
20-5.04B(4) Shredded Bark Mulch
Shredded bark mulch must:
1. Be derived from trees
2. Be a blend of loose, long, thin wood, or bark pieces
3. Contain at least 95 percent by volume of wood strands with a width and thickness from 1/8 to 1-1/2 inches
and a length from 2 to 8 inches
20-5.04B(5) Tree Trimming Mulch
Tree trimming mulch must:
1. Be derived from chipped trees and may contain leaves and small twigs
2. Contain at least 95 percent by volume of material less than 3 inches long for any dimension and not more
than 30 percent by volume of material less than 1 inch long for any dimension
20-5.04B(6)–20-5.04B(11) Reserved
20-5.04C Construction
Before placing wood mulch, remove plants and weeds to the ground level.
Maintain the planned flow lines, slope gradients, and contours of the job site. Grade the subgrade to a smooth and
uniform surface.
Place mulch after the plants have been planted.
Place mulch in the plant basin at the rate described. Mulch must not come in contact with the plant crown and
stem.
Place mulch as shown in areas outside of plant basins to a uniform thickness.
Spread mulch from the outside edge of the plant basin to the adjacent edges of shoulders, paving, retaining walls,
dikes, edging, curbs, sidewalks, walls, fences, and existing plantings. If the plant is 12 feet or more from the
adjacent edges of any of these elements, spread the mulch 6 feet beyond the outside edge of the plant basin.
Do not place mulch within 4 feet of:
1. Flow line of earthen drainage ditches
2. Edge of paved ditches
3. Drainage flow lines
City of San Luis Obispo
58
20-5.04D Payment
The payment quantity for wood mulch is the volume measured in the vehicle at the point of delivery.
Add between plants and if in the 1st sentence of section 20-10.03C(2):
04-20-18
under section 20-3.01C(2)
Add between prune and each in the 1st paragraph of section 20-10.03C(3):
04-20-18
under section 20-3.01C(2)
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
21 EROSION CONTROL
04-20-18
Replace the paragraph of section 21-1.01 with:
01-20-17
Section 21-1 includes general specifications for applying permanent erosion control measures.
Replace section 21-2.02C with:
04-20-18
21-2.02C Imported Topsoil
Imported topsoil must:
1. Consist of fertile, friable soil of loamy character that contains organic matter in quantities natural to the region
and be capable of sustaining healthy plant life
2. Be free from deleterious substances such as litter, refuse, toxic waste, stones larger than 1 inch in size,
coarse sand, heavy or stiff clay, brush, sticks, grasses, roots, noxious weed seed, weeds, and other
substances detrimental to plant, animal, and human health
Replace the paragraphs in section 21-2.02K with:
04-20-18
Reserved
Replace the paragraphs in section 21-2.02Q with:
04-20-18
Reserved
07-21-17
Delete and compost socks in the 4th paragraph of section 21-2.02R.
Replace the 2nd sentence in the 1st paragraph of section 21-2.03B with:
07-21-17
Apply duff to the edge of the shoulder backing. When shoulder backing is absent, do not apply duff within 3 feet
of the edge of pavement.
Replace section 21-2.03C with:
04-20-18
21-2.03C Imported Topsoil
Place imported topsoil after all other earthwork in an area is complete.
Spread imported topsoil to a uniform thickness.
City of San Luis Obispo
59
Trackwalk imported topsoil with tracked equipment run perpendicular to slope contours. Water may be used to
assist the process but must not cause erosion.
Replace item 3 in the list in the 2nd paragraph of section 21-2.03F with:
07-21-17
Apply seed to the edge of the shoulder backing. When shoulder backing is absent, do not apply seed within 3 feet
of the edge of pavement.
Add to the end of the paragraph of section 21-2.03I:
07-21-17
Apply compost to the edge of the shoulder backing. When shoulder backing is absent, do not apply compost
within 3 feet of the edge of pavement.
Replace items 2 and 3 in the list in the 2rd paragraph of section 21-2.03Q with:
07-21-17
2. Fasten compost sock to soil surface.
3. Remove sock and stakes if ordered. Cut sock and empty contents in place. This work is change order work.
Add between the 2nd and 3rd paragraphs of section 21-2.04:
07-21-17
The payment quantity for bid items paid for by volume is the volume measured in the vehicle at the point of
delivery.
04-20-18
Delete the 4th paragraph of section 21-2.04.
07-21-17
Delete the 5th paragraph of section 21-2.04.
Replace section 21-3 with:
01-20-17
21-3 PERMANENT EROSION CONTROL ESTABLISHMENT WORK
Reserved
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
DIVISION IV SUBASES AND BASES
23 GENERAL
01-20-17
Replace the headings and paragraphs in section 23 with:
07-15-16
23-1 GENERAL
23-1.01 GENERAL
23-1.01A Summary
Section 23 includes general specifications for constructing subbases and bases.
23-1.01B Definitions
Reserved
City of San Luis Obispo
60
23-1.01C Submittals
Submit a QC plan for the types of subbases or bases where described.
23-1.01D Quality Assurance
23-1.01D(1) General
23-1.01D(1)(a) General
Take samples under California Test 125.
23-1.01D(1)(b) Test Result Disputes
You and the Engineer must work together to avoid potential conflicts and to resolve disputes regarding test result
discrepancies. Notify the Engineer within 5 business days of receiving the test result if you dispute the test result.
01-20-17
If you or the Engineer dispute each other’s test results, submit your 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, it must be qualified under AASHTO re:source
program and the Department’s Independent Assurance Program. The independent third party must have no prior
direct involvement with this Contract. By mutual agreement, the independent third party is chosen from:
1. Department laboratory in a district or region not in the district or region the project is located
2. Transportation Laboratory
3. Laboratory not currently employed by you or your material producer
07-15-16
If split acceptance samples are not available, the independent third party uses any available material representing
the disputed material for evaluation.
If the independent third party determines the Department’s test results are valid, the Engineer deducts the
independent third party testing costs from payments. If the independent third party determines your test results are
valid, the Department pays the independent third party testing costs.
23-1.01D(2) Quality Control
23-1.01D(2)(a) General
Provide a QC manager when the quantity of subbase or base is as shown in the following table:
QC Manager Requirements
Subbase or base Requirement
Stabilized soil (sq yd) ≥ 20,000
Aggregate subbases (cu yd) ≥ 20,000
Aggregate bases (cu yd) ≥ 20,000
CTB (cu yd) ≥ 10,000
Lean concrete base (cu yd) ≥ 2,000
Rapid strength concrete base (cu yd) ≥ 1,000
Lean concrete base rapid setting (cu yd) ≥ 1,000
Concrete base (cu yd) ≥ 1,000
Treated permeable bases (cu yd) ≥ 2,000
Reclaimed pavements (sq yd) ≥ 10,000
Provide a testing laboratory to perform quality control tests. Maintain sampling and testing equipment in proper
working condition.
You are not entitled to compensation for the suspension of work resulting from noncompliance with quality
control requirements, including those identified within the QC plan.
23-1.01D(2)(b) Quality Control Plan
The QC plan must describe the organization and procedures used to:
1. Control the production process
2. Determine if a change to the production process is needed
3. Implement a change
City of San Luis Obispo
61
The QC plan must include action and suspension limits and details of corrective action to be taken if any process
is outside of those limits. Suspension limits must not exceed specified acceptance criteria.
The QC plan must describe how test results will be submitted including times for sampling and testing for each
quality characteristic.
23-1.01D(2)(c) Qualifications
Testing laboratories and testing equipment must comply with the Department’s Independent Assurance Program.
Personnel performing sampling and testing must be qualified under the Department’s Independent Assurance
Program for the sampling and testing performed.
23-1.01D(3) Department Acceptance
Reserved
23-1.02 MATERIALS
Not Used
23-1.03 CONSTRUCTION
Not Used
23-1.04 PAYMENT
Not Used
23-2–23-7 RESERVED
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
24 STABILIZED SOILS
07-21-17
Add to section 24-1.01C(1):
07-15-16
Submit a stabilized soil quality control plan.
Add to section 24-1.01D(1):
07-15-16
Construct test pads for compaction tests by scraping away material to the depth ordered. If a compaction test fails,
corrective action must include the layers of material already placed above the test pad elevation.
Replace section 24-1.01D(2) with:
07-15-16
24-1.01D(2) Quality Control
24-1.01D(2)(a) General
Reserved
24-1.01D(2)(b) Quality Control Plan
Reserved
24-1.01D(2)(c) Qualifications
Reserved
24-1.01D(2)(d) Preparing Basement Material
After preparing an area for soil stabilization, verify the surface grades.
24-1.01D(2)(e) Mixing
Except for clods larger than 1 inch, randomly test the adequacy of the mixing with a phenolphthalein pH indicator
solution.
City of San Luis Obispo
62
Add to the end of footnote a in the table in section 24-1.01D(3):
07-21-17
For cement stabilized soil, see section 24-3.03D.
Replace the 1st paragraph of section 24-1.03C with:
07-15-16
The Engineer orders the application rate as pounds of stabilizing agent per square yard of basement material to be
stabilized.
07-15-16
Delete section 24-2.01D(1)(c)
Replace 250 in the 2nd sentence in the 2nd paragraph of section 24-2.01D(2)(c) with:
07-15-16
500
Add to section 24-2.01D(2):
07-15-16
24-2.01D(2)(d) Quality Control Testing
Lime stabilized soil quality control must include testing the quality characteristics at the frequencies shown in the
following table:
QC Testing Frequencies
Quality characteristic Test method Sampling location Minimum frequency
Ground surface temperature
before adding lime and full
depth ground temperature
during mixing operations
-- Each temperature location 1 test per 20,000 sq ft,
minimum 1 per day
Lime application rate Calibrated tray
or equal
Roadway 1 test per 40,000 sq ft,
minimum 2 per day
Gradation on mixed material California Test
202
Roadway 1 per 500 cu yd, minimum 1
per day
Moisture content California Test
226
Roadway 1 per 500 cu yd on each
layer, each day during
mixing and mellowing
periods, minimum 1 per day
Relative compaction California Test
231
Roadway 1 per 500 cu yd on each
layer, minimum 1 per day
Replace section 24-3 with:
07-21-17
24-3 CEMENT STABILIZED SOIL
24-3.01 GENERAL
24-3.01A Summary
Section 24-3 includes specifications for constructing CSS by mixing basement material with cement and water.
24-3.01B Definitions
Reserved
24-3.01C Submittals
Submit cement samples under California Test 125. Include the mill analysis.
Submit a certificate of compliance under section 90-1.01C(3).
City of San Luis Obispo
63
24-3.01D Quality Assurance
24-3.01D(1) General
24-3.01D(1)(a) General
Stop CSS activities and immediately notify the Engineer if either of the following occurs:
1. Any quality control test result does not comply with the specifications
2. Visual inspection shows noncompliant CSS
If CSS activities are stopped, before resuming activities:
1. Notify the Engineer of the adjustments you will make
2. Reprocess, remedy, or replace the noncompliant CSS until it complies with specifications
3. Construct a 1,000 square yard test strip of CSS demonstrating ability to comply with the specifications
4. Obtain the Engineer's authorization
24-3.01D(1)(b) Preparing Basement Material
For every 1,000 sq yd of basement material to be cement stabilized:
1. Test the relative compaction under California Test 231
2. Test the moisture content under California Test 226
24-3.01D(1)(c) Applying Cement
The Engineer determines the final application rate based on ASTM D1633, Method A, except:
1. Test specimens must be compacted under ASTM D1557, Method A or B.
2. Test specimens must be cured by sealing each specimen with 2 layers of plastic at least 4 mil thick. The
plastic must be tight around the specimen. Seal all seams with duct tape to prevent moisture loss. Sealed
specimens must be placed in an oven for 7 days at 100 ± 5 degree F. At the end of the curing period,
specimens must be removed from the oven and air-cooled. Duct tape and plastic wrap must be removed
before capping. Specimens must not be soaked before testing.
The application rate is ordered as pounds of cement per square yard of basement material to be stabilized.
Before applying cement, measure and record the air temperature and in situ moisture content of the basement
material to be stabilized.
The Engineer verifies the application rate using a calibrated tray or equal once per 40,000 sq ft of stabilized
basement material, or twice per day, whichever is greater.
24-3.01D(2) Quality Control
24-3.01D(2)(a) General
Reserved
24-3.01D(2)(b) Mixing
During mixing operations, measure and record the air temperature for the basement material to be stabilized.
For each day of mixing, test the in-place moisture content under California Test 231, Part 1, Section E and verify
moisture content under California Test 226. Sample immediately after mixing.
After mixing, maintain the in-place moisture of the basement material to be stabilized within a range of 1 percent
below to 2 percent above the optimum moisture determined under California Test 216. Determine in-place
moisture content under California Test 231. During compaction and finish grading, add water to the surface to
prevent drying until the next layer of mixed material is placed, or until you apply curing treatment.
24-3.01D(2)(c) Compaction
After compaction, determine in-place wet density under California Test 231 and moisture content under
California Test 226, at the same locations. Perform one test per 1,000 sq yd of CSS. Test in 0.50-foot depth
intervals from the bottom of the CSS layer regardless of the layer thickness. Convert wet density to dry density
and calculate relative compaction under California Test 216 on a dry density basis.
24-3.01D(2)(d) Quality Control Testing
Cement stabilized soil quality control must include testing the quality characteristics at the frequencies shown in
the following table:
City of San Luis Obispo
64
QC Testing Frequencies
Quality characteristic Test method Sampling location Minimum frequency
Air temperature before adding
cement to basement material
-- Each temperature
location
1 test per 20,000 sq ft, minimum 1
per day
Moisture content of basement
material before adding cement
California Test
226
Roadway 1 per 1000 sq yd per layer,
minimum 1 per day
Cement application rate Calibrated tray or
equal
Roadway 1 test per 20,000 sq ft, minimum 2
per day
Gradation on mixed material California Test
202
Roadway 1 per 1000 sq yd per layer,
minimum 1 per day
Moisture content of mixed
material
California Test
226
Roadway 1 per 1000 sq yd per layer,
minimum 1 per day
Moisture content of
compacted material at time of
relative compaction testing
California Test
231
Roadway 1 per 1000 sq yd per layer,
minimum 1 per day
Relative compaction California Test
231
Roadway 1 per 1000 sq yd per layer,
minimum 1 per day
24-3.02 MATERIALS
Cement must comply with section 90-2.01A, Type II or Type V portland cement.
24-3.03 CONSTRUCTION
24-3.03A General
Remove standing water from the basement material.
Apply cement at air temperatures above 40 degrees F and rising. Do not apply cement to frozen basement
material.
During compaction and finish grading, add water to the surface to prevent drying until the next layer of mixed
material is placed, or until you apply curing treatment.
Do not scarify surfaces of intermediate or final layers of CSS.
24-3.03B Applying Cement
Apply cement uniformly over the area to be stabilized using a vane spreader.
Do not apply dry cement in windy conditions that will result in dust outside the treatment area.
24-3.03C Mixing
You may mix cement and the basement material off the job site.
Complete initial mixing work within 30 minutes of the application of cement.
After mixing, maintain the in-place moisture of the basement material to be stabilized within a range of 1 percent
below to 2 percent above the optimum moisture.
Before compaction, the CSS, except rock, must within the percentage passing limits for the sieve sizes shown in
the following table:
Cement Stabilized Soil Gradation
Sieve sizes Percentage passing
2" 100
3/4" 98-100
No. 4 55-100
City of San Luis Obispo
65
24-3.03D Compaction
Complete initial compaction of a layer within 2 hours of initial mixing of cement.
Complete all compaction of a layer within 4 hours of mixing of cement.
Compact the CSS to at least 97 percent relative compaction.
24-3.03E Finish Grading
Maintain the moisture content of the CSS to within a range of 1 percent below and 2 percent above the optimum
moisture content through the entire finish grading operation.
Finish rolling of trimmed surfaces must be performed within 2 hours of completion of compacting.
The finished surface of the CSS must not vary more than 0.05 foot above or below the grade established by the
Engineer unless the CSS is to be covered by material paid for by the cubic yard, in which case the finished surface
may not vary above the grade established by the Engineer.
Fill areas of finished CSS that are lower than the grade established by the Engineer with material specified for the
subsequent layer.
24-3.03F Curing
24-3.03F(1) General
Choose the method of curing and apply the chosen cure method on the same day as completing compaction and
any trimming and finish grading.
Do not trim CSS after curing.
24-3.03F(2) Subsequent Pavement Layer
For CSS you may cure by placing a subsequent pavement layer over the finished CSS.
You may place subsequent pavement layers any time after finish grading if the CSS is sufficiently stable to
support the required construction equipment without marring or permanently distorting the surface.
24-3.04 PAYMENT
The Department does not adjust the unit price for an increase or decrease in cement quantity.
The Department does not pay for subsequent layer material used to fill low areas of cement stabilized soil.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
25 AGGREGATE SUBBASES
07-21-17
Add to the beginning of section 25:
07-21-17
25-1 GENERAL
Replace Reserved in section 25-1.01C with:
07-15-16
Submit an aggregate subbase QC plan.
Replace Reserved in section 25-1.01D(2) with:
07-15-16
25-1.01D(2)(a) General
Reserved
25-1.01D(2)(b) Quality Control Plan
Reserved
25-1.01D(2)(c) Qualifications
Reserved
City of San Luis Obispo
66
25-1.01D(2)(d) Quality Control Testing
AS quality control must include testing the quality characteristics at the frequencies shown in the following table:
QC Testing Frequencies
Quality characteristic Test method Sampling location Minimum frequency
R-value California Test
301
Stockpiles,
transportation units,
windrows, or roadways
1 test before beginning work and every
2000 cu yd thereaftera
Aggregate
gradation
California Test
202
Stockpiles,
transportation units,
windrows, or roadways 1 per 500 cu yd but at least one per day of
placement Sand equivalent California Test
217
Stockpiles,
transportation units,
windrows, or roadways
Relative
compaction
California Test
231
Roadway 1 per 500 sq yd on each layer
aAdditional R-value frequency testing will not be required when the average of 4 consecutive sand
equivalent tests is 4 or more above the specified operating range value.
Add between the 2nd and 3rd paragraphs of section 25-1.01D(3):
07-15-16
The Engineer takes aggregate subbase samples for R-value, aggregate gradation, and sand equivalent from any of
the following locations:
1. Windrow
2. Roadway
07-15-16
Delete for each noncompliant test result in the 4th paragraph of section 25-1.01D(3).
07-15-16
Delete a in the 5th paragraph of section 25-1.01D(3).
Add to the end of section 25:
07-21-17
25-2–25-10 RESERVED
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
26 AGGREGATE BASES
07-21-17
Add to the beginning of section 26:
07-21-17
26-1 GENERAL
Replace Reserved in section 26-1.01C with:
07-15-16
Submit an aggregate base QC plan.
Replace Reserved in section 26-1.01D(1) with:
07-15-16
Aggregate samples must not be treated with lime, cement, or chemicals before testing for durability index.
Aggregate from untreated reclaimed processed AC, PCC, LCB, or CTB is not considered treated.
City of San Luis Obispo
67
Replace Reserved in section 26-1.01D(2) with:
07-15-16
26-1.01D(2)(a) General
Reserved
26-1.01D(2)(b) Quality Control Plan
Reserved
26-1.01D(2)(c) Qualifications
Reserved
26-1.01D(2)(d) Quality Control Testing
AB quality control must include testing the quality characteristics at the frequencies shown in the following table:
QC Testing Frequencies
Quality characteristic Test method Sampling location Minimum frequency
R-value California Test 301 Stockpiles,
transportation units,
windrows, or roadways
1 test before starting work and
every 2,000 cu yd thereaftera
Aggregate gradation California Test 202 Stockpiles,
transportation units,
windrows, or roadways
1 per 500 cu yd but at least one per
day of placement
Sand equivalent California Test 217 Stockpiles,
transportation units,
windrows, or roadways
Durability indexb California Test 229 Stockpiles,
transportation units,
windrows, or roadways
1 per project
Relative compaction California Test 231 Roadway 1 per 500 sq yd on each layer
aAdditional R-value frequency testing will not be required when the average of 4 consecutive sand
equivalent tests is 29 or greater for Class 2 AB or 25 or greater for Class 3 AB.
bApplies if section 26-1.02 contains an applicable requirement for durability index
Add between requirements, and and in the 1st paragraph of section 26-1.01D(3):
07-15-16
durability,
Add between the 2nd and 3rd paragraphs of section 26-1.01D(3):
07-15-16
The Engineer takes aggregate base samples for R-value, aggregate gradation, sand equivalent, and durability
index from any of the following locations:
1. Windrow
2. Roadway
07-15-16
Delete the 3rd paragraph of section 26-1.01D(3).
Add to the end of section 26:
07-21-17
26-2–26-10 RESERVED
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
City of San Luis Obispo
68
27 CEMENT TREATED BASES
07-21-17
Add to the beginning of section 27:
07-21-17
27-1 GENERAL
Add to section 27-1.01C:
07-15-16
Submit cement treated base QC plan.
Replace the headings and paragraphs in section 27-1.01D with:
07-15-16
27-1.01D Quality Assurance
27-1.01D(1) General
After the CTB has been spread on the subgrade and before initial compaction, the cement content of the
completed mixture of CTB must not vary from the specified cement content by more than 0.6 percent of the
weight of the dry aggregate when tested under California Test 338.
For Class A CTB, compaction is tested under California Test 312 or 231.
The relative compaction of CTB must be at least 95 percent. Each layer of CTB may be tested for compaction, or
all layers may be tested together at the option the Engineer. If all layers are tested together, you are not relieved of
the responsibility to achieve the required compaction in each layer placed.
27-1.01D(1)(a) Aggregate
When tested under California Test 301, aggregate for Class B CTB must have (1) an R-value of at least 60 before
mixing with cement and (2) an R-value of at least 80 when aggregate is mixed with an amount of cement that
does not exceed 2.5 percent by weight of the dry aggregate.
Before sand equivalent testing, aggregate samples must not be treated with lime, cement, or chemicals.
If the aggregate gradation test results, the sand equivalent test results, or both comply with contract compliance
requirements but not operating range requirements, you may continue placing CTB for the remainder of the work
day. Do not place additional CTB until you demonstrate to the Engineer that the CTB to be placed complies with
the operating range requirements.
If the aggregate gradation test results, sand equivalent test results, or both do not comply with contract compliance
requirements, remove the CTB or request a payment deduction. If your request is authorized, $2.50/cu yd is
deducted. If CTB is paid for by weight, the Engineer converts tons to cubic yards for the purpose of reducing
payment for noncompliant CTB left in place. An aggregate gradation and a sand equivalent test represents up to
(1) 500 cu yd or (2) 1 day's production if less than 500 cu yd.
27-1.01D(1)(b) Road-Mixed Cement Treated Base Moisture Content
Just before initial compaction the moisture content of the completed mixture must be at least the optimum
moisture content less 1 percent. The moisture content is determined under California Test 226 and optimum
moisture content is determined under California Test 312.
27-1.01D(1)(c) Plant-Mixed Cement Treated Base Moisture Content
At the point of delivery to the work, the moisture content of the completed mixture must be at least the optimum
moisture content less 1 percent. The moisture content is determined under California Test 226 and optimum
moisture content under California Test 312.
27-1.01D(2) Quality Control
27-1.01D(2)(a) General
Reserved
27-1.01D(2)(b) Quality Control Plan
Reserved
27-1.01D(2)(c) Qualifications
Reserved
City of San Luis Obispo
69
27-1.01D(2)(d) Quality Control Testing
CTB quality control must include testing the quality characteristics at the frequencies shown in the following
table:
QC Testing Frequencies
Quality characteristic Test method Sampling location Minimum frequency
Aggregate gradation California Test 202
modified
Stockpiles, plant,
transportation units,
windrow, or roadway 1 per 500 cu yd but at least one
per day of placement Sand equivalent California Test 217 Stockpiles, plant,
transportation units,
windrow, or roadway
R-valuea California Test 301 Stockpiles, plant,
transportation units,
windrows, or roadway
1 test before starting work and
every 2000 cu yd thereafterb
Optimum moisture
content
California Test 312 Plant, transportation
units, windrow, or
roadway
1 per day of placement
Moisture content California Test 226 Roadway 1 per 500 cu yd but at least one
per day of placement
Cement content California Test 338 Windrows or roadway 1 per 1000 cu yd but at least
one per day of placement
Relative compaction California Test 312 or
231
Roadway 1 per 2000 sq yd but at least
one per day of placement
Compressive strengthc California Test 312 Windrow or roadways 1 per day of placement
aR-value is required for Class B CTB only
bAdditional R-value frequency testing will not be required while the average of 4 consecutive sand
equivalent tests is 4 or more above the specified operating range value.
cCompressive strength is required for Class A CTB only when specified
27-1.01D(3) Department Acceptance
The Department’s acceptance testing includes testing the CTB quality characteristics shown in the following
table:
CTB Requirements for Acceptance
Quality characteristic Test method
Aggregate gradation California Test 202 modified
Sand equivalent California Test 217
R-valuea California Test 301
Optimum moisture
content
California Test 312
Moisture content California Test 226
Cement content California Test 338
Relative compaction California Test 312 or 231
Compressive strengthb California Test 312
aR-value is required for Class B CTB only
bCompressive strength is required for Class A CTB only when
specified
The Engineer takes samples for aggregate gradation and sand equivalent from any of the following locations:
1. Plant
2. Truck
3. Windrow, for road-mixed only
4. Roadbed, for road-mixed only
City of San Luis Obispo
70
Add to section 27-1.02:
07-15-16
Water must comply with section 90-1.02D.
Add to section 27-1.03F:
07-15-16
The relative compaction of CTB must be at least 95 percent.
Add to the end of section 27:
07-21-17
27-2–27-10 RESERVED
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
28 CONCRETE BASES
07-15-16
Replace the headings and paragraphs in section 28-1.01D with:
07-15-16
28-1.01D Quality Assurance
28-1.01D(1) General
Aggregate samples must not be treated with lime, cement, or chemicals before testing for sand equivalent.
Stop concrete base activities and immediately notify the Engineer whenever:
1. Any QC or QA test result does not comply with the specifications
2. Visual inspection shows a noncompliant concrete base
If concrete base activities are stopped, before resuming activities:
1. Notify the Engineer of the adjustments you will make
2. Remedy or replace the noncompliant concrete base
3. Field qualify or construct a new test strip as specified for the concrete base involved to demonstrate
compliance with the specifications
4. Obtain authorization
28-1.01D(2) Quality Control
28-1.01D(2)(a) General
Reserved
28-1.01D(2)(b) Quality Control Plan
Reserved
28-1.01D(2)(c) Qualifications
Reserved
28-1.01D(3) Department Acceptance
Reserved
Add to section 28-2.01C(1):
07-15-16
Submit a lean concrete base QC plan.
City of San Luis Obispo
71
Replace the headings and paragraphs in section 28-2.01D with:
07-15-16
28-2.01D Quality Assurance
28-2.01D(1) General
28-2.01D(1)(a) General
The molds for compressive strength testing under ASTM C31 or ASTM C192 must be 6 by 12 inches.
If the aggregate gradation test results, sand equivalent test results or both comply with the contract compliance
requirements but not the operating range requirements, you may continue placing LCB for the remainder of the
work day. Do not place additional LCB until you demonstrate the LCB to be placed complies with the operating
range requirements.
28-2.01D(1)(b) Qualifications
Field qualification tests and calculations must be performed by an ACI certified "Concrete Laboratory Technician,
Grade I.
28-2.01D(1)(c) Aggregate Qualification Testing
Qualify the aggregate for each proposed aggregate source and gradation. The qualification tests include (1) a sand
equivalent and (2) an average 7-day compressive strength under ASTM C39 of 3 cylinders manufactured under
ASTM C192 except cure cylinders in molds without lids after initial curing.
For the compressive strength test, the cement content for each cylinder must be 300 lb/cu yd. The 7-day average
compressive strength must be at least 610 psi. The cement must be Type II portland cement.
LCB must have from 3 to 4 percent air content during aggregate qualification testing.
28-2.01D(1)(d) Field Qualification Testing
Before placing LCB, you must perform field qualification testing and obtain authorization for each mix design.
Retest and obtain authorization for changes to the authorized mix designs.
Notify the Engineer at least 5 business days before field qualification. Perform the field qualification at the job
site or an authorized location.
Field qualification testing includes tests for compressive strength, air content, and penetration or slump.
For compressive strength field qualification testing:
1. Prepare 12 cylinders under ASTM C31 except final cure cylinders in molds without lids from a single batch.
2. Perform 3 tests; each test consists of determining the average compressive strength of 2 cylinders at 7 days
under ASTM C39. The average compressive strength for each test must be at least 530 psi
If you submitted a notice to produce LCB qualifying for a transverse contraction joint waiver, manufacture
additional specimens and test the LCB for compressive strength at 3 days. Prepare the compressive strength
cylinders under ASTM C31 except final cure cylinders in molds without lids at the same time using the same
material and procedures as the 7-day compressive strength cylinders except do not submit 6 additional test
cylinders. The average 3-day compressive strength for each test must be not more than 500 psi.
28-2.01D(2) Quality Control
28-2.01D(2)(a) General
Reserved
28-2.01D(2)(b) Quality Control Manager
Reserved
28-2.01D(2)(c) Quality Control Testing
Test the LCB under the test methods and at the locations and frequencies shown in the following table:
City of San Luis Obispo
72
LCB Sampling Location and Testing Frequencies
Quality characteristic Test method Sampling location Minimum sampling and
testing frequency
Sand equivalent ASTM D2419 Source
1 per 500 cubic yards but
at least 1 per day of
production
Aggregate gradation ASTM C136
Air content ASTM C231
Job site
Penetrationa ASTM C360
Slumpa ASTM C143
Compressive
strength
ASTM C39 b
aTest for either penetration or slump
bPrepare cylinders under ASTM C31 except final cure cylinders in molds without lids.
28-2.01D(3) Department Acceptance
The Department accepts LCB based on compliance with the requirements shown in the following table:
LCB Requirements for Acceptance
Quality characteristic Test method Requirement
Compressive strength (min, psi at 7
days)
ASTM C39 a 530 b
a Cylinders prepared under ASTM C31 except final cure cylinders in molds
without lids.
b A compressive strength test represents up to (1) 1,000 cu yd or (2) 1 day's
production if less than 1,000 cu yd.
Replace section 28-2.01D(4) in item 3 of the 5th paragraph in section 28-2.03D with:
07-15-16
section 28-2.01D(1)(c)
Replace the 1st paragraph in section 28-2.03F with:
07-15-16
After finishing LCB, cure LCB with pigmented curing compound under section 90-1.03B(3) and 40-1.03I. Apply
curing compound:
1. In 2 separate applications
2. Before the atmospheric temperature falls below 40 degrees F
3. At a rate of 1 gal/150 sq ft for the first application
4. At a rate of 1 gal/200 sq ft for the second application
Replace Reserved in section 28-3.01C(3) with:
07-15-16
Submit a rapid strength concrete base QC plan.
Replace the headings and paragraphs in section 28-3.01D with:
07-15-16
28-3.01D Quality Assurance
28-3.01D(1) General
28-3.01D(1)(a) General
At the preconstruction meeting be prepared to discuss the project specifications and methods of performing each
item of work. Items discussed must include the processes for:
1. Production
City of San Luis Obispo
73
2. Transportation
3. Placement
4. QC plan, if specified in the special provisions
5. Contingency plan
6. QC sampling and testing
7. Acceptance criteria
Beams for modulus of rupture testing must be fabricated and tested under California Test 524. The beams may be
fabricated using an internal vibrator under ASTM C31. For each test, 3 beam must be fabricated and the test
results averaged. No single test represents more than that day's production or 130 cu yd, whichever is less.
For early age testing, beams must be cured so the monitored temperatures in the beams and the test strip are
always within 5 degrees F. The internal temperatures of the RSC base and early age beams must be monitored and
recorded at intervals of at least 5 minutes. Thermocouples or thermistors connected to strip-chart recorders or
digital data loggers must be installed to monitor the temperatures. Temperature recording devices must be
accurate to within ±2 degrees F. Until early age testing is completed, internal temperatures must be measured at 1
inch from the top, 1 inch from the bottom, and no closer than 3 inches from any edge.
For other age testing, beams must be cured under California Test 524 except beams must be placed into sand at a
time that is the earlier of either from 5 to 10 times the final set time, or 24 hours.
RSC base must have an opening age modulus of rupture of not less than 400 psi and a 7-day modulus of rupture
of not less than 600 psi.
28-3.01D(1)(b) Preconstruction Meeting
Reserved
28-3.01D(1)(c) Test Strip
Reserved
28-3.01D(2) Quality Control
28-3.01D(2)(a) General
Reserved
28-3.01D(2)(b) Quality Control Manager
Reserved
28-3.01D(2)(c) Quality Control Testing
Test the rapid strength concrete base under the test methods and at the locations and frequencies shown in the
following table:
Rapid Strength Concrete Base Sampling Location and Testing Frequencies
Quality characteristic Test method Sample Location Minimum testing frequencya
Cleanness value California Test 227
Source
1 per 500 cubic yards but at least 1
per shift Sand equivalent California Test 217
Aggregate gradation California Test 202
Air content California Test 504
Job site
1 per 130 cu yd but at least 1 per
shift
Yield California Test 518 1 per shift
Slump or penetration ASTM C143 or California
Test 533
1 per 2 hours of placement
Density California Test 518 1 per shift
Aggregate moisture
meter calibrationb
California Test 223 or
California Test 226
1 per shift
Modulus of rupture California Test 524 1 per 130 cu yd but at least 1 per
shift
aTest at the most frequent interval.
bCheck calibration of the plant moisture meter by comparing moisture meter readings with
California Test 223 or California Test 226 test results.
City of San Luis Obispo
74
Notify the Engineer at least 2 business days before any sampling and testing. Submit testing results within 15
minutes of testing completion. Record inspection, sampling, and testing on the forms accepted with the QC plan
and submit them within 48 hours of completion of each day of production and within 24 hours of 7-day modulus
of rupture tests.
During the placement of RSC base, fabricate beams and test for the modulus of rupture:
1. At opening age
2. At 7 days after placing the first 30 cu yd
3. At least once every 130 cu yd
4. Within the final truckload
Opening age tests must be performed in the presence of the Engineer.
28-3.01D(3) Department Acceptance
The Department accepts RSC base based on compliance with the requirements shown in the following table:
RSC Base Requirements for Acceptance
Quality characteristic Test method Requirement
Modulus of rupture (min, psi at 7
days)
California Test 524 600
The Engineer adjust payment for RSC base for the 7-day modulus of rupture as follows:
1. Payment for a base with a modulus of rupture of 600 psi or greater is not adjusted.
2. Payment for a base with a modulus of rupture of less than 600 and greater than or equal to 550 psi is reduced
by 5 percent.
3. Payment for a base with a modulus of rupture of less than 550 and greater than or equal to 500 psi is reduced
by 10 percent.
4. Payment for a base with a modulus of rupture of less than 500 psi is not adjusted and no payment is made.
Remove and replace this base.
Add to section 28-4.01C(1):
07-15-16
Submit a lean concrete base rapid setting QC plan.
Replace the headings and paragraphs in section 28-4.01D with:
07-15-16
28-4.01D Quality Assurance
28-4.01D(1) General
28-4.01D(1)(a) General
For compressive strength testing, prepare 6 cylinders under California Test 540. Test cylinders must be 6 by 12
inches. As an alternative to rodding, a vibrator may be used under California Test 524. Test cylinders under
California Test 521 and perform 3 tests with each test consisting of 2 cylinders. The test result is the average from
the 2 cylinders.
28-4.01D(1)(b) Field Qualification
Before placing lean concrete base rapid setting, you must perform field qualification testing and obtain
authorization for each mix design. Retest and obtain authorization for changes to authorized mixed designs.
Proposed mix designs must be field qualified before you place the base represented by those mix designs. The
technician performing the field test must hold current ACI certification as a Concrete Field Testing Technician-
Grade I.
Notify the Engineer at least 5 days before field qualification. Perform field qualification within the job site or a
location authorized.
Field qualification testing includes compressive strength, air content, and penetration or slump in compliance with
the table titled "Lean Concrete Base Rapid Setting Requirements."
Field qualification must comply with the following:
City of San Luis Obispo
75
1. Test for compressive strength at opening age and 7 days of age
2. At opening age, the compressive strength for each test must be at least 180 psi and the average strength for
the 3 tests must be at least 200 psi
3. At 7 days age, the compressive strength for each test must be at least 600 psi and the average strength for
the 3 tests must be at least 725 psi
28-4.01D(2) Quality Control
28-4.01D(2)(a) General
Reserved
28-4.01D(2)(b) Quality Control Manager
Reserved
28-4.01D(2)(c) Quality Control Testing
Test the base under the test methods and at the locations and frequencies shown in the following table:
LCB Rapid Setting Sampling Location and Testing Frequencies
Quality characteristic Test method Sampling location Minimum sampling and testing frequency
Sand equivalent ASTM D2419 Source 1 per 500 cu yd, minimum 1 per day of
production Aggregate gradation ASTM C136
Air content ASTM C231
Job site 1 per 4 hours of placement work, plus one in
the last hour of placement work
Penetrationa ASTM C360
Slumpa ASTM C143
Compressive
strength
California Test 521
aTest either penetration or slump
During placement of lean concrete base rapid setting, fabricate cylinders and test compressive strength for
opening age and 7 days. Opening age tests must be performed in the presence of the Engineer.
28-4.01D(3) Department Acceptance
The Department accepts LCB rapid setting based on compliance with the requirement shown in the following
table:
LCB Rapid Setting Requirements for Acceptance
Quality characteristic Test method Requirement
Compressive strength (min, psi at 7
days)
California Test 521a 725
aCylinders made under California Test 540
Replace the 2nd and 3rd paragraphs in section 28-4.03A with:
07-15-16
Concrete paving operations with equipment not supported by the base may start before opening age. Do not open
pavement for traffic before opening age of the LCB rapid setting.
Any other paving operations must start after the final set time of the base. The base must have a compressive
strength of at least 450 psi under California Test 521 before:
1. Placing HMA
2. Placing other base material
3. Operating equipment on the base
Replace Reserved in section 28-5.01C with:
07-15-16
Submit a concrete base QC plan.
City of San Luis Obispo
76
Replace the headings and paragraphs in section 28-5.01D(2) with:
07-15-16
28-5.01D(2) Quality Control
28-5.01D(2)(a) General
Reserved
28-5.01D(2)(b) Quality Control Manager
Reserved
28-5.01D(2)(c) Quality Control Testing
Test the concrete base under the test methods and at the locations and frequencies shown in the following table:
Concrete Base Sampling Location and Testing Frequencies
Quality characteristic Test method Sample location Minimum testing frequencya
Cleanness value California Test 227
Source
1 per 500 cubic yards but at least 1
per shift Sand equivalent California Test 217
Aggregate gradation California Test 202
Air content California Test 504
Job site
1 per 500 cu yd but at least 1 per
shift
Yield California Test 518 1 per shift
Slump or penetration ASTM C143 or California
Test 533
1 per 2 hours of placement
Density California Test 518 1 per shift
Aggregate moisture
meter calibrationb
California Test 223 or
California Test 226
1 per shift
Modulus of rupture California Test 524 1 per 500 cu yd but at least 1 per
shift
aTest at the most frequent interval.
bCheck calibration of the plant moisture meter by comparing moisture meter readings with
California Test 223 or California Test 226 test results.
28-5.01D(3) Department Acceptance
The Department accepts a concrete base based on compliance with the requirements shown in the following table:
Concrete Base Requirements for Acceptance
Quality characteristic Test method Requirement
Modulus of rupture (min, psi at 28
days)
California Test 523 570
Acceptance for the modulus of rupture is on a lot basis. The Department provides the molds and machines for the
modulus of rupture acceptance testing. Provide any material and labor the Engineer may require for the testing.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
29 TREATED PERMEABLE BASES
07-15-16
Replace the headings and paragraphs in section 29-1.01 with:
07-15-16
29-1.01 GENERAL
29-1.01A Summary
Section 29-1 includes general specifications for constructing treated permeable bases.
City of San Luis Obispo
77
29-1.01B Definitions
Reserved
29-1.01C Submittals
Submit a treated permeable base quality control plan.
29-1.01D Quality Assurance
29-1.01D(1) General
Reserved
29-1.01D(2) Quality Control
29-1.01D(2)(a) General
Reserved
29-1.01D(2)(b) Quality Control Plan
Reserved
29-1.01D(2)(c) Qualifications
Reserved
29-1.01D(3) Department Acceptance
Reserved
Replace the headings and paragraphs in section 29-2.01D with:
07-15-16
29-2.01D Quality Assurance
29-2.01D(1) General
The Engineer determines the asphalt content of the asphalt mixture under California Test 382. The bitumen ratio,
pounds of asphalt per 100 lb of dry aggregate, must not vary more than 0.5 lb of asphalt above or below the
quantity designated by the Engineer. Samples used to determine the bitumen ratio are obtained from trucks at the
plant or from the mat behind the paver before rolling. If the sample is taken from the mat behind the paver, the
bitumen ratio must not be less than the quantity designated by the Engineer, less 0.7 lb of asphalt per 100 lb of dry
aggregate.
29-2.01D(2) Quality Control
29-2.01D(2)(a) General
Reserved
29-2.01D(2)(b) Quality Control Testing
ATPB quality control must include testing the quality characteristics at the frequencies shown in the following
table:
City of San Luis Obispo
78
QC Testing Frequencies
Quality characteristic Test method Sampling location Minimum frequency
Gradation California Test 202 Stockpiles or plant 1 for every 4 hours of production
but at least one per day of
placement
Cleanness value California Test 227 Stockpiles or plant 1 for every 4 hours of production
but at least one per day
Percentage of crushed
particles
California Test 205 Stockpiles or plant 1 test before production and one
every 5,000 cu yd thereafter
Los Angeles rattler loss at
500 rev
California Test 211 Stockpiles or plant 1 test before production and one
every 5,000 cu yd thereafter
Film stripping California Test 302 Plant 1 test before production and one
every 5000 cu yd thereafter
Asphalt content of the
asphalt mixture
California Test 382 Plant, transportation
units, windrows, or
roadway
1 for every 4 hours of production
but at least one per day
29-2.01D(3) Department Acceptance
The Department accepts ATPB based on aggregate gradation, cleanness value, percent of crushed particles, Los
Angeles rattler, film stripping and asphalt content requirements specified in section 29-2.02 and section 29-
2.01D(1).
The Engineer takes samples for aggregate gradation, cleanness value, percent of crushed particles, Los Angeles
rattler, and film stripping from the plant.
The Engineer takes samples for asphalt content of the asphalt mixture from any of the following locations:
1. Plant
2. Truck
3. Windrow
4. Roadbed
Replace the headings and paragraphs in section 29-3.01 with:
07-15-16
29-3.01 GENERAL
29-3.01A Summary
Section 29-3 includes specifications for constructing cement treated permeable bases.
29-3.01B Definitions
Reserved
29-3.01C Submittals
Reserved
29-3.01D Quality Assurance
29-3.01D(1) General
Reserved
29-3.01D(2) Quality Control
29-3.01D(2)(a) General
Reserved
City of San Luis Obispo
79
29-3.01D(2)(b) Quality Control Testing
CTPB quality control must include testing the quality characteristics at the frequencies shown in the following
table:
QC Testing Frequencies
Quality characteristic Test method Sampling location Minimum frequency
Gradation California Test 202 Stockpiles or plant 1 for every 4 hours of production
but at least one per day of
placement
Cleanness value California Test 227 Stockpiles or plant 1 for every 4 hours of production
but at least one per day
Los Angeles rattler
loss at 500 rev
California Test 211 Stockpiles or plant 1 test before production and one
every 5,000 cu yd thereafter
Soundness California Test 214 Stockpiles or plant 1 test before production and one
every 5,000 cu yd thereafter
29-3.01D(3) Department Acceptance
The Department accepts CTPB based on aggregate gradation, cleanness value, Los Angeles rattler and soundness
requirements in section 29-3.02.
The Engineer takes samples for aggregate gradation, cleanness value, Los Angeles rattler and soundness from the
plant.
Add to section 29-3.02A:
07-15-16
Water must comply with section 90-1.02D.
Replace 3rd in the 2nd paragraph in section 29-3.03 with:
07-15-16
4th
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
30 RECLAIMED PAVEMENT
07-15-16
Replace section 30-1.01C(2)(c) in the 1st paragraph of section 30-3.01C(2)(c) with:
07-15-16
section 30-1.01C(3)(c)
City of San Luis Obispo
80
Replace the table in section 30-3.02A with:
07-15-16
FDR—Foamed Asphalt Quality Characteristic Requirements
Quality characteristic Test method Requirement
Moisture content before HMA paving
California Test 226 < 50% of OMC
Asphalt binder expansion ratio
(min, %) Note a
10
Asphalt binder half-life
(seconds, min) 12
Gradation (%, passing)
Sieve Size:
3 inch
2 inch
1-1/2 inch
California Test 202 100
95–100
85–100
Moisture content
Maximum
Minimum
California Test 226
OMC
OMC - 2%
In-place wet density
(lb/cu ft) California Test 216 Report only
Relative compaction
(min, %) California Test 231 98
Indirect dry tensile strength (psi)b California Test 371 90% of mix design value
Indirect wet tensile strength (psi)b California Test 371 90% of mix design value
Tensile strength ratio
(%) California Test 371 90% of mix design value
aTest at the foaming temperature and percentage of foaming water by dry weight of FDR—
foamed asphalt material designated in the mix design. To test asphalt binder expansion ratio
and half-life, use a pail of known volume and a dipstick calibrated for the pail. From the
inspection nozzle on the asphalt binder spray bar, inject foamed asphalt into the pail without
exceeding the pail's capacity. With the dipstick, immediately measure and record the level of
foamed asphalt in the pail. Record the half-life in seconds from the time the injection of
foamed asphalt in the pail is turned off to half the dip stick reading after peak. Calculate the
expansion ratio as the volume of the foamed asphalt upon injection divided by the volume of
the unfoamed asphalt binder.
bFrom material passing the 1-inch sieve, compact 6 specimens under California Test 304,
Part 2. Cure the specimens at 100 °F for 72 hours and allow the specimens to cool to room
temperature. Test 3 specimens for dry tensile strength under California Test 371. Test 3
specimens for wet tensile strength under California Test 371 after moisture conditioning.
Replace section 30-4.01D(3) in the 2nd paragraph of section 30-4.01D(1) with:
07-15-16
section 30-4.01D(4)
Replace section 30-4.01D(1)(a) in the table in section 30-4.02A with:
07-15-16
section 30-4.01D(2)
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
City of San Luis Obispo
81
DIVISION V SURFACINGS AND PAVEMENTS
36 GENERAL
04-20-18
Replace section 36-3 with:
07-21-17
36-3 PAVEMENT SMOOTHNESS
36-3.01 GENERAL
36-3.01A Summary
Section 36-3 includes specifications for measuring the smoothness of pavement surfaces.
36-3.01B Definitions
area of localized roughness: Moving average of the International Roughness Index values for each wheel path
using a 25-foot continuous interval and a 250-mm filter.
Mean Roughness Index: Average of the International Roughness Index values for the left and right wheel paths
for the same traffic lane using a fixed interval and a 250-mm filter.
wheel paths: Pair of lines 3 feet from and parallel to the edges of a traffic lane. Left and right wheel paths are
based on the direction of travel.
36-3.01C Submittals
36-3.01C(1) General
Reserved
36-3.01C(2) Inertial Profiler Certification
At least 5 business days before starting initial profiling or changing the inertial profiler or operator, submit:
1. Inertial profiler certification issued by the Department
2. Operator certification for the inertial profiler issued by the Department
3. Manufacturer's instructions and test procedures for calibration and verification of the inertial profiler
Within 2 business days after cross-correlation testing, submit a ProVAL profiler certification analysis report for
the test results to the Engineer and to the electronic mailbox address smoothness@dot.ca.gov.
36-3.01C(3) Inertial Profiler Data
36-3.01C(3)(a) General
04-20-18
At least 15 days before inertial profiling, you must register with the Department's secure file sharing system. To
obtain information on the registration process, send an e-mail with your contact information to
smoothness@dot.ca.gov.
Within 2 business days after each day of profiling, submit the profile information to the Engineer and to the
Department's secure file sharing system. After submitting the profile information to the Department’s file sharing
system, send a notification of your electronic submittal to the Engineer and to the above electronic mailbox
address with the names of the files submitted.
For each surface with inertial profile smoothness requirements, the profiling information must include:
1. Raw profile data for each lane
2. ProVAL ride quality analysis report for the Mean Roughness Index of each lane in a PDF file. Report the
following:
2.1. Listing of Mean Roughness Index values for 0.1-mile segments or portions thereof
2.2. Inputs, including the specified Mean Roughness Index threshold and fixed segment length
2.3. Raw profile data name selections
2.4. Areas exempt from inertial profile smoothness
3. ProVAL ride quality analysis report for the International Roughness Index of the left and right wheel paths of
each lane in a PDF file. Report the following:
City of San Luis Obispo
82
3.1. Listing of areas of localized roughness
3.2. Inputs, including the specified area of the localized roughness threshold and continuous segment length
3.3. Raw profile data name selections
3.4. Areas exempt from inertial profile smoothness
4. GPS data file for each lane. Submit the data file in GPS eXchange file format.
5. Manufacturer's recommended calibration and verification test results for the inertial profiler.
6. Inertial profiler's calibration and verification test results, including results for bounce, block, and the distance
measurement instrument.
7. Completed Pavement Smoothness Inertial Profiler Submittal Record.
Submit Asphalt Concrete Pavement Smoothness Corrections Information or Concrete Pavement Smoothness
Corrections Information with your final profiling information submittal.
Submit the raw profile data in an unfiltered electronic pavement profile file format. Use the following file-naming
convention:
YYYYMMDD_TTCCCRRR_EA_D_L_W_B_E_X_PT.PPF
where:
YYYY = year
MM = month, leading zero
DD = day of month, leading zero
TT = district, leading zero
CCC = county, 2- or 3-letter abbreviation as shown in section 1-1.08
RRR = route number with no leading zeros
EA = Contract number, excluding the district identification number, expressed as 6 characters
D = traffic direction, NB, SB, WB, or EB
L = lane number from left to right in the direction of travel
W = wheel path, L for left, R for right, or B for both
B = beginning station to the nearest foot, such as 10+20, or beginning post mile to the nearest
hundredth, such as 25.06 with no leading zero
E = ending station to the nearest foot, such as 14+20, or ending post mile to the nearest hundredth, such
as 28.06 with no leading zero
X = profile operation, EXIST for existing pavement, INTER for after prepaving smoothness
correction, MILL for after milling, PAVE for after paving, and CORR for after final surface
pavement correction, and FINAL for completed pavement documentation of compliance.
PT = type of pavement surface profiled, such as Type A HMA, RHMA-G, OGFC, JPCP, or CRCP
If you are submitting multiple inertial profiler data files, compress the files into a .ZIP file format and submit
them using the file-naming convention TT_EA_X_YYYYMMDD.zip.
07-21-17
36-3.01C(3)(b) Smoothness Corrective Grinding Plan
At least 2 business days before performing corrective grinding for areas of localized roughness or areas exceeding
the specified thresholds for the Mean Roughness Index, submit a corrective grinding plan as an informational
submittal.
The corrective grinding plan must include:
1. Grinder manufacturer make and model
2. Grinder wheelbase in feet, measured from the front centerline to the back centerline of the single wheel or
tandem wheel spread
3. Grinder head position in feet, measured relative to the centerline of the front single wheel or the front tandem
wheel spread
4. Tandem wheel spreads in feet, for rear and front wheels as applicable
5. Tabular listing of the planned corrective grinding, including:
5.1. Start and stop locations in stationing to the nearest foot
5.2. Width of grind, such as left half lane, right half lane, or full width lane
5.3. Corresponding grinder head depths to the nearest 0.01 inch
5.4. Direction of grind, up to 2 passes per grind location, such as forward, reverse, forward-forward, reverse-reverse,
forward-reverse, reverse-forward
5.5. Distance from start or stop locations to the nearest semipermanent reference point
City of San Luis Obispo
83
6. Forecasted improvement in terms of the Mean Roughness Index and area of localized roughness values
36-3.01C(4) Straightedge Measurements
Within 2 business days of measuring smoothness with a straightedge, submit a list of the areas requiring
smoothness correction or a report stating there are no areas requiring smoothness correction. Identify the areas
requiring smoothness correction by:
1. Location number
2. District-County-Route
3. Beginning station or post mile to the nearest 0.01 mile
4. For correction areas within a traffic lane:
4.1. Lane direction, NB, SB, EB, or WB
4.2. Lane number from left to right in the direction of travel
4.3. Wheel path, L for left, R for right, or B for both
5. For correction areas not within a traffic lane:
5.1. Identify the pavement area, such as shoulder, weigh station, or turnout
5.2. Direction and distance from the centerline, L for left or R for right
6. Estimated size of correction area
36-3.01D Quality Assurance
36-3.01D(1) General
Reserved
36-3.01D(2) Certifications
The inertial profiler must display a current certification decal showing the expiration date.
The operator must be certified for each model of inertial profiler operated.
The certifications issued by the Department for the inertial profiler and operator must not be more than 12 months
old.
36-3.01D(3) Quality Control
36-3.01D(3)(a) General
Reserved
36-3.01D(3)(b) Smoothness
36-3.01D(3)(b)(i) General
Test pavement smoothness using an inertial profiler except use a 12-foot straightedge for the pavement at:
1. Traffic lanes less than 1,000 feet in length, including ramps, turn lanes, and acceleration and deceleration
lanes
2. Horizontal curves with a centerline radius less than the following and within the superelevation transition of
such curves:
2.1. 150 feet for asphalt concrete pavements
2.2. 300 feet for Portland cement concrete pavements
3. Areas within 12.5 feet of manholes
4. Shoulders
5. Weigh-in-motion areas
6. Miscellaneous areas such as medians, gore areas, turnouts, and maintenance pullouts
Where inertial profiler testing is required:
1. Determine the pavement smoothness for each traffic lane by obtaining the International Roughness Index for
the left and right wheel paths in an individual lane
2. Determine the Mean Roughness Index and areas of localized roughness using FHWA’s engineering software
ProVAL
Where OGFC is required, test the pavement smoothness of the final HMA or concrete pavement surface before
placing OGFC and after placing OGFC.
City of San Luis Obispo
84
36-3.01D(3)(b)(ii) Inertial Profiler Calibration and Verification Tests
Notify the Engineer at least 2 business days before performing calibration and verification testing of the inertial
profiler.
Conduct the following calibration and verification tests in the Engineer's presence each day before profiling:
1. Block test to verify the accuracy of the height sensor under California Test 387
2. Bounce test to verify the combined accuracy of the height sensor and accelerometer under California Test
387
3. Distance measurement instrument test to verify the accuracy of the distance measuring instrument under
California Test 387
4. Manufacturer's recommended tests
Conduct a cross-correlation verification test of the inertial profiler in the Engineer's presence before performing
the initial profiling. A verification test must be performed at least annually. Conduct 5 repeat runs of the inertial
profiler on an authorized test section. The test section must be a 0.1-mile segment of existing concrete pavement
if you are measuring new concrete pavement or existing asphalt concrete pavement if you are measuring new
asphalt concrete pavement. Where micro-milled asphalt concrete surfaces are to be measured, the cross-
correlation verification test may be performed on the initial 0.1-mile section of milled asphalt concrete surface.
Calculate a cross-correlation to determine the repeatability of your device under California Test 387 using a
ProVAL profiler certification analysis with a 3-foot maximum offset. The cross-correlation must be a minimum
of 0.92.
36-3.01D(3)(b)(iii) Performing, Analyzing, and Collecting Data
Operate the inertial profiler under the manufacturer's instructions and AASHTO R 57 at 1-inch recording intervals
using a minimum 4-inch line laser sensor.
Establish semipermanent reference points for aligning inertial profiler runs and locating potential corrective
grinding. Place semipermanent reference points at a frequency of 0.5 mile or less along the edge of the traffic lane
or roadway. Maintain semipermanent reference points until Department acceptance testing is completed.
Collect profiling data under AASHTO R 57 and analyze it using 250 mm and International Roughness Index
filters.
While collecting the profile data to determine the International Roughness Index values, record semipermanent
reference points and the beginning and end of the following locations in the raw profile data:
1. Bridge approach slabs
2. Bridges
3. Culverts visible on the roadway surface
4. Railroad crossings
5. At-grade intersections
6. Project limits
7. Change in pavement type
Profile the left and right wheel paths of each lane.
Determine the Mean Roughness Index for 0.1-mile fixed sections using the ProVAL ride quality analysis with a
250 mm filter. Calculate the Mean Roughness Index of each lane. A partial section equal or less than 0.05-mile
length is to be included with the previous or the subsequent segment forming up to a 0.15-mile length. A partial
section greater than 0.05 mile, but less than 0.10 mile, is a separate segment. Sections must comply with the Mean
Roughness Index specifications for a full section. A weighted average calculation will be used for those partial
sections that have been combined with previous or subsequent segments.
Determine the areas of localized roughness using ProVAL with the average International Roughness Index values
for each wheel path using a 25-foot continuous interval and a 250 mm filter.
36-3.01D(4) Department Acceptance
The Department accepts pavement surfaces for smoothness based on compliance with the smoothness
specifications for the type of pavement surface specified.
For areas that require pavement smoothness determined using a 12-foot straightedge, the pavement surface must
not vary from the lower edge of the straightedge by more than:
1. 0.01 foot when the straightedge is laid parallel with the centerline
City of San Luis Obispo
85
2. 0.02 foot when the straightedge is laid perpendicular to the centerline and extends from edge to edge of a
traffic lane
3. 0.02 foot when the straightedge is laid within 24 feet of a pavement conform
Pavement located within 12.5 feet of the ends of bridges, approach slabs, culverts visible on the roadway surface,
railroad crossings, at-grade intersections, and transverse surface joints with existing pavement must comply with
Mean Roughness Index and 12-foot straightedge requirements. The requirements for areas of localized roughness
do not apply to these areas.
For each 0.1-mile section, your International Roughness Index values must be within 10 percent of the
Department's International Roughness Index values. The Engineer may order you to recalibrate your inertial
profiler equipment and reprofile. If your results are inaccurate due to operator error, the Engineer may disqualify
your inertial profiler operator.
36-3.02 MATERIALS
Not Used
36-3.03 CONSTRUCTION
Notify the Engineer of the start location by station and start time at least 2 business days before each day of
profiling.
Before profiling, remove foreign objects from the pavement surface and mark the beginning and ending station on
the pavement shoulder. The stationing must be the same when profiling more than one surface.
36-3.04 PAYMENT
Not Used
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
37 BITUMINOUS SEALS
01-20-17
Replace section 37 with:
07-15-16
37 SEAL COATS
37-1 GENERAL
37-1.01 GENERAL
37-1.01A Summary
Section 37-1 includes general specifications for applying seal coats.
37-1.01B Definitions
Reserved
37-1.01C Submittals
At least 10 days before the preconstruction meeting submit a list of participants in the preconstruction meeting.
Provide each participant's name, employer, title, and role in the production and placement of the seal coats.
At least 10 days before starting seal coat activities, submit the names of the authorized laboratories for quality
control testing.
For each delivery of asphalt binder or asphaltic emulsion to the job site, submit a certificate of compliance and a
copy of the specified test results.
City of San Luis Obispo
86
For a seal coat that uses crumb rubber modifier, submit a Crumb Rubber Usage Report form monthly and at the
end of project.
37-1.01D Quality Assurance
37-1.01D(1) General
For aggregate testing, quality control laboratories must be in compliance with the Department's Independent
Assurance Program to be an authorized laboratory. Quality control personnel must be qualified under the
Department's Independent Assurance Program.
01-20-17
For emulsion testing, quality control laboratories must participate in the AASHTO re:source proficiency sample
program.
07-15-16
37-1.01D(2) Preconstruction Meeting
Hold a preconstruction meeting within 5 days before start of seal coat work at a mutually agreed time and place
with the Engineer and your:
1. Project superintendent
2. Project foreman
3. Traffic control foreman
Make arrangements for the conference facility. Preconstruction meeting participants must sign an attendance sheet
provided by the Engineer. Be prepared to discuss:
1. Quality control testing
2. Acceptance testing
3. Seal coat placement
4. Proposed application rates for asphaltic emulsion or asphalt binder and aggregate.
5. Training on placement methods
6. Checklist of items for proper placement
7. Unique issues specific to the project, including:
7.1. Weather
7.2. Alignment and geometrics
7.3. Traffic control requirements
7.4. Haul distances
7.5. Presence and absence of shaded areas
7.6. Any other local conditions
8. Contingency plan for material deliveries, equipment breakdowns, and traffic handling
9. Who in the field has authority to adjust application rates and how adjustments will be documented
10. Schedule of sweepings
37-1.02 MATERIALS
Not Used
37-1.03 CONSTRUCTION
37-1.03A General
If seal coat activities affect access to public parking, residential property, or commercial property, post signs at
100-foot intervals on the affected streets. Signs must display No Parking – Tow Away. Signs must state the dates
and hours parking or access will be restricted. Notify residents, businesses, and local agencies at least 24 hours
before starting activities. The notice must:
1. Describe the work to be performed
2. Detail streets and limits of activities
3. Indicate dates and work hours
4. Be authorized
City of San Luis Obispo
87
Asphaltic emulsion or asphalt binder for seal coats may be reheated if necessary. After loading the asphaltic
emulsion or asphalt binder into a truck for transport to the job site, do not heat asphaltic emulsion above 160
degrees F and asphalt rubber binder above 425 degrees F. During reheating, circulate or agitate the asphaltic
emulsion or asphalt binder to prevent localized overheating.
Except for fog seals, apply quick setting Grade 1 asphaltic emulsions at a temperature from 75 to 130 degrees F
and apply quick setting Grade 2 asphaltic emulsions at a temperature from 110 to 185 degrees F.
You determine the application rates for asphaltic emulsion or asphalt binder and aggregate and the Engineer
authorizes the application rates.
37-1.03B Equipment
A self-propelled distributor truck for applying asphaltic emulsion or asphalt binder must be equipped with:
1. Pressure-type system with insulated tanks with circulating unit
2. Spray bars:
2.1. With minimum length of 9 feet and full-circulating type
2.2. With full-circulating-type extensions if needed to cover a greater width
2.3. Adjustable to allow positioning at various heights above the surface to be treated
2.4. Operated by levers such that 1 or all valves may be quickly opened or closed in one operation
3. Devices and charts to provide for accurate and rapid determination and control of asphaltic emulsion or
asphalt binder quantities being applied. Include an auxiliary wheel type meter that registers:
3.1. Speed in ft/min
3.2. Trip by count
3.3. Total distance in feet
4. Distribution system:
4.1. Capable of producing a uniform application of asphaltic emulsion or asphalt binder in controlled quantities ranging
from 0.02 to 1 gal/sq yd of surface and at a pressure ranging from 25 to 75 psi
4.2. Pumps that spray asphaltic emulsion or asphalt binder within 0.02 gal/sq yd of the set rate
4.3. With a hose and nozzle for application of asphaltic emulsion to areas inaccessible to the spray bar
4.4. With pressure gauges and a thermometer for determining temperatures of the asphaltic emulsion or asphalt binder
You may use cab-controlled valves for the application of asphaltic emulsion or asphalt binder. The valves
controlling the flow from nozzles must act positively to provide a uniform unbroken application of asphaltic
emulsion or asphalt binder.
Maintain distributor and storage tanks at all times to prevent dripping.
37-1.04 PAYMENT
Not Used
37-2 CHIP SEALS
37-2.01 GENERAL
37-2.01A General
37-2.01A(1) Summary
Section 37-2.01 includes general specifications for applying chip seals.
37-2.01A(2) Definitions
Reserved
37-2.01A(3) Submittals
At least 15 days before starting placement of chip seal, submit:
1. Samples for:
1.1. Asphaltic emulsion chip seal, two 1-quart wide mouth plastic containers with screw top lid of asphaltic emulsion
1.2. Polymer modified asphaltic emulsion chip seal, two 1-quart wide mouth plastic containers with screw top lid of
polymer modified asphaltic emulsion
1.3. Asphalt rubber binder chip seal, two 1-quart cans of base asphalt binder
1.4. Asphalt rubber binder chip seal, five 1-quart cans of asphalt rubber binder
City of San Luis Obispo
88
2. Asphaltic emulsion, polymer modified asphaltic emulsion, asphalt binder or asphalt rubber binder data as
follows:
2.1. Supplier and Type/Grade of asphaltic emulsion or asphalt binder
2.2. Type of modifier used including polymer or crumb rubber or both
2.3. Percent of crumb rubber, if used as modifier
2.4. Copy of the specified test results for asphaltic emulsion or asphalt binder
3. 50 lb of uncoated aggregate
4. Aggregate test results for the following:
4.1. Gradation
4.2. Los Angeles Rattler
4.3. Percent of crushed particles
4.4. Flat and elongated particles
4.5. Film stripping
4.6. Cleanness value
4.7. Durability
5. Vialit test results
Submit quality control test results for the quality characteristics within the reporting times allowance after
sampling shown in the following table:
Quality Control Test Result Reporting
Quality characteristic Maximum reporting time allowance
Los Angeles Rattler loss (max, %) 48 hours
Percent of crushed particles (min, %) 48 hours
Flat and elongated particles (max by weight at
3:1, %) 48 hours
Film stripping (max, %) 48 hours
Durability (min) 48 hours
Gradation (percentage passing) 24 hours
Cleanness value (min) 24 hours
Asphaltic emulsion spread rate (gal/sq yd) 24 hours
Within 3 days after taking asphaltic emulsion or asphalt binder quality control samples, submit the authorized
laboratory's test results.
37-2.01A(4) Quality Assurance
37-2.01A(4)(a) General
Reserved
37-2.01A(4)(b) Quality Control
37-2.01A(4)(b)(i) General
Reserved
37-2.01A(4)(b)(ii) Aggregate
All tests must be performed on uncoated aggregate except for film stripping which must be performed on
precoated aggregate.
For aggregate, the authorized laboratory must perform sampling and testing at the specified frequency and
location for the following quality characteristics:
City of San Luis Obispo
89
Aggregate Quality Control Requirements
Quality characteristic Test method Minimum
sampling
and testing
frequency
Location of
sampling
Los Angeles Rattler loss (max, %)
At 100 revolutions
At 500 revolutions
California Test
211
1st day of
production
See California
Test 125
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
AASHTO T 335 1st day of
production
See California
Test 125
Flat and elongated particles (max by weight
at 3:1, %)
ASTM D4791 1st day of
production
See California
Test 125
Film stripping (max, %) California Test
302
1st day of
production
See California
Test 125
Durability (min) California Test
229
1st day of
production
See California
Test 125
Gradation (% passing) California Test
202 2 per day See California
Test 125
Cleanness value (min) California Test
227 2 per day See California
Test 125
37-2.01A(4)(b)(iii) Chip Seals
For a chip seal, the authorized laboratory must perform sampling and testing at the specified frequency and
location for the following quality characteristics:
Chip Seal Quality Control Requirements
Quality characteristic Test method Minimum sampling and
testing frequency
Location of
sampling
Asphaltic emulsion binder spread
rate (gal/sq yd)
California Test
339
1 per day per
distributor truck Pavement surface
37-2.01A(4)(c) Department Acceptance
Department Acceptance shall not apply to identified areas where the existing surfacing before application of chip
seal, contains defective areas as determined by the Engineer and Contractor. At least 7 days before starting
placement of the chip seal, the Contractor shall submit a written list of existing defective areas, identifying the
lane direction, lane number, starting and ending highway post mile locations, and defect type. The Engineer must
agree on which of the identified areas are defective.
Defective areas are defined as one of the following:
1. Areas with wheel path rutting in excess of 3/8 inch when measured by placing a straightedge 12 feet long on
the finished surface perpendicular to the center line and measuring the vertical distance between the finished
surface and the lower edge of the straightedge
2. Areas exhibiting flushing
For a chip seal, acceptance is based on visual inspection for the following:
1. Uniform surface texture
2. Raveling, which consists of the separation of the aggregate from the asphaltic emulsion or asphalt binder
3. Flushing, which consists of the occurrence of a film of asphaltic material on the surface of the chip seal.
City of San Luis Obispo
90
4. Streaking, which consists of alternating longitudinal bands of asphaltic emulsion or asphalt binder without
uniform aggregate retention, approximately parallel with the lane line.
Areas of raveling, flushing or streaking that are greater than 0.5 sq ft shall be considered defective and must be
repaired.
Raveling and streaking must be repaired by placing an additional layer of chip seal over the defective area.
For asphaltic emulsion or asphalt binder, acceptance is based on the Department’s sampling and testing for
compliance with the requirements for the quality characteristics specified.
For aggregate, acceptance is based on the Department’s sampling and testing for compliance with the
requirements shown in the following table:
Chip Seal Aggregate Acceptance Criteria
Quality characteristic Test method Requirements
Los Angeles Rattler loss (max, %)
At 100 revolutions
At 500 revolutions
California Test 211
10
40
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
AASHTO T 335
95
90
70
Flat and elongated particles (max by weight at
3:1, %)
ASTM D4791 10
Film stripping (max, %) California Test 302 25
Durability (min) California Test 229 52
Gradation (% passing by weight) California Test 202 Aggregate Gradation
table shown under
Materials for the chip
seal type specified.
Cleanness value (min) California Test 227 80
If test results for the aggregate gradation do not comply with specifications, you may remove the chip seal
represented by these tests or request that it remain in place with a payment deduction. The deduction is $1.75 per
ton for the aggregate represented by the test results.
If test results for aggregate cleanness value do not comply with the specifications, you may remove the chip seal
represented by these tests or you may request that the chip seal remain in place with a pay deduction
corresponding to the cleanness value shown in the following table:
Chip Seal Cleanness Value Deductions
Cleanness value Deduction
80 or over None
79 $2.00 /ton
77–78 $4.00 /ton
75–76 $6.00 /ton
If the aggregate cleanness value is less than 75, remove the chip seal.
37-2.01B Materials
37-2.01B(1) General
Reserved
37-2.01B(2) Asphaltic Emulsions and Asphalt Binders
Reserved
City of San Luis Obispo
91
37-2.01B(3) Aggregate
37-2.01B(3)(a) General
Aggregate must be broken stone, crushed gravel, or both.
Aggregate must comply with the requirements shown in the following table:
Chip Seal Aggregate Requirements
Quality characteristic Test method Requirements
Los Angeles Rattler loss (max, %)
At 100 revolutions
At 500 revolutions
California Test 211
10
40
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
AASHTO T 335
95
90
70
Flat and elongated particles (max by weight at
3:1, %)
ASTM D4791 10
Film stripping (max, %) California Test 302 25
Durability (min) California Test 229 52
Gradation (% passing by weight) California Test 202 Aggregate Gradation
table shown under
Materials for the chip
seal type specified.
Cleanness value (min) California Test 227 80
The authorized laboratory must conduct the Vialit test using the proposed asphaltic emulsion or asphalt binder
and aggregate for compliance with the requirements shown in the following table:
Chip Retention Requirements
Quality characteristic Test method Requirement
Chip retention (%) Vialit test method for aggregate in chip seals,
French chip (Modified)a 95
aThe asphaltic emulsion or asphalt binder must be within the field placement
temperature range and application rate during specimen preparation. For asphalt binder
cure the specimen for first 2 hours at 100 °F.
37-2.01B(3)(b) Precoated Aggregate
Precoating of aggregate must be performed at a central mixing plant. The plant must be authorized under the
Department's MPQP.
When precoating aggregate, do not recombine fine materials collected in dust control systems.
Precoated aggregate must be preheated from 260 to 325 degrees F. Coat with any of the asphalts specified in the
table titled "Performance Graded Asphalt Binder" in section 92. The asphalt must be from 0.5 to 1.0 percent by
weight of dry aggregate. You determine the exact asphalt rate for precoating of aggregate.
Do not stockpile precoated aggregate.
37-2.01C Construction
37-2.01C(1) General
For chip seals on 2-lane, 2-way roadways, place a W8-7 (LOOSE GRAVEL) sign and a W13-1 (35) plaque at
2,000-foot maximum intervals along each side of the traveled way where aggregate is spread on a traffic lane and
at public roads or streets entering the chip seal area. Place the 1st W8-7 sign in each direction where traffic first
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encounters the loose aggregate, regardless of which lane the aggregate is spread on. A W13-1 (35) plaque is not
required where the posted speed limit is less than 40 mph.
For chip seals on freeways, expressways, and multilane conventional highways, place a W8-7, (LOOSE
GRAVEL) sign and a W13-1 (35) plaque at 2,000-foot maximum intervals along the outside edge of the traveled
way nearest to the lane worked on, at on ramps, and at public roads or streets entering the chip seal area. Place the
1st W8-7 sign where the aggregate starts with respect to the direction of travel on that lane. A W13-1 (35) plaque
is not required where the posted speed limit is less than 40 mph.
Pilot cars must have cellular or radio contact with other pilot cars and personnel in the work zone. The maximum
speed of the pilot cars convoying or controlling traffic through the traffic control zone must be 15 mph on 2-lane,
two-way highways and 25 mph on multilane divided and undivided highways. Pilot cars must only use traffic
lanes open to traffic.
On the days that closures are not allowed, you may use a moving closure to maintain the seal coat surface. The
moving closure is only allowed during daylight hours when traffic will be the least inconvenienced and delayed.
The Engineer determines the hours for the moving closure.
Maintain signs in place at each location until the final sweeping of the chip seal surface for that location is
complete. Signs may be set on temporary portable supports with the W13-1 sign below the W8-7 sign or on
barricades with the W13-1 sign alternating with the W8-7 sign.
Schedule chip seal activities so that the chip seals are placed on both lanes of the traveled way each work shift.
If traffic is routed over a surface where a chip seal application is intended, the chip seal must not be applied to
more than half the width of the traveled way at a time, and the remaining width must be kept free of obstructions
and open to traffic until the previously applied width is ready for traffic use.
Wherever maintenance sweeping of the chip seal surface is complete, place permanent traffic stripes and
pavement markings within 10 days.
If you fail to place the permanent traffic stripes and pavement markings within the specified time, the Department
withholds 50 percent of the estimated value of the chip seal work completed that has not received permanent
traffic stripes and pavement markings.
37-2.01C(2) Equipment
Equipment for chip seals must include and comply with the following:
1. Aggregate haul trucks must have:
1.1. Tailgate that discharge aggregate
1.2. Device to lock onto the rear aggregate spreader hitch
1.3. Dump bed that will not push down on the spreader when fully raised
1.4. Dump bed that will not spill aggregate on the roadway when transferred to the spreader hopper
1.5. Tarpaulin to cover precoated aggregate when haul distance exceeds 30 minutes or ambient temperature is less than 65
degrees F
2. Self-propelled aggregate spreaders must have:
2.1. Aggregate hopper in the rear
2.2. Belt conveyor that carries the aggregate to the front
2.3. Spreading hopper capable of providing a uniform aggregate spread rate over the entire width of the traffic lane in 1
application.
3. Self-propelled power brooms must:
3.1. Not be steel-tined brooms on emulsion chip seals
3.2. Be capable of removing loose aggregate adjacent to barriers that prevent aggregate from being swept off the roadway,
including curbs, gutters, dikes, berms, and railings
4. Pneumatic or foam filled rubber tired rollers must:
4.1. Be an oscillating type at least 4 feet wide
4.2. Be self-propelled and reversible
4.3. Have tires of equal size, diameter, type, and ply
4.4. Carry at least 3,000 lbs of load on each wheel
4.5 Have tires with an air pressure of 100 ± 5 psi or be foam filled
37-2.01C(3) Surface Preparation
Before applying chip seals, cover manholes, valve and monument covers, grates, or other exposed facilities
located within the area of application, using a plastic or oil resistant construction paper secured by tape or
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adhesive to the facility being covered. Reference the covered facilities with enough control points to relocate the
facilities after the application of the chip seal.
Immediately before applying chip seals, clean the surface to receive a chip seal by removing any extraneous
material affecting adhesion of the chip seal with the existing surface and drying. Use self-propelled power brooms
to clean the existing pavement.
37-2.01C(4) Placement
37-2.01C(4)(a) General
Schedule the operations so that chip seals are placed on both lanes of the traveled way each work shift. At the end
of the work shift, the end of the chip seals on both lanes must generally match.
37-2.01C(4)(b) Applying Asphaltic Emulsions or Asphalt Binders
Prevent spraying on existing pavement not intended for chip seals or on previously applied chip seals using a
material such as building paper. Remove the material after use.
Align longitudinal joints between chip seal applications with designated traffic lanes.
For asphaltic emulsion or asphalt binder, overlap longitudinal joints by not more than 4 inches. You may overlap
longitudinal joints up to 8 inches if authorized.
For areas not accessible to a truck distributor bar apply:
1. Asphaltic emulsions by hand spraying
2. Asphalt binders with a squeegee or other authorized means
You may overlap the asphaltic emulsion or asphalt binder applications before the application of aggregate at
longitudinal joints.
Do not apply the asphaltic emulsion or asphalt binder unless there is sufficient aggregate at the job site to cover
the asphaltic emulsion or asphalt binder.
Discontinue application of asphaltic emulsion or asphalt binder early enough to comply with lane closure
requirements. Apply to 1 lane at a time and cover the lane width entirely in 1 operation.
37-2.01C(4)(c) Spreading Aggregates
37-2.01C(4)(c)(i) General
Prevent vehicles from driving on asphaltic emulsion or asphalt binder before spreading aggregate.
Spread aggregate within 10 percent of your determined rate.
Spread aggregate at a uniform rate over the full lane width in 1 application. Apply to 1 lane at a time.
Sweep excess aggregate at joints before spreading adjacent aggregate.
Operate the spreader at speeds slow enough to prevent aggregate from rolling over after dropping.
If the spreader is not moving, aggregate must not drop. If you stop spreading and aggregate drops, remove the
excess aggregate before resuming activities.
37-2.01C(4)(c)(ii) Precoated Aggregate Application
During transit, cover precoated aggregate with tarpaulins if the ambient air temperature is below 65 degrees F or
the haul time exceeds 30 minutes.
When applied, precoated aggregate must be from 225 to 325 degrees F.
37-2.01C(4)(d) Finishing
37-2.01C(4)(d)(i) General
Remove piles, ridges, or unevenly distributed aggregate. Repair permanent ridges, bumps, streaks or depressions
in the finished surface. Spread additional aggregate and roll if aggregate is picked up by rollers or vehicles.
Chip seal joints between adjacent applications of a chip seal must be smooth, straight, uniform, and completely
covered.
A coverage is 1 roller movement over the entire width of lane. A pass is 1 roller movement parallel to the chip
seal application in either direction. Overlapping passes are part of the coverage being made and are not part of a
subsequent coverage. Do not start a new coverage until completing the previous coverage.
Before opening to traffic, finish the chip seals in the following sequence:
1. Perform initial rolling consisting of 1 coverage with a pneumatic-tired roller
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94
2. Perform final rolling consisting of 2 coverages with a pneumatic-tired roller
3. Sweep excess aggregate from the roadway and adjacent abutting areas
4. Apply a flush coat if specified
5. Remove covers from the facilities
37-2.01C(4)(d)(ii) Traffic Control With Pilot Car
For 2-lane 2-way roadways under 1-way traffic control, upon completion of final rolling, traffic must be
controlled with pilot cars and routed over the new chip seal for a period of 2 to 4 hours before opening the lane to
traffic not controlled with pilot cars.
For multilane roadways, when traffic is controlled with pilot cars, a maximum of 1 lane in the direction of travel
must be open to traffic. Traffic must be controlled with pilot cars and be routed on the new chip seal surface of the
lane for a minimum of 2 hours after completion of the initial sweeping and before opening the lane to traffic not
controlled with pilot cars. Once traffic controlled with pilot cars is routed over the chip seal at a particular
location, continuous control must be maintained at that location until the chip seal placement and sweeping on
adjacent lanes to receive a chip seal is completed.
37-2.01C(4)(d)(iii) Sweeping
Sweeping must be performed after the chip seal has set and there is no damage or dislodging of aggregate from
the chip seal surface. As a minimum, sweeping is required at the following times:
1. On 2-lane 2-way roadways, from 2 to 4 hours after traffic, controlled with pilot cars, has been routed on the
chip seal
2. On multilane roadways, from 2 to 4 hours after aggregate have been placed
3. In addition to previous sweeping, perform final sweeping immediately before opening any lane to public traffic,
not controlled with pilot cars
37-2.01C(4)(d)(iv) Excess Aggregate
Dispose of excess aggregate. If ordered, salvaging and stockpiling of excess aggregate is change order work.
37-2.01C(4)(e) Chip Seal Maintenance
Perform sweeping on the morning following the application of aggregate on any lane that has been open to traffic
not controlled with pilot cars and before starting any other activities.
Chip seal surfaces must be maintained for 4 consecutive days from the day aggregate is applied. Maintenance
must include sweeping to maintain a surface free of loose aggregate and to prevent formation of corrugations.
Sweeping must not dislodge aggregate set in asphaltic emulsion or asphalt binder.
After 4 consecutive days, excess aggregate must be removed from the paved areas.
37-2.01D Payment
If there is no bid item for traffic control system, furnishing and using a pilot car is included in the various items of
the work involved in applying the chip seal.
The payment quantity for precoated aggregate is the weight measured after the aggregate is preheated and
precoated with asphalt binder.
If recorded batch weights are printed automatically, the payment quantity for aggregate is the weight determined
from the printed batch weights if:
1. Total weight for the precoated aggregate per batch is printed
2. Total asphalt binder weight per batch is printed
3. Zero tolerance weight is printed before weighing the first batch and after weighing the last batch for each
truckload
4. Time, date, mix number, load number, and truck identification are correlated with a load slip
5. Copy of the recorded batch weights is certified by a licensed weighmaster
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37-2.02 ASPHALTIC EMULSION CHIP SEALS
37-2.02A General
37-2.02A(1) Summary
Section 37-2.02 includes specifications for applying asphaltic emulsion chip seals. An asphaltic emulsion chip
seal includes applying an asphaltic emulsion, followed by aggregate, and then a flush coat.
A double asphaltic emulsion chip seal is the application of an asphaltic emulsion followed by aggregate, applied
twice in sequence and then a flush coat.
37-2.02A(2) Definitions
Reserved
37-2.02A(3) Submittals
Immediately after sampling, submit two 1-quart plastic containers of asphaltic emulsion taken in the presence of
the Engineer. Samples must be submitted in insulated shipping container.
37-2.02A(4) Quality Assurance
37-2.02A(4)(a) General
Reserved
37-2.02A(4)(b) Quality Control
37-2.02A(4)(b)(i) General
Reserved
37-2.02A(4)(b)(ii) Asphaltic Emulsions
Circulate asphaltic emulsion in the distributor truck before sampling. Take samples from the distributor truck at
mid load or from a sampling tap or thief. Before taking samples, draw and dispose of 1 gallon. In the presence of
the Engineer, take two 1-quart samples in a plastic container with lined sealed lid for acceptance testing.
For asphaltic emulsion, the authorized laboratory must perform quality control sampling and testing at the
specified frequency and location for the following quality characteristics:
Asphaltic Emulsion
Quality characteristic Test method Minimum sampling and
testing frequency
Sampling location
Saybolt Furol Viscosity, at 25
oC (Saybolt Furol seconds)
AASHTO T 59 Minimum 1 per day per
delivery truck Distributor truck Sieve Test (%)
Storage stability, 1 day (%)
Residue by distillation (%)
Particle chargea
Tests on Residue from Distillation Test:
Penetration, 25 oC AASHTO T 49 Minimum 1 per day per
delivery truck Distributor truck Ductility AASHTO T 51
Solubility in trichloroethylene AASHTO T 44
aIf the result of the particle charge is inconclusive, the asphaltic emulsion must be tested for
pH under ASTM E70. Grade QS1h asphaltic emulsion must have a minimum pH of 7.3.
Grade CQS1h asphaltic emulsion must have a maximum pH of 6.7.
37-2.02A(4)(c) Department Acceptance
Aggregate acceptance is based on the Department’s sampling and testing for compliance with the requirements
shown in the following table:
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Aggregate Gradation Acceptance Criteria
Quality characteristic Test method Requirement
Gradation (% passing by
weight)
Sieve size:
California Test 202
3/8" 5/16" 1/4"
3/4" -- -- --
1/2" 100 -- --
3/8" 85–100 100 100
No. 4 0–15 0–50 60–85
No. 8 0–5 0–15 0–25
No. 16 -- 0–5 0–5
No. 30 -- 0–3 0–3
No. 200 0–2 0–2 0–2
37-2.02B Materials
37-2.02B(1) General
Reserved
37-2.02B(2) Asphaltic Emulsions
Reserved
37-2.02B(3) Aggregate
Aggregate gradation for an asphaltic emulsion chip seal must comply with the requirements shown in the
following table:
Asphaltic Emulsion Chip Seal Aggregate Gradation
Quality characteristic Test method Requirement
Gradation (% passing by
weight)
Sieve size:
California Test
202
3/8" 5/16" 1/4"
3/4" -- -- --
1/2" 100 -- --
3/8" 85–100 100 100
No. 4 0–15 0–50 60–85
No. 8 0–5 0–15 0–25
No. 16 -- 0–5 0–5
No. 30 -- 0–3 0–3
No. 200 0–2 0–2 0–2
37-2.02C Construction
37-2.02C(1) General
Reserved
37-2.02C(2) Asphaltic Emulsions
Asphaltic emulsions must be applied within the application rate ranges shown in the following table:
Asphaltic Emulsion Application Rates
Aggregate gradation Application rate range
(gal/sq yd)
3/8" 0.30–0.45
5/16" 0.25–0.35
1/4" 0.20–0.30
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For double asphaltic emulsion chip seals, the asphaltic emulsions must be applied within the application rates
shown in the following table:
Asphaltic Emulsion Application Rates
Double chip seals Application rate range
(gal/sq yd)
1st application 0.30–0.45
2nd application 0.20–0.30
When applied, the temperature of the asphaltic emulsions must be from 130 to 180 degrees F.
Apply asphaltic emulsions when the ambient air temperature is from 65 to 110 degrees F and the pavement
surface temperature is at least 80 degrees F.
Do not apply asphaltic emulsions when weather forecasts predict the ambient air temperature will fall below 39
degrees F within 24 hours after application.
37-2.02C(3) Spreading Aggregates
Aggregate must be spread within the spread rate ranges shown in the following table:
Aggregate Spread Rates
Aggregate gradation Spread rate range
(lb/sq yd)
3/8" 20–30
5/16" 16–25
1/4" 12–20
For double asphaltic emulsion chip seals, aggregate must be spread within the spread rate ranges shown in the
following table:
Aggregate Spread Rates
Double chip seal Spread rate range
(lb/sq yd)
1st application 23–30
2nd application 12–20
Remove excess aggregate on the 1st application before the 2nd application of asphaltic emulsion.
You may stockpile aggregate for asphaltic emulsion chip seals if you prevent contamination. Aggregate must
have a damp surface at spreading. If water visibly separates from the aggregate, do not spread. You may re-
dampen aggregate in the delivery vehicle.
Spread aggregate before an asphaltic emulsion sets or breaks.
Do not spread aggregate more than 2,500 feet ahead of the completed initial rolling.
37-2.02D Payment
Not Used
37-2.03 POLYMER MODIFIED ASPHALTIC EMULSION CHIP SEALS
37-2.03A General
37-2.03A(1) Summary
Section 37-2.03 includes specifications for applying polymer modified asphaltic emulsion chip seals. A polymer
modified asphaltic emulsion chip seal includes applying a polymer modified asphaltic emulsion, followed by
aggregate, and then a flush coat.
A double polymer modified asphaltic emulsion chip seal is the application of a polymer modified asphaltic
emulsion followed by aggregate, applied twice in sequence and then a flush coat.
37-2.03A(2) Definitions
Reserved
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37-2.03A(3) Submittals
Immediately after sampling, submit two 1-quart cans of polymer modified asphaltic emulsion taken in the
presence of the Engineer. A sample must be submitted in an insulated shipping container.
37-2.03A(4) Quality Assurance
37-2.03A(4)(a) General
Reserved
37-2.03A(4)(b) Quality Control
37-2.03A(4)(b)(i) General
Reserved
37-2.03A(4)(b)(ii) Polymer Modified Asphaltic Emulsions
Circulate polymer modified asphaltic emulsions in the distributor truck before sampling. Take samples from the
distributor truck at mid load or from a sampling tap or thief. Before taking samples, draw and dispose of 1 gallon.
In the presence of the Engineer, take two 1-quart samples for acceptance testing.
For polymer modified asphaltic emulsions, the authorized laboratory must perform quality control sampling and
testing at the specified frequency and location for the following quality characteristics:
Polymer Modified Asphaltic Emulsion
Quality characteristic Test method
Minimum
sampling and
testing
frequency
Sampling
location
Saybolt Furol Viscosity, at 50 °C (Saybolt Furol
seconds)
AASHTO T 59 Minimum 1 per
day per delivery
truck
Distributor
truck
Settlement, 5 days (max, %)
Storage stability test, 1 day (max, %)
Sieve test (max, %)
Demulsibility (min, %)
Particle charge
Ash content (max, %) ASTM D3723
Residue by evaporation (min, %) California Test 331
Tests on residue from evaporation test:
Penetration, 25 °C AASHTO T 49
Minimum 1 per
day per delivery
truck
Distributor
truck
Penetration, 4 °C, 200g for 60 seconds AASHTO T 49
Ductility, 25 °C (min, mm) AASHTO T 51
Torsional recovery (min, %) California Test 332
Ring and Ball Softening Point (min, °F) AASHTO T 53
37-2.03A(4)(c) Department Acceptance
Aggregate acceptance is based on the Department’s sampling and testing for compliance with the requirements
shown in the following table:
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Aggregate Gradation Acceptance Criteria
Quality characteristic Test method Requirement
Gradation (% passing by
weight)
Sieve size:
California Test
202
3/8" 5/16" 1/4"
3/4" -- -- --
1/2" 100 -- --
3/8" 85–100 100 100
No. 4 0–15 0–50 60–85
No. 8 0–5 0–15 0–25
No. 16 -- 0–5 0–5
No. 30 -- 0–3 0–3
No. 200 0–2 0–2 0–2
37-2.03B Materials
37-2.03B(1) General
Reserved
37-2.03B(2) Polymer Modified Asphaltic Emulsions
A polymer modified asphaltic emulsion must include elastomeric polymer.
A polymer modified asphaltic emulsion must be Grade PMRS2, PMRS2h, PMCRS2, or PMCRS2h. Polymer
content in percent by weight does not apply.
A polymer modified asphaltic emulsion must comply with section 94 and the quality characteristic requirements
in the following table:
Polymeric Asphaltic Emulsion
Quality characteristic Test method Requirement
Penetration, 4 °C, 200g for 60 seconds
(min) AASHTO T 49 6
Ring and Ball Softening Point (min, °F) AASHTO T 53 135
37-2.03B(3) Aggregate
The aggregate gradation for a polymer modified asphaltic emulsion chip seal must comply with the requirements
shown in the following table:
Asphaltic Emulsion Chip Seal Aggregate Gradation
Quality characteristic Test method Requirement
Gradation (%
passing by weight)
Sieve Size
California Test
202
3/8" 5/16" 1/4"
3/4" -- -- --
1/2" 100 -- --
3/8" 85–100 100 100
No. 4 0–15 0–50 60–85
No. 8 0–5 0–15 0–25
No. 16 -- 0–5 0–5
No. 30 -- 0–3 0–3
No. 200 0–2 0–2 0–2
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37-2.03C Construction
Polymer modified asphaltic emulsions must be applied within the application rate ranges shown in the following
table:
Polymer Modified Asphaltic Emulsion Application Rates
Aggregate gradation Application rate range
(gal/sq yd)
3/8" 0.30–0.45
5/16" 0.25–0.35
1/4" 0.20–0.30
For double polymer modified asphaltic emulsion chip seals, polymer modified asphaltic emulsions must be
applied within the application rates shown in the following table:
Polymer Modified Asphaltic Emulsion Application Rates
Double application Application rate range
(gal/sq yd)
1st application 0.30–0.45
2nd application 0.20–0.30
Apply polymer modified asphaltic emulsions when the ambient air temperature is from 60 to 105 degrees F and
the pavement surface temperature is at least 80 degrees F.
Do not apply polymer modified asphaltic emulsions when weather forecasts predict the ambient air temperature
will fall below 39 degrees F within 24 hours after application.
Aggregate must be spread within the spread rate ranges shown in the following table:
Aggregate Spread Rates
Chip seal type Spread rate range
(lb/sq yd)
3/8" 20–30
5/16" 16–25
1/4" 12–20
For double chip seals, aggregate must be spread within spread rate ranges shown in the following table:
Aggregate Spread Rates
Double application Spread rate range
(lb/sq yd)
1st application 23–30
2nd application 12–20
Remove excess aggregate on the 1st application before the 2nd application of asphaltic emulsion.
You may stockpile aggregate for the polymer modified asphaltic emulsion chip seals if you prevent
contamination. Aggregate must have damp surfaces at spreading. If water visibly separates from the aggregate, do
not spread. You may redampen aggregate in the delivery vehicle.
Spread aggregate before the polymer modified asphaltic emulsion sets or breaks.
Do not spread aggregate more than 2,500 feet ahead of the completed initial rolling.
37-2.03D Payment
Not Used
37-2.04 ASPHALT RUBBER BINDER CHIP SEALS
37-2.04A General
37-2.04A(1) Summary
Section 37-2.04 includes specifications for applying asphalt rubber binder chip seals.
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An asphalt rubber binder chip seal consists of applying asphalt rubber binder followed by heated aggregate
precoated with asphalt binder followed by a flush coat.
37-2.04A(2) Definitions
crumb rubber modifier: Combination of ground or granulated high natural scrap tire crumb rubber and scrap tire
crumb rubber derived from waste tires described in Pub Res Code § 42703.
descending viscosity reading: Subsequent viscosity reading at least 5 percent lower than the previous viscosity
reading.
high natural scrap tire crumb rubber: Material containing 40 to 48 percent natural rubber.
scrap tire crumb rubber: Any combination of vehicle tires or tire buffing.
37-2.04A(3) Submittals
At least 5 business days before use, submit the permit issued by the local air district for asphalt rubber binder field
blending equipment and application equipment. If an air quality permit is not required by the local air district for
producing asphalt rubber binder, submit verification from the local air district that an air quality permit is not
required.
For each delivery of asphalt rubber binder ingredients to the job site, submit a certificate of compliance with a
copy of the specified test results.
Submit a certified volume or weight slip for each delivery of asphalt rubber binder ingredients and asphalt rubber
binder.
Submit a SDS for each asphalt rubber binder ingredient and the asphalt rubber binder.
At least 15 days before use, submit:
1. Samples of each asphalt rubber binder ingredient:
1.1. 2 lbs of scrap tire crumb rubber
1.2. 2 lbs of high natural scrap tire crumb rubber
1.3. Two 1-quart cans of base asphalt binder
1.4. Two 1-quart cans of asphalt modifier
2. Asphalt rubber binder formulation and data as follows:
2.1. For asphalt modifier, include:
2.1.1. Source of asphalt modifier
2.1.2. Type of asphalt modifier
2.1.3. Percentage of asphalt modifier by weight of asphalt binder
2.1.4. Percentage of combined asphalt binder and asphalt modifier by weight of asphalt rubber binder
2.1.5. Test results for the specified quality characteristics
2.2. For crumb rubber modifier, include:
2.2.1. Each source and type of scrap tire crumb rubber and high natural scrap tire crumb rubber
2.2.2. Percentage of scrap tire crumb rubber and high natural scrap tire crumb rubber by total weight of asphalt
rubber binder
2.2.3. Test results for the specified quality characteristics
2.3. For asphalt rubber binder, include minimum reaction time and temperature
Immediately after sampling, submit five 1-quart cans of asphalt rubber binder taken in the presence of the
Engineer. Sample must be submitted in insulated shipping containers.
Submit notification 15 minutes before each viscosity test or submit a schedule of testing times.
Submit the log of asphalt rubber binder descending viscosity test results within 1 business day after sampling.
Submit asphalt rubber binder quality control viscosity test results within 1 business day after sampling.
37-2.04A(4) Quality Assurance
37-2.04A(4)(a) General
The equipment used in producing asphalt rubber binder and the equipment used in spreading asphalt rubber
binder must be permitted for use or exempted by the local air district.
37-2.04A(4)(b) Quality Control
37-2.04A(4)(b)(i) General
Reserved
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37-2.04A(4)(b)(ii) Asphalt Modifiers
For asphalt modifiers, the authorized laboratory must perform quality control sampling and testing at the specified
frequency for the following quality characteristics:
Asphalt Modifier for Asphalt Rubber Binder
Quality characteristic Test method Frequency
Viscosity ASTM D445 1 per shipment Flash point ASTM D92
Molecular Analysis:
Asphaltenes ASTM D2007 1 per shipment Aromatics ASTM D2007
37-2.04A(4)(b)(iii) Crumb Rubber Modifiers
Sample and test scrap tire crumb rubber and high natural scrap tire crumb rubber separately.
Perform quality control sampling and testing at the specified frequency for the following quality characteristics:
Crumb Rubber Modifier
Quality characteristic Test method Frequency
Scrap tire crumb rubber gradation California Test 385 1 per 10,000
High natural scrap tire crumb rubber gradation California Test 385 1 per 3,400 lb
Wire in CRM California Test 385
1 per 10,000 lb Fabric in CRM California Test 385
CRM particle length --
CRM specific gravity California Test 208
Natural rubber content in high natural scrap tire crumb
rubber
ASTM D297 1 per 3,400 lb
37-2.04A(4)(b)(iv) Asphalt Rubber Binders
For asphalt rubber binders, the authorized laboratory must perform quality control sampling and testing at the
specified frequency and location for the following quality characteristics:
Asphalt Rubber Binder Quality Control Requirements
Quality characteristic Test method Sampling location Frequency
Descending viscositya at 375 °F
(Pa•s x 10-3)
ASTM D7741 Reaction vessel 1 per lotb
Viscosity at 375 °F (Pa•s x 10-3) ASTM D7741 Distribution truck 15 minutes before use
per lotb
Cone penetration at 25 °C (0.10
mm)
ASTM D217
Distribution truck 1 per lotb Resilience at 25 °C (% rebound) ASTM D5329
Softening point (°C) ASTM D36
aStart taking viscosity readings at least 45 minutes after adding crumb rubber modifier and
continue taking viscosity readings every 30 minutes until 2 consecutive descending viscosity
readings have been obtained and the final viscosity complies with the specification requirement.
bA lot is defined in the MPQP.
Retain samples from each lot. Test samples for cone penetration, resilience, and softening point for the first 3 lots
and if all 3 lots pass, the testing frequency may be reduced to once for every 3 lots.
If QC test results indicate that the asphalt rubber binder does not comply with the specifications, take corrective
action and notify the Engineer.
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37-2.04A(4)(c) Department Acceptance
37-2.04A(4)(c)(i) General
Reserved
37-2.04A(4)(c)(ii) Asphalt Modifiers
The Department accepts asphalt modifier based on compliance with the requirements shown in the following
table:
Asphalt Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Viscosity at 100 °C (m2/s x 10-6) ASTM D445 X ± 3a
Flash point (min, °C) ASTM D92 207
Molecular Analysis:
Asphaltenes (max, % by mass) ASTM D2007 0.1
Aromatics (min, % by mass) ASTM D2007 55
aThe symbol "X" is the asphalt modifier viscosity.
37-2.04A(4)(c)(iii) Crumb Rubber Modifiers
Scrap tire CRM and high natural CRM are sampled and tested separately.
The Department accepts scrap tire CRM and high natural CRM based on compliance with the requirements
shown in the following table:
Crumb Rubber Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Wire in CRM (max, %) California Test 385 0.01
Fabric in CRM (max, %) California Test 385 0.05
CRM particle length (max, in) -- 3/16
CRM specific gravity California Test 208 1.1–1.2
Natural rubber content in high natural CRM
(%)
ASTM D297 40.0–48.0
The Department accepts CRM gradation based on the requirements shown in the following table:
Crumb Rubber Modifier Gradation Requirements
Quality characteristic Test method Requirement
Gradation (% passing by
weight)
Sieve size:
California
Test 385
Scrap tire crumb rubber High natural scrap tire crumb
rubber
Operating
range
Contract
compliance
Operating
range
Contract
compliance
No. 8 100 100 -- --
No. 10 95–100 90–100 100 100
No. 16 35–85 32–88 92–100 85–100
No. 30 2–25 1–30 25–95 20–98
No. 50 0–10 0–15 6–35 2–40
No. 100 0–5 0–10 0–7 0–10
No. 200 0–2 0–5 0–3 0–5
If a test result for CRM gradation does not comply with the specifications, the Department deducts the
corresponding amount for each gradation test as shown in the following table:
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Material Gradation test resulta Deduction
Scrap tire crumb rubber Operating range < TR < Contract compliance $250
Scrap tire crumb rubber TR > Contract compliance $1,100
High natural scrap tire crumb
rubber
Operating range < TR < Contract compliance $250
High natural scrap tire crumb
rubber
TR > Contract compliance $600
aTest Result = TR
Each gradation test for scrap tire crumb rubber represents 10,000 lb or the quantity used in that day's production,
whichever is less.
Each gradation test for high natural scrap tire crumb rubber represents 3,400 lb or the quantity used in that day's
production, whichever is less.
37-2.04A(4)(c)(iv) Asphalt Rubber Binders
For Department acceptance testing, take a sample of asphalt rubber binder in the Engineer's presence every 5 lots
or once a day, whichever is greater. Each sample must be in five 1-quart cans with an open top and friction lid.
For an asphalt rubber binder, acceptance is based on the Department’s sampling and testing for compliance with
the requirements shown in the following table:
Asphalt Rubber Binder
Quality characteristic Test method Requirement
Cone penetration at 25 °C (0.10 mm) ASTM D217 25–60
Resilience at 25 °C (% rebound) ASTM D5329 18–50
Softening point (°C) ASTM D36 55–88
Viscosity at 375 °F (Pa•s x 10-3)a ASTM D7741 1,500–2,500
aPrepare sample for viscosity test under California Test 388.
37-2.04A(4)(c)(v) Precoated Aggregate
The Department accepts precoated aggregate based on compliance with the requirements shown in the following
table:
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Precoated Aggregate Gradation Acceptance Criteria
Quality Characteristic Test method Requirement
1/2" gradation (% passing by
weight)
Sieve size:
3/4"
1/2"
3/8"
No. 4
No. 8
No. 200
California Test 202
100
85–90
0–30
0–5
--
0–1
3/8" gradation (% passing by
weight)
Sieve size:
3/4"
1/2"
3/8"
No. 4
No. 8
No. 200
California Test 202
100
95–100
70–85
0–15
0–5
0–1
37-2.04B Materials
37-2.04B(1) General
Reserved
37-2.04B(2) Asphalt Binders
Asphalt binder used as the base binder for asphalt rubber binder must comply with the specifications for asphalt
binder. Do not modify asphalt binder with polymer.
37-2.04B(3) Asphalt Modifiers
An asphalt modifier must be a resinous, high flash point, and aromatic hydrocarbon. An asphalt modifier must
comply with the requirements shown in the following table:
Asphalt Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Viscosity at 100 °C (m2/s x 10-6) ASTM D445 X ± 3a
Flash point (min, CL.O.C., °C) ASTM D92 207
Molecular analysis:
Asphaltenes by mass (max, %) ASTM D2007 0.1
Aromatics by mass (min, %) ASTM D2007 55
aX denotes the proposed asphalt modifier viscosity from 19 to 36. A change in X requires a new
asphalt rubber binder submittal.
37-2.04B(4) Crumb Rubber Modifiers
The CRM to be used must be on the Authorized Materials List for crumb rubber modifier.
The CRM must be ground or granulated at ambient temperature.
Scrap tire crumb rubber and high natural scrap tire crumb rubber must be delivered to the asphalt rubber binder
production site in separate bags.
Steel and fiber must be separated. If steel and fiber are cryogenically separated, it must occur before grinding and
granulating. Cryogenically-produced CRM particles must be large enough to be ground or granulated.
The CRM must be dry, free-flowing particles that do not stick together. A maximum of 3 percent calcium
carbonate or talc by weight of CRM may be added. The CRM must not cause foaming when combined with the
asphalt binder and asphalt modifier.
The CRM must comply with the requirements shown in the following table:
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Crumb Rubber Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Wire in CRM (max, %) California Test 385 0.01
Fabric in CRM (max, %) California Test 385 0.05
CRM particle length (max, in) -- 3/16
CRM specific gravity California Test 208 1.1–1.2
The CRM must comply with the requirements shown in the following table:
Crumb Rubber Modifier Requirements
Quality characteristic Test method
Requirement
Scrap tire crumb rubber High natural scrap tire
crumb rubber
Acetone extract (%)
ASTM D297
6.0–16.0 4.0–16.0
Rubber hydrocarbon (min, %) 42.0–65.0 50.0
Natural rubber content (%) 22.0–39.0 40.0–48.0
Carbon black content (%) 28.0–38.0 --
Ash content (max, %) 8.0 --
Scrap tire crumb rubber gradation must comply with the gradation requirements shown in the following table:
Scrap Tire Crumb Rubber Gradation
Quality characteristic Test
method
Requirement
Gradation (% passing
by weight)
Sieve size:
California
Test 385
Gradation limit Operating range Contract
compliance
No. 8 100 100 100
No. 10 98–100 95–100 90–100
No. 16 45–75 35–85 32–88
No. 30 2–20 2–25 1–30
No. 50 0–6 0–10 0–15
No. 100 0–2 0–5 0–10
No. 200 0 0–2 0–5
High natural scrap tire crumb rubber gradation must comply with the gradation requirements shown in the
following table:
High Natural Scrap Tire Crumb Rubber Gradation
Quality characteristic Test
method
Requirement
Gradation (% passing
by weight)
Sieve size:
California
Test 385
Gradation limit Operating range Contract
compliance
No. 10 100 100 100
No. 16 95–100 92–100 85–100
No. 30 35–85 25–95 20–98
No. 50 10–30 6–35 2–40
No. 100 0–4 0–7 0–10
No. 200 0–1 0–3 0–5
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37-2.04B(5) Asphalt Rubber Binders
An asphalt rubber binder must be a combination of:
1. Asphalt binder
2. Asphalt modifier
3. Crumb rubber modifier
Asphalt rubber binder blending equipment must be authorized under the Department's MPQP.
The blending equipment must allow the determination of weight percentages of each asphalt rubber binder
ingredient.
An asphalt rubber binder must be 79 ± 1 percent by weight asphalt binder and 21 ± 1 percent by weight of CRM.
The minimum percentage of CRM must be 20.0 percent and lower values must not be rounded up.
The CRM must be 75 ± 2 percent by weight scrap tire crumb rubber and 25 ± 2 percent by weight high natural
scrap tire crumb rubber.
An asphalt modifier and asphalt binder must be blended at the production site. An asphalt modifier must be from
2.5 to 6.0 percent by weight of the asphalt binder in the asphalt rubber binder. The asphalt rubber binder supplier
determines the exact percentage.
If blended before adding CRM, the asphalt binder must be from 375 to 440 degrees F when an asphalt modifier is
added and the mixture must circulate for at least 20 minutes. An asphalt binder, asphalt modifier, and CRM may
be proportioned and combined simultaneously.
The blend of an asphalt binder and an asphalt modifier must be combined with the CRM at the asphalt rubber
binder production site. The asphalt binder and asphalt modifier blend must be from 375 to 440 degrees F when the
CRM is added. Combined ingredients must be allowed to react at least 45 minutes at temperatures from 375 to
425 degrees F except the temperature must be at least 10 degrees F below the flash point of the asphalt rubber
binder.
After reacting, the asphalt rubber binder must comply with the requirements shown in the following table:
Asphalt Rubber Binder
Quality characteristic Test method Requirement
Cone penetration at 25 °C (0.10 mm) ASTM D217 25–60
Resilience at 25 °C (% rebound) ASTM D5329 18–50
Softening point (°C) ASTM D36 55–88
Viscosity at 375 °F (Pa•s x 10-3)a ASTM D7741 1,500–2,500
aPrepare sample for viscosity test under California Test 388.
Maintain asphalt rubber binder at a temperature from 375 to 415 degrees F.
Stop heating unused asphalt rubber binder 4 hours after the 45-minute reaction period. Reheating asphalt rubber
binder that cools below 375 degrees F is a reheat cycle. Do not exceed 2 reheat cycles. If reheating, the asphalt
rubber binder must be from 375 to 415 degrees F before use.
During reheating, you may add CRM. The CRM must not exceed 10 percent by weight of the asphalt rubber
binder. Allow added CRM to react for at least 45 minutes. Reheated asphalt rubber binder must comply with the
specifications for asphalt rubber binder.
37-2.04B(6) Precoated Aggregate
Before precoating with asphalt binder, aggregate for an asphalt rubber binder chip seal must comply with the
gradation requirements shown in the following table:
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Asphalt Rubber Binder Chip Seal Aggregate Gradation
Quality characteristic Test method Requirement
Gradation (% passing by
weight)
Sieve size:
California Test
202
1/2" 3/8"
3/4" 100 100
1/2" 85–90 95–100
3/8" 0–30 70–85
No. 4 0–5 0–15
No. 8 -- 0–5
No. 200 0–1 0–1
37-2.04C Construction
37-2.04C(1) General
Reserved
37-2.04C(2) Equipment
Distributor trucks must be equipped with:
1. Mixing and heating unit
2. Observation platform on the rear of the truck for an observer on the platform to see the nozzles and unplug
them if needed
37-2.04C(3) Asphalt Rubber Binder Application
Apply the asphalt rubber binder when the ambient temperature is from 60 to 105 degrees F and the pavement
surface temperature is at least 55 degrees F.
Do not apply the asphalt rubber binder unless enough aggregate is available at the job site to cover the asphalt
rubber binder within 2 minutes. Intersections, turn lanes, gore points, and irregular areas must be covered within
15 minutes.
Do not apply asphalt rubber binder when pavement is damp or during high wind conditions. If authorized, you
may adjust the distributor bar height and distribution speed and use shielding equipment during high wind
conditions.
When applied, the temperature of the asphalt rubber binder must be from 385 to 415 degrees F.
Apply the asphalt rubber binder at a rate from 0.55 to 0.65 gal/sq yd. You may reduce the application rate by
0.050 gal/sq yd in the wheel paths.
37-2.04C(4) Precoated Aggregate Spreading
Spread aggregate at a rate from 28 to 40 lb/sq yd. Do not spread aggregate more than 200 feet ahead of the
completed initial rolling.
37-2.04C(5) Rolling and Sweeping
Perform initial rolling within 90 seconds of spreading aggregate. If authorized for final rolling, you may use a
steel-wheeled roller weighing from 8 to 10 tons in static mode only.
Perform a final sweeping before Contract acceptance. The final sweeping must not dislodge aggregate.
37-2.04D Payment
Asphalt rubber binder is measured as specified for asphalt binder.
37-2.05 STRESS ABSORBING MEMBRANE INTERLAYERS
37-2.05A General
Section 37-2.05 includes specifications for placing stress absorbing membrane interlayers (SAMI).
Comply with section 37-2.04 except a flush coat is not required.
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Traffic must not be allowed on a SAMI.
37-2.05B Materials
For a SAMI, aggregate must comply with the 3/8-inch gradation.
37-2.05C Construction
If a SAMI is overlaid in the same work shift, section 37-2.01C(4)(e) does not apply.
Final sweeping is not required for a SAMI.
37-2.05D Payment
Not Used
37-2.06 MODIFIED ASPHALT BINDER CHIP SEALS
Reserved
37-2.07 SCRUB SEALS
Reserved
37-3 SLURRY SEALS AND MICRO-SURFACINGS
37-3.01 GENERAL
37-3.01A General
37-3.01A(1) Summary
Section 37-3.01 includes general specifications for applying slurry seals and micro-surfacings.
37-3.01A(2) Definitions
Reserved
37-3.01A(3) Submittals
At least 15 days before starting placement of a slurry seal or micro-surfacing, submit:
1. Samples for:
1.1. Asphaltic emulsion slurry seal, two 1-quart wide mouth plastic containers with screw top lid of asphaltic emulsion
1.2 Polymer modified asphaltic emulsion slurry seal, two 1-quart wide mouth plastic containers with screw top lid of
polymer modified asphaltic emulsion
1.3. Micro-surfacing, two 1-quart wide mouth plastic containers with screw top lid of micro-surfacing emulsion
2. Asphaltic emulsion, polymer modified asphaltic emulsion, or micro-surfacing emulsion data as follows:
2.1. Supplier and Type/Grade of asphaltic emulsion
2.2. Type of modifier polymer for polymer modified asphaltic emulsion or micro-surfacing emulsion
2.3. Copy of the specified test results for asphaltic emulsion, polymer modified asphaltic emulsion, or micro-surfacing
emulsion
3. 50 lb of aggregate
4. Aggregate test results for the followings:
4.1. Gradation
4.2. Los Angeles Rattler
4.3. Percent of crushed particles
4.4 Sand equivalent
4.5 Durability
At least 10 days before starting placement of a slurry seal or micro-surfacing, submit a laboratory report of test
results and the proposed mix design from an authorized laboratory. The authorized laboratory must sign the
laboratory report and mix design.
The report must include:
1. Test results used in the mix design compared with specification requirements
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2. Proportions based on the dry weight of aggregate, including ranges, for:
2.1. Aggregate
2.2. Water
2.3. Additives
2.4. Mineral filler
2.5. Slurry seal emulsion or micro-surfacing emulsion residual asphalt content
3. Recommended changes to the proportions based on heating the mixture to 100 degrees F and mixing for 60
seconds, if atmospheric temperatures during application will be 90 degrees F or above, for:
3.1. Water
3.2. Additives
3.3. Mineral filler
4. Quantitative moisture effects on the aggregate's unit weight determined under ASTM C29M
If the mix design consists of the same materials covered by a previous laboratory report, you may submit the
previous laboratory report that must include material testing data performed within the previous 12 months for
authorization.
If you change any of the materials in the mix design, submit a new mix design and laboratory report at least 10
days before starting slurry seal or micro-surfacing work.
Submit a certificate of compliance as specified for asphaltic emulsion in section 94-1.01C with each shipment of
asphaltic emulsion, polymer modified asphaltic emulsion or micro-surfacing emulsion.
Submit quality control test results for the quality characteristics within the reporting times allowance after
sampling shown in the following table:
Quality Control Test Reporting Requirements
Quality characteristic Maximum reporting time
allowance
Los Angeles Rattler loss (max, %) 2 business days
Percent of crushed particles (min,
%) 2 business days
Durability (min) 2 business days
Resistance of fine aggregate to
degradation by abrasion in the
Micro-Deval Apparatus (% loss by
weight)
2 business days
Gradation (% passing by weight) 48 hours
Sand equivalent (min) 48 hours
Moisture content (%) 48 hours
Within 3 days after taking asphaltic emulsion, polymer modified asphaltic emulsion or micro-surfacing emulsion
quality control samples, submit the authorized laboratory's test results.
37-3.01A(4) Quality Assurance
37-3.01A(4)(a) General
Your authorized laboratory must be able to perform International Slurry Surfacing Association tests and mix
design.
37-3.01A(4)(b) Quality Control
37-3.01A(4)(b)(i) General
Reserved
37-3.01A(4)(b)(ii) Aggregate
For aggregate, the authorized laboratory must perform sampling and testing at the specified frequency and
location for the following quality characteristics:
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Aggregate Quality Control
Quality characteristic Test method Minimum
sampling and
testing frequency
Location of
sampling
Los Angeles Rattler loss (max, %)
At 500 revolutions California Test 211 1st day of
production
See California
Test 125
Percent of crushed particles (min,
%)
AASHTO T 335 1st day of
production
See California
Test 125
Sand equivalent (min)
California Test 217 1 per working
stockpile per day See California
Test 125
Resistance of fine aggregate to
degradation by abrasion in
the Micro-Deval Apparatus (%
loss by weight)
ASTM D7428
1 per working
stockpile per day
See California
Test 125
Gradation (% passing by weight) California Test 202 1 per working
stockpile per day
See California
Test 125
Moisture content, from field
stockpile (%)
AASHTO T 255a 1 per working
stockpile per day
See California
Test 125
aTest aggregate moisture at field stockpile every 2 hours if you are unable to maintain the
moisture content to within a maximum daily variation of ±0.5 percent.
37-3.01A(4)(b)(iii) Slurry Seals and Micro-surfacings
Reserved
37-3.01A(4)(c) Department Acceptance
Slurry Seal and micro-surfacing acceptance is based on:
1. Visual inspection for the following:
1.1. Uniform surface texture throughout the work limits.
1.2. Marks in the surface:
1.2.1. Up to 4 marks in the completed slurry seal or micro-surfacing surface that are up to 1 inch wide and up to 6
inches long per 1000 square feet of slurry seal or micro-surfacing placed.
1.2.2. No marks in the completed slurry seal or micro-surfacing surface that are over 1 inch wide or 6 inches long.
1.3. Excessive raveling consisting of the separation of the aggregate from the asphaltic emulsion, polymer modified
asphaltic emulsion or micro-surfacing emulsion.
1.4. Bleeding consists of the occurrence of a film of asphaltic material on the surface of the slurry seal or micro-surfacing.
1.5. Delaminating of slurry seal or micro-surfacing from the existing pavement.
1.6. Rutting or wash-boarding.
2. Department's sampling and testing for compliance with the requirements for aggregate shown in the following
table:
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Aggregate Gradation Acceptance Criteria
Quality characteristic Test method Requirements
Gradation (% passing by
weight)
Sieve Size:
California Test
202
Type I Type II Type III
3/8" -- 100 100
No. 4 100 94–100 70–90
No. 8 90–100 65–90 45–70
No. 16 60–90 40–70 28–50
No. 30 40–65 25–50 19–34
No. 200 10–20 5–15 5–15
An aggregate gradation test represents 300 tons or 1 day's production, whichever is less.
If test results for aggregate gradation do not comply with the specifications, you may remove the slurry seal or
micro-surfacing represented by the test results or request it remain in place with a payment deduction. If your
request is authorized, the Department deducts:
1. $1.75 per ton of slurry seal for each noncompliant aggregate gradation
2. $2.00 per ton of micro-surfacing for each noncompliant aggregate gradation
37-3.01B Materials
37-3.01B(1) General
Additional water must not cause separation of the asphaltic emulsion, polymer modified asphaltic emulsion or
micro-surfacing emulsion from the aggregate before placement.
You may use an additive that does not adversely affect the slurry seal or micro-surfacing.
37-3.01B(2) Aggregate
Aggregate must be rock dust. Aggregate must be free from vegetable matter, deleterious substances, caked or clay
lumps, and oversized particles.
Aggregate for a slurry seal and micro-surfacing must comply with the gradations shown in the following table:
Aggregate Gradation
Quality characteristic Test method Requirements
Gradation (% passing by
weight)
Sieve size:
California Test
202
Type I Type II Type III
3/8" -- 100 100
No. 4 100 94–100 70–90
No. 8 90–100 65–90 45–70
No. 16 60–90 40–70 28–50
No. 30 40–65 25–50 19–34
No. 200 10–20 5–15 5–15
37-3.01C Construction
37-3.01C(1) General
Before applying slurry seals or micro-surfacings, cover manholes, valve and monument covers, grates, and other
exposed facilities located within the area of application using plastic or oil resistant construction paper secured by
tape or adhesive to the facility being covered. Reference the covered facilities with enough control points to
relocate the facilities after application of the slurry seals or micro-surfacings.
37-3.01C(2) Proportioning
Proportion slurry seal and micro-surfacing ingredients in compliance with the authorized mix design.
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37-3.01C(3) Mixing and Spreading Equipment
37-3.01C(3)(a) General
Mixing and spreading equipment for slurry seals and micro-surfacings must proportion the asphaltic emulsions,
water, aggregate, and any additives by volume and mix them in continuous pug mill mixers.
Introduce emulsions into the mixer with a positive displacement pump. If you use a variable-rate pump, the
adjusting unit must be sealed in its calibrated position.
Introduce water into the mixer through a meter that measures gallons.
Choose a truck mounted mixer-spreader or continuous self-loading mixer spreader.
37-3.01C(3)(b) Truck Mounted Mixer Spreaders
Truck mounted mixer spreaders must comply with:
1. Rotating and reciprocating equipment must be covered with metal guards.
2. Proportion aggregate using a belt feeder with an adjustable cutoff gate. The Engineer verifies the height of the
gate opening.
3. Belt feeder must have a depth monitor device. The depth monitor device must automatically shut down power
to the belt feeder when the aggregate depth is less than 70 percent of the target depth.
4. Separate monitor device must detect the revolutions of the belt feeder. This device must automatically shut
down power to the belt feeder if it detects no revolutions. If the belt feeder is an integral part of the
equipment's drive chain, the monitor device is not required.
5. Aggregate belt feeder must be connected directly to the drive on the emulsion pump. The aggregate feeder
drive shaft must have a revolution counter reading the nearest 0.10 revolution for micro-surfacing, and
nearest 1 revolution for slurry seal.
6. Emulsion storage must be equipped with a device that automatically shuts down power to the emulsion pump
and aggregate belt feeder when the level of stored emulsion is lowered. To allow for normal fluctuations, there
may be a delay of 3 seconds between detection of low emulsion storage levels or low aggregate depths and
automatic power shut down.
7. Emulsion storage must be located immediately before the emulsion pump.
8. Emulsion storage tank must have a temperature indicator at the pump suction level. The indicator must be
accurate to ±5 degrees F.
9. No-flow and revolution warning devices must be in working condition. Low-flow indicators must be visible
while walking alongside the equipment.
37-3.01C(3)(c) Continuous Self-Loading Mixer Spreaders
Continuous self-loading mixer spreaders must be automatically sequenced and self-propelled. The mixing
machine must deliver each material to a double shafted mixer and discharge the mixed material on a continuous
flow basis. The mixing machines must have sufficient storage capacity to maintain a continuous supply of
material to the proportioning controls. The mixing machine operators must have full control of forward and
reverse speeds during placement.
37-3.01C(3)(d) Spreader Boxes
The spreader boxes used to spread slurry seals and micro-surfacings must be:
1. Capable of spreading the slurry seal or micro-surfacing a minimum of 12 feet wide and preventing the loss of
slurry seal or micro-surfacing.
2. Equipped with flexible rubber belting on each side. The belting must contact the pavement to prevent the loss
of slurry seal or micro-surfacing from the box.
3. Equipped to uniformly apply the slurry seal or micro-surfacing on superelevated sections and shoulder slopes.
Micro-surfacing spreader box must be equipped with reversible motor driven augers.
4. Equipped with a series of strike-off devices at its rear.
4.1. The leading strike off device must be:
4.1.1. Fabricated of a suitable material such as steel or stiff rubber
4.1.2. Designed to maintain close contact with the pavement during spreading
4.1.3. Capable of obtaining the specified thickness
4.1.4. Capable of being adjusted to the various pavement cross sections
4.2. The final strike-off device must be:
4.2.1. Fabricated of flexible material that produces a uniform texture in the finished surface
4.2.2. Cleaned daily and changed if longitudinal scouring occurs in the slurry seal of micro-surfacing
5. Clean and free of slurry seal or micro-surfacing at the start of each work shift.
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37-3.01C(3)(e) Shoulder Equipment
Spread the slurry seal or micro-surfacing on shoulders with a device such as an edge box that forms clean and
straight joints and edges.
37-3.01C(3)(f) Equipment Calibration
Equipment calibration must comply with the MPQP. Notify the Engineer at least 5 business days before
calibrating.
If the Department authorizes a truck or continuous mixer spreader, its calibration is valid for 6 months provided
you:
1. Use the same truck or continuous mixer spreader verified with a unique identifying number
2. Use the same materials in compliance with the authorized mix design
3. Do not perform any repair or alteration to the proportioning systems
Calibrate the adjustable cut-off gate settings of each truck or continuous mixer spreader on the project to achieve
the correct delivery rate of aggregate and emulsion per revolution of the aggregate feeder under the MPQP.
Checks must be performed for each aggregate source using an authorized vehicle scale.
Individual checks of the aggregate belt feeder's delivery rate to the pug mill mixer must not vary more than 2
percent from the average of 3 runs of at least 3 tons each.
Before using a variable-rate emulsion pump, the pump must be calibrated and sealed in the calibrated condition
under the MPQP.
Individual checks of the emulsion pump's delivery rate to the pug mill mixer must not vary more than 2 percent
from the average of 3 runs of at least 500 gal each.
37-3.01C(4) Surface Preparation
Immediately before applying slurry seals or micro-surfacings, clean the surface to receive slurry seals or micro-
surfacings by removing any extraneous material affecting adhesion of the slurry seal or micro-surfacing with the
existing surface. Use self-propelled power brooms or other methods such as flushing to clean the existing
pavement.
37-3.01C(5) Placement
37-3.01C(5)(a) General
If truck-mounted mixer-spreaders are used, keep at least 2 operational spreaders at the job site during placement.
Spread slurry seals and micro-surfacings uniformly and do not spot, rehandle, or shift the mixture. However in
areas inaccessible to spreading equipment, spread the slurry seal or micro-surfacing mixtures with hand tools or
other authorized methods. If placing with hand tools, lightly dampen the area first.
You may fog the roadway surface with water ahead of the spreader box. The fog spray must be adjusted for
pavement:
1. Temperature
2. Surface texture
3. Dryness
You determine the application rates for slurry seals or micro-surfacings and the Engineer authorizes the
application rates. Spread within 10 percent of authorized rate.
The mixtures must be uniform and homogeneous after spreading, and there must not be separation of the
emulsion and aggregate after setting.
37-3.01C(5)(b) Weather Conditions
Only place slurry seals or micro-surfacings if both the pavement and air temperatures are at least 50 degrees F and
rising. The expected high temperature must be at least 65 degrees F within 24 hours after placement.
Do not place slurry seals or micro-surfacings if rain is imminent or the air temperature is expected to be below 36
degrees F within 24 hours after placement.
37-3.01C(5)(c) Joints
Transverse and longitudinal joints must be:
1. Uniform
2. Straight
3. Neat in appearance
4. Without material buildup
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5. Without uncovered areas
Transverse joints must be butt-type joints.
Prevent double placement at transverse joints over previously placed slurry seals or micro-surfacings.
Place longitudinal joints:
1. On centerlines, lane lines, edge lines, or shoulder lines
2. With overlaps not more than 4 inches
You may request other longitudinal joint patterns if they do not adversely affect the slurry seals or micro-
surfacings.
The maximum difference between the pavement surface and the bottom edge of a 12-foot straightedge placed
perpendicular to the longitudinal joint must be 0.04 foot.
37-3.01C(5)(d) Finished Surfaces
Finished slurry seals or micro-surfacings must be smooth and free of irregularities such as scratch or tear marks.
You may leave up to 4 marks that are up to 1 inch wide and 6 inches long per 75 linear feet of slurry seal or
micro-surfacing placed. Do not leave any marks that are over 1 inch wide or 6 inches long.
37-3.01C(5)(e) Maintenance Sweeping
Sweep the slurry seals or micro-surfacings 24 hours after placement without damaging the slurry seals or micro-
surfacings. For 4 days afterwards, sweep the slurry seals or micro-surfacings daily unless determined otherwise by
the Engineer.
37-3.01C(5)(f) Repair of Early Distress
The slurry seals or micro-surfacings must not show bleeding, raveling, separation, or other distresses for 15 days
after placing. If bleeding, raveling, delaminating, rutting, or wash-boarding occurs after placing the slurry seals or
micro-surfacings, make repairs using an authorized method.
37-3.01D Payment
Not Used
37-3.02 SLURRY SEALS
37-3.02A General
37-3.02A(1) Summary
Section 37-3.02 includes specifications for applying slurry seals.
Applying a slurry seal consists of spreading a mixture of asphaltic emulsion or polymer modified asphaltic
emulsion, aggregate, additives, and water on a surface or pavement.
37-3.02A(2) Definitions
Reserved
37-3.02A(3) Submittals
Immediately after sampling, submit two 1-quart wide mouth plastic containers of asphaltic emulsion or polymer
modified asphaltic emulsion taken in the presence of the Engineer. Samples must be submitted in insulated
shipping containers.
37-3.02A(4) Quality Assurance
37-3.02A(4)(a) General
Reserved
37-3.02A(4)(b) Quality Control
37-3.02A(4)(b)(i) General
Take samples of asphaltic emulsion and polymer modified asphaltic emulsion from the tank truck at mid load or
from a sampling tap or thief. Before taking samples, draw and dispose of 1 gallon. In the presence of the Engineer
take two 1-quart samples in wide mouth plastic containers with lined, sealed lids for acceptance testing.
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37-3.02A(4)(b)(ii) Asphaltic Emulsion
For asphaltic emulsions, the authorized laboratory must perform quality control sampling and testing at the
specified frequency and location for the following quality characteristics:
Asphaltic Emulsion
Quality characteristic Test method Minimum sampling and
testing frequency
Sampling location
Saybolt Furol Viscosity, at
25 oC (Saybolt Furol
seconds)
AASHTO T 59 Minimum 1 per day per
delivery truck Delivery truck Sieve Test (%)
Storage stability, 1 day (%)
Residue by distillation (%)
Particle chargea
Tests on Residue from Distillation Test:
Penetration, 25 oC AASHTO T 49 Minimum 1 per day per
delivery truck Delivery truck Ductility AASHTO T 51
Solubility in tricloroethylene AASHTO T 44
aIf the result of the particle charge is inconclusive, the asphaltic emulsion must be tested for
pH under ASTM E70. Grade QS1h asphaltic emulsion must have a minimum pH of 7.3.
Grade CQS1h asphaltic emulsion must have a maximum pH of 6.7.
37-3.02A(4)(b)(iii) Polymer Modified Asphaltic Emulsion
For polymer modified asphaltic emulsions, the authorized laboratory must perform quality control sampling and
testing at the specified frequency and location for the following quality characteristics:
Polymer Modified Asphaltic Emulsion
Quality characteristic Test method
Minimum sampling
and testing
frequency
Sampling
Location
Tests on emulsion:
Saybolt Furol Viscosity at 25 °C (Saybolt
Furol seconds)
AASHTO T 59
Minimum 1 per day
per delivery truck Delivery truck Sieve test (%) AASHTO T 59
Storage stability after 1 day (%) AASHTO T 59
Residue by evaporation (min, %) California Test 331
Particle charge AASHTO T 59
Tests on residue by evaporation:
Penetration at 25 °C AASHTO T 49
Minimum 1 per day
per delivery truck Delivery truck
Ductility at 25 °C (min, mm) AASHTO T 51
Torsional recovery (min, %)
Or
Polymer content based on residual asphalt
(min, %)
California Test 332
California Test 401
37-3.02A(4)(c) Department Acceptance
For a slurry seal asphaltic emulsion and polymer modified asphaltic emulsion, acceptance is based on the
Department’s sampling and testing for compliance with the requirements for the quality characteristics specified.
Aggregate acceptance is based on the Department’s sampling and testing for compliance with the requirements
shown in the following table:
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Aggregate Acceptance Criteria
Quality characteristic Test method Requirement
Los Angeles Rattler loss (max,
%)
At 500 revolutions
California Test 211a
35
Percent of crushed particles (min,
%)
California Test 205 95
Durability (min) California Test 229 55
Sand equivalent (min)
Type I
Type II
Type III
California Test 217
45
55
60
aCalifornia Test 211 must be performed on the source aggregate before
crushing.
A sand equivalent test represents 300 tons or 1 day's production, whichever is less.
If test results for sand equivalent do not comply with the specifications, you may remove the slurry seal
represented by the test results or request it remain in place with a payment deduction. If your request is
authorized, the Department deducts $1.75 per ton of slurry seal for each noncompliant sand equivalent test.
37-3.02B Materials
37-3.02B(1) General
Reserved
37-3.02B(2) Asphaltic Emulsions
An asphaltic emulsion must comply with the requirements in Section 94. The asphaltic emulsion must be Grade
CQS1h.
37-3.02B(3) Polymer Modified Asphaltic Emulsions
A polymer modified asphaltic emulsion must:
1. Consist of an elastomeric polymer mixed with an asphaltic material uniformly emulsified with water and an
emulsifying or stabilization agent.
2. Use either neoprene polymer or butadiene and styrene copolymer. The polymer must be homogeneous and
milled into the asphaltic emulsion at the colloid mill.
3. Be Grade PMCQS1h and must comply with the requirements shown in the following table:
Polymer Modified Asphaltic Emulsion Requirements
Quality characteristic Test method Requirement
Tests on emulsion:
Saybolt Furol Viscosity at 25 °C (Saybolt Furol seconds) AASHTO T 59 15–90
Sieve test (%) AASHTO T 59 0–0.3
Storage stability after 1 day (%) AASHTO T 59 0–1
Residue by evaporation (min, %) California Test 331 60
Particle charge AASHTO T 59 Positive
Tests on residue by evaporation:
Penetration at 25 °C AASHTO T 49 40–90
Ductility at 25 °C (min, mm) AASHTO T 51 400
Torsional recovery (min, %)
California Test 332 18
Or
Polymer content based on residual asphalt (min, %) California Test 401 2.5
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37-3.02B(4) Aggregate
Aggregate must comply with the quality characteristic requirements shown in the following table:
Aggregate Requirements
Quality characteristic Test method Requirement
Los Angeles Rattler loss (max, %)
At 500 revolutions California Test 211a
35
Percent of crushed particles (min,
%)
California Test 205 95
Durability (min) California Test 229 55
Sand equivalent (min)
Type I
Type II
Type III
California Test 217
45
55
60
aCalifornia Test 211 must be performed on the source aggregate before crushing.
The aggregate supplier must certify that the crushed aggregate being used on the
project is manufactured from the source aggregate complying with the LA rattler
requirements.
37-3.02B(5) Slurry Seal Mix Design
The slurry seal mix design, using project source aggregate, an asphaltic emulsion, and set-control agents if any,
must comply with the requirements shown in the following table:
Slurry Seal Mix Design Requirements
Quality characteristic Test methoda Requirement
Consistency (max, mm) Technical Bulletin 106 30
Wet stripping Technical Bulletin 114 Pass
Compatibility Technical Bulletin 115 Passb
Cohesion test, within 1 hour (min, kg-mm) Technical Bulletin 139 200
Wet track abrasion (max, g/m2) Technical Bulletin 100 810
aTest methods are by the International Slurry Surfacing Association.
bMixing test must pass at the maximum expected air temperature at the job site during placement.
The mix design must have the percent of asphaltic residue, based on percentage by weight of the dry aggregate,
within the ranges shown in the following table:
Slurry seal type Residue range
Type I 10–16
Type II 7.5–13.5
Type III 6.5–12.0
Determine the exact percentage based on the design asphalt binder content and the asphalt residual content of the
asphaltic emulsion furnished.
37-3.02C Construction
37-3.02C(1) General
Reserved
37-3.02C(2) Proportioning
After proportioning, slurry seal mixtures must be workable.
37-3.02C(3) Mixing and Spreading Equipment
Reserved
37-3.02C(4) Placement
The slurry seal spread rates must be within the ranges shown in the following table:
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Slurry Seal Spread Rates
Slurry seal type Application range
(lb of dry aggregate/sq yd)
Type I 8–12
Type II 10–18
Type III 20–25
Within 4 hours after placement, slurry seals must be set enough to allow traffic without pilot cars. Protect slurry
seals from damage until it has set and will not adhere or be picked up by vehicle tires. Slurry seals must not
exhibit distress from traffic such as bleeding, raveling, separation or other distresses.
37-3.02D Payment
The payment quantity for slurry seal is the weight determined by combining the weights of the aggregate and
asphaltic emulsion or polymeric asphaltic emulsion. The payment quantity for slurry seal does not include the
weights of the added water and set-control additives.
37-3.03 MICRO-SURFACINGS
37-3.03A General
37-3.03A(1) Summary
Section 37-3.03 includes specifications for applying micro-surfacings.
Applying a micro-surfacing consists of spreading a mixture of a micro-surfacing emulsion, water, additives,
mineral filler, and aggregate on the pavement.
37-3.03A(2) Definitions
Reserved
37-3.03A(3) Submittals
Immediately after sampling, submit two 1-quart wide mouth plastic containers of micro-surfacing emulsion taken
in the presence of the Engineer. Samples must be submitted in insulated shipping container.
37-3.03A(4) Quality Assurance
37-3.03A(4)(a) General
Reserved
37-3.03A(4)(b) Quality Control
37-3.03A(4)(b)(i) General
Reserved
37-3.03A(4)(b)(ii) Micro-surfacing Emulsions
Take samples from the truck tank at mid load from a sampling tap or thief. Before taking samples, draw and
dispose of 1 gallon. In the presence of the Engineer, take two 1-quart wide mouth plastic containers for
acceptance testing.
For a micro-surfacing emulsion, the authorized laboratory must perform quality control sampling and testing at
the specified frequency and location for the quality characteristics shown in the following table:
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Micro-Surfacing Emulsion
Quality characteristic Test method
Minimum sampling
and testing
frequency
Sampling
location
Tests on emulsion:
Saybolt Furol Viscosity, at 25°C (Saybolt
Furol seconds) AASHTO T 59 Minimum 1 per day
per delivery truck Delivery truck Storage stability, 1 day (max, %)a
Sieve test (max, %)
Residue by evaporation (min, %) California Test 331 Minimum 1 per day
per delivery truck Delivery truck
Tests on residue from evaporation test:
Penetration at 25 °C AASHTO T 49 Minimum 1 per day
per delivery truck Delivery truck Softening point (min, ºC) AASHTO T 53
aStorage stability test will be run if the storage exceeds 48 hours
37-3.03A(4)(c) Department Acceptance
For micro-surfacing emulsions, acceptance is based on the Department’s sampling and testing for compliance
with the requirements shown in the following table:
Micro-surfacing Emulsion Acceptance Criteria
Quality characteristic Test method Requirement
Tests on emulsion:
Saybolt Furol Viscosity at 25 °C (Saybolt
Furol seconds)
AASHTO T 59 15–90
Sieve test (%) AASHTO T 59 0.30
Storage stability, 1 day (max, %) AASHTO T 59 0–1
Settlementa, 5 days (max, %) ASTM D244 5
Residue by evaporation (min, %) California Test 331 62
Tests on residue by evaporation:
Penetration at 25 °C AASHTO T 49 40–90
Softening point (min, ºC) AASHTO T 53 57
aSettlement test on emulsion is not required if used within 48 hours of shipment.
Acceptance of aggregate, except mineral filler, is based on the Department’s sampling and testing for compliance
with the requirements shown in the following table:
Aggregate Acceptance Criteria
Quality characteristic Test method Requirement
Los Angeles Rattler loss (max, %)
At 500 revolutions California Test 211a
35
Percent of crushed particles (min,
%)
California Test 205 95
Durability (min) California Test 229 65
Sand equivalent (min)
Type II
Type III
California Test 217
65
65
aCalifornia Test 211 must be performed on the aggregate before crushing. The
aggregate supplier must certify that the crushed aggregate being used on the project is
manufactured from the source aggregate complying with the LA rattler requirements.
An aggregate sand equivalent test represents 300 tons or 1 day's production, whichever is less.
If the test results for aggregate sand equivalent do not comply with the specifications, you may remove the micro-
surfacing represented by the test results or request it remain in place with a payment deduction. If your request is
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121
authorized, the Department deducts $2.00 per ton of micro-surfacing for each noncompliant aggregate sand
equivalent test.
37-3.03B Materials
37-3.03B(1) General
Reserved
37-3.03B(2) Micro-surfacing Emulsions
A micro-surfacing emulsion must be a homogeneous mixture of asphalt, an elastomeric polymer and an emulsifier
solution.
Add an elastomeric polymer modifier to asphalt or emulsifier solution before emulsification. An elastomeric
polymer solid must be a minimum of 3 percent by weight of the micro-surfacing emulsion's residual asphalt.
A micro-surfacing emulsion must comply with the requirements shown in the following table:
Micro-surfacing Emulsion Requirements
Quality characteristic Test method Requirement
Tests on emulsion:
Saybolt Furol Viscosity at 25 °C (Saybolt Furol seconds) AASHTO T 59 15–90
Sieve test (%) AASHTO T 59 0.30
Storage stability, 1 day (max, %) AASHTO T 59 0–1
Settlementa, 5 days (max, %) ASTM D244 5
Residue by evaporation (min, %) California Test 331 62
Tests on residue by evaporation:
Penetration at 25 °C AASHTO T 49 40–90
Softening point (min, ºC) AASHTO T 53 57
aSettlement test on emulsion is not required if used within 48 hours of shipment.
37-3.03B(3) Aggregate
Aggregate must comply with the quality characteristic requirements shown in the following table:
Aggregate Requirements
Quality characteristic Test method Requirement
Los Angeles Rattler loss (max, %)
At 500 revolutions California Test 211a
35
Percent of crushed particles (min,
%)
California Test 205 95
Durability (min) California Test 229 65
Sand equivalent (min)
Type II
Type III
California Test 217
65
65
aCalifornia Test 211 must be performed on the source aggregate before crushing. The
aggregate supplier must certify that the crushed aggregate being used on the project is
manufactured from the source aggregate complying with the LA rattler requirements.
37-3.03B(4) Mineral Fillers
If a mineral filler is used, it must be type I or type II Portland cement. A mineral filler used during mix design
must be used during production.
37-3.03B(5) Micro-Surfacing Mix Designs
The micro-surfacing mix design must have the material proportion limits shown in the following table:
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Micro-surfacing Mix Design Proportion Limits
Material Proportion limits
Micro-surfacing emulsion asphalt residual content
(% of dry weight of aggregate)
5.5–10.5
Water and additives As Required
Mineral filler (% of dry weight of aggregate) 0–3
The micro-surfacing mix design must comply with the requirements shown in the following table:
Micro-surfacing Mix Design Requirements
Quality characteristics Test methoda Requirement
Wet cohesion
At 30 minutes (set) (min, kg-cm)
At 60 minutes (traffic) (min, kg-cm)
Technical Bulletin 139
12
20
Excess asphalt (max, g/m2) Technical Bulletin 109 540
Wet stripping (min, %) Technical Bulletin 114 90
Wet track abrasion loss
6-day soak (max, g/m2) Technical Bulletin 100
810
Displacement
Lateral (max, %)
Specific gravity after 1000 cycles of 57 kg (max)
Technical Bulletin 147A
5
2.10
Classification compatibility (min, grade
points)
Technical Bulletin 144 (AAA, BAA) 11
Mix time at 25 °C (min) Technical Bulletin 113 Controllable to 120
seconds
aTest methods are by the International Slurry Surfacing Association.
37-3.03B(6) Tack Coats
If there is a bid item for tack coat, you must coat the pavement surface with an asphaltic emulsion mixed with
additional water before applying a micro-surfacing. The maximum ratio of water to asphaltic emulsion must be 2
to 1. Apply the tack coat at a rate from 0.08 to 0.15 gal/sq yd. The exact rate must be authorized.
You determine the grade of slow-setting or quick setting asphaltic emulsion to be used.
37-3.03C Construction
37-3.03C(1) General
Reserved
37-3.03C(2) Proportioning
Field conditions may require adjustments to the proportions within the authorized mix design during construction.
37-3.03C(3) Mixing and Spreading Equipment
37-3.03C(3)(a) General
Reserved
37-3.03C(3)(b) Scratch Course Boxes
Spread the scratch courses with the same type of spreader box used to spread micro-surfacings except use an
adjustable steel strike-off device instead of a final strike-off device.
37-3.03C(3)(c) Wheel Path Depression Boxes
Each wheel path depression box must have adjustable strike-off device between 5 and 6 feet wide to regulate
depth. The wheel path depression box must also have devices such as hydraulic augers capable of:
1. Moving the mixed material from the rear to the front of the filling chamber
2. Guiding larger aggregate into the deeper section of the wheel path depression
3. Forcing the finer material towards the outer edges of the spreader box
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37-3.03C(4) Test Strips
If micro-surfacing placement will require more than 1 day, you must construct a test strip. The test strip must be:
1. From 300 to 450 feet long
2. The same as the full production micro-surfacing
3. On 1 of the application courses specified at an authorized location
4. At the same time of day or night the full production micro-surfacing is to be applied
If multiple application courses are specified, you may construct test strips over 2 days or nights.
The Engineer evaluates the test strip after traffic has used it for 12 hours. If the Engineer determines the mix
design or placement procedure is unacceptable, make modifications and construct a new test strip for the
Engineer's evaluation.
37-3.03C(5) Placement
37-3.03C(5)(a) General
Reserved
37-3.03C(5)(b) Repair Wheel Path Depressions
If repairing wheel path depressions is shown in plans, fill wheel path depressions and irregularities with micro-
surfacing material before spreading micro-surfacing. If the depressions are less than 0.04 foot deep, fill with a
scratch course. If the depressions are 0.04 foot deep or more, fill the depressions using a wheel path depression
box.
Spread scratch courses by adjusting the steel strike-off of a scratch course box until it is directly in contact with
the pavement surface.
Spread micro-surfacings with a wheel path depression box leaving a slight crown at the surface. Use multiple
applications to fill depressions more than 0.12 foot deep. Do not apply more than 0.12 foot in a single application.
Allow traffic to compact each filled wheel path depression for a minimum of 12 hours before placing additional
micro-surfacings.
37-3.03C(5)(c) Micro-surfacing Pavement Surfaces
The micro-surfacing spread rates must be within the ranges shown in the following table:
Micro-surfacing type Application range
(lb of dry aggregate/sq yd)
Type II 10–20
Type IIIa 20–32
Type IIIb 30–32
aOver asphalt concrete pavement
bOver concrete pavement and concrete bridge
decks
Within 2 hours after placement, micro-surfacings must be set enough to allow traffic without pilot cars. Protect
the micro-surfacings from damage until it has set and will not adhere or be picked up by vehicle tires. Micro-
surfacings must not exhibit distress from traffic such as bleeding, raveling, separation or other distresses.
37-3.03D Payment
The payment quantity for micro-surfacing is the weight determined by combining the weights of the aggregate
and micro-surfacing emulsion. The payment quantity for micro-surfacing does not include the weights of added
water, mineral filler, and additives.
37-3.04 RUBBERIZED AND MODIFIED SLURRY SEALS
Reserved
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37-4 FOG SEALS AND FLUSH COATS
37-4.01 GENERAL
37-4.01A General
37-4.01A(1) Summary
Section 37-4.01 includes general specifications for applying fog seals and flush coats.
37-4.01A(2) Definitions
Reserved
37-4.01A(3) Submittals
At least 15 days before use, submit:
1. Sample of asphaltic emulsion in two 1-quart plastic container with lined, sealed lid
2. Asphaltic emulsion information and test data as follows:
2.1. Supplier
2.2. Type/Grade of asphalt emulsion
2.3. Copy of the specified test results for asphaltic emulsion
37-4.01B Materials
Not Used
37-4.01C Construction
37-4.01C(1) General
Reserved
37-4.01C(2) Weather Conditions
Only place a fog seal or flush coat if both the pavement and ambient temperatures are at least 50 degrees F and
rising. Do not place a fog seal or flush coat within 24 hours of rain or within 24 hours of forecast rain or freezing
temperatures.
37-4.01D Payment
Not Used
37-4.02 FOG SEALS
37-4.02A General
37-4.02A(1) Summary
Section 37-4.02 includes specifications for applying fog seals.
Applying a fog seal includes applying a diluted slow-setting or quick setting asphaltic emulsion.
37-4.02A(2) Definitions
Reserved
37-4.02A(3) Submittals
Immediately after sampling, submit two 1-quart plastic container of asphaltic emulsion taken in the presence of
the Engineer. Samples must be submitted in insulated shipping container.
37-4.02A(4) Quality Assurance
37-4.02A(4)(a) General
Reserved
37-4.02A(4)(b) Quality Control
37-4.02A(4)(b)(i) General
City of San Luis Obispo
125
Reserved
37-4.02A(4)(b)(ii) Asphaltic Emulsions
Circulate asphaltic emulsions in the distributor truck before sampling. Take samples from the distributor truck at
mid load or from a sampling tap or thief. Before taking samples, draw and dispose of 1 gallon. In the presence of
the Engineer, take asphalt emulsion sample in two 1-quart plastic container with lined, sealed lid.
For asphaltic emulsions, the authorized laboratory must perform quality control sampling and testing at the
specified frequency and location for the following quality characteristics:
Asphaltic Emulsion
Quality characteristic Test Method Minimum sampling and
testing frequency
Sampling location
Saybolt Furol Viscosity,
at 25 oC (Saybolt Furl
seconds)
AASHTO T 59 Minimum 1 per day per
delivery truck Distributor truck
Sieve Test (%)
Storage stability, 1 day
(%)
Residue by distillation
(%)
Particle chargea
Tests on Residue from Distillation Test:
Penetration, 25 oC AASHTO T 49
Minimum 1 per day per
delivery truck Distributor truck Ductility AASHTO T 51
Solubility in
tricloroethylene
AASHTO T 44
aIf the result of the particle charge is inconclusive, the asphaltic emulsion must be tested for
pH under ASTM E70. Grade QS1h asphaltic emulsion must have a minimum pH of 7.3. Grade
CQS1h asphaltic emulsion must have a maximum pH of 6.7.
37-4.02A(4)(b)(iii) Asphaltic Emulsion Spread Rates
For fog seals, the authorized laboratory must perform sampling and testing at the specified frequency and location
for the following quality characteristics:
Fog Seal Quality Control Requirements
Quality characteristic Test method Minimum sampling and
testing frequency
Location of
sampling
Asphaltic emulsion spread
rate (gal/sq yd) California Test 339 2 per day Pavement
surface
37-4.02A(4)(c) Department Acceptance
Fog seal acceptance is based on:
1. Visual inspection for the following:
1.1. Uniform surface texture throughout the work limits
1.2. Flushing consisting of the occurrence of a film of asphaltic material on the surface
1.4 Streaking consisting of alternating longitudinal bands of asphaltic emulsion approximately parallel with the lane line
2. The Department's sampling and testing for compliance with the requirements for the quality characteristics
specified in section 94 for asphaltic emulsion
3. Department's sampling and testing for compliance with the requirements for fog seal shown in the following
table:
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Fog Seal Acceptance Criteria
Quality Characteristic Test Method Requirement
Asphaltic emulsion spread rate (gal/sq
yd) California Test 339 TV ± 10%
37-4.02B Materials
You determine the grade of slow-setting or quick setting asphaltic emulsion to be used.
37-4.02C Construction
Apply asphaltic emulsions for fog seals at a residual asphalt rate from 0.02 to 0.06 gal/sq yd.
If additional water is added to the asphaltic emulsions, the resultant mixture must not be more than 1 part
asphaltic emulsion to 1 part water. You determine the dilution rate.
If the fog seals become tacky, sprinkle water as required.
If fog seals and chip seals are on the same project, the joint between the seal coats must be neat and uniform.
37-4.02D Payment
The Department does not adjust the unit price for an increase or decrease in the asphaltic emulsion quantity.
37-4.03 FLUSH COATS
37-4.03A General
37-4.03A(1) Summary
Section 37-4.03 includes specifications for applying flush coats.
Applying a flush coat includes applying a fog seal coat followed by sand.
37-4.03A(2) Definitions
Reserved
37-4.03A(3) Submittals
At least 15 days before use, submit:
1. Proposed target X values for sand gradation.
2. Gradation test results for sand
Submit quality control test results for sand gradation within 2 business days of sampling.
37-4.03A(4) Quality Assurance
37-4.03A(4)(a) General
Reserved
37-4.03A(4)(b) Quality Control
For sand, the authorized laboratory must perform sampling and testing at the specified frequency and location for
the following quality characteristics:
Sand Quality Control
Quality characteristic Test method Minimum sampling and
testing frequency
Location of
sampling
Gradation (% passing by
weight)
California Test
202 1 per day See California Test
125
37-4.03A(4)(c) Department Acceptance
Flush coat acceptance is based on fog seal acceptance and the following:
1. Visual inspection for uniform application of sand.
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127
2. Sand acceptance is based on the Department’s sampling and testing for compliance with the requirements
shown in the following table:
Sand Gradation Acceptance Criteria
Quality characteristic Test method Requirement
Gradation (% passing by weight)
Sieve size:
California Test 202
3/8" 100
No. 4 93–100
No. 8 61–99
No. 16 X ± 13
No. 30 X ± 12
No. 50 X ± 9
No.100 1–15
No. 200 0–10
NOTE: "X" is the gradation that you propose to furnish for the specific sieve size.
37-4.03B Material
37-4.03B(1) General
Reserved
37-4.03B(2) Sand
Sand must be free from deleterious coatings, clay balls, roots, bark, sticks, rags, and other extraneous material.
Sand for a flush coat must comply with the gradations shown in the following table:
Sand Gradation
Quality characteristic Test method Requirement
Gradation (% passing by
weight)
Sieve size:
California Test 202
3/8" 100
No. 4 93–100
No. 8 61–99
No. 16 X ± 13
No. 30 X ± 12
No. 50 X ± 9
No.100 1–15
No. 200 0–10
NOTE: "X" is the gradation that you propose to furnish for the specific sieve
size.
Fine aggregate sizes must be distributed such that the difference between the total percentage passing the No. 16
and No. 30 sieves is from 10 to 40, and the difference between the percentage passing the No. 30 and No. 50
sieves is from 10 to 40.
37-4.03C Construction
37-4.03C(1) General
During flush coat activities, close adjacent lanes to traffic. Do not track asphaltic emulsion on existing pavement
surfaces.
Apply sand immediately after applying asphaltic emulsions.
City of San Luis Obispo
128
Spread sand aggregate with a mechanical device that spreads sand at a uniform rate over the full width of a traffic
lane in a single application. Spread sand at a rate from 2 to 6 lb/sq yd. You determine the application rates for
sand and the Engineer authorizes the application rate.
37-4.03C(2) Sweeping
Sweep loose sand material remaining on the surface 24 hours after application.
37-4.03D Payment
The Department does not adjust the unit price for an increase or decrease in the sand cover (seal) quantity.
37-5 PARKING AREA SEALS
37-5.01 GENERAL
37-5.01A Summary
Section 37-5 includes specifications for applying parking area seals. Sealing a parking area consists of spreading a
mixture of asphaltic emulsion, aggregate, polymer, and water.
37-5.01B Definitions
Reserved
37-5.01C Submittals
At least 15 days before starting placement, submit a 20 lb sample of the aggregate to be used.
At least 10 days before starting placement, submit:
1. Name of the authorized laboratory to perform testing and mix design.
2. Laboratory report of test results and a proposed mix design. The report and mix design must include the
specific materials to be used and show a comparison of test results and specifications. The mix design report
must include the quantity of water allowed to be added at the job site. The authorized laboratory performing
the tests must sign the original laboratory report and mix design.
3. Manufacturer's data for oil seal primer and polymer.
If the mix design consists of the same materials covered by a previous laboratory report, you may submit the
previous laboratory report that must include material testing data performed within the previous 12 months for
authorization.
If you request substitute materials, submit a new laboratory report and mix design at least 10 days before starting
placement.
Submit a certificate of compliance for the parking area seal material.
Immediately after sampling, submit two 1-quart plastic containers of parking area seal taken in the presence of the
Engineer. Samples must be submitted in insulated shipping containers.
37-5.01D Quality Assurance
37-5.01D(1) General
Reserved
37-5.01D(2) Quality Control
37-5.01D(2)(a) General
Reserved
37-5.01D(2)(b) Asphaltic Emulsions
For an asphaltic emulsion, the authorized laboratory must perform quality control sampling and testing at the
specified frequency and location for the following quality characteristics:
City of San Luis Obispo
129
Asphaltic Emulsion
Quality characteristic Test Method Minimum sampling and
testing frequency
Sampling location
Saybolt Furol Viscosity, at 25 oC
(Saybolt Furol seconds)
AASHTO T 59 Minimum 1 per day per
delivery truck Distributor truck Sieve Test (%)
Storage stability, 1 day (%)
Residue by distillation (%)
Particle chargea
Tests on Residue from Distillation Test
Penetration, 25 oC AASHTO T 49 Minimum 1 per day per
delivery truck Distributor truck Ductility AASHTO T 51
Solubility in trichloroethylene AASHTO T 44
aIf the result of the particle char is inconclusive, the asphaltic emulsion must be tested for pH
under ASTM E70. Grade QS1h asphaltic emulsion must have a minimum pH of 7.3. Grade
CQS1h asphaltic emulsion must have a maximum pH of 6.7.
37-5.01D(2)(c) Sand
For sand, the authorized laboratory must perform sampling and testing at the specified frequency and location for
the following quality characteristics:
Sand Quality Control
Quality characteristic Test method Minimum sampling and
testing frequency
Location of sampling
Gradation (% passing by weight) California Test 202 One per project See California Test
125
37-5.01D(2)(d) Parking Area Seals
For a parking area seal, the authorized laboratory must perform quality control sampling and testing at the
specified frequency for the following quality characteristics:
Parking Area Seal Requirements
Quality characteristic Test method Frequency
Mass per liter (kg) ASTM D244
One per project
Cone penetration (mm) California Test 413
Nonvolatile (%) ASTM D2042a Nonvolatile soluble in trichloroethylene (%)
Wet track abrasion (g/m2) ASTM D3910
Dried film color --
Viscosity (KU)b ASTM D562
aWeigh 10 g of homogenous material into a previously tarred, small can. Place in a constant
temperature oven at 165 ± 5 °C for 90 ± 3 minutes. Cool, reweigh, and calculate nonvolatile
components as a percent of the original weight.
bKrebs units
37-5.01D(3) Department Acceptance
Parking area seal acceptance is based on:
1. Visual inspection for:
1.1. Uniform surface texture throughout the work limits
1.2 Marks in the surface:
1.2.1. Up to 4 marks in the completed parking area seal that are up to 1 inch wide and up to 6 inches long per 1,000
square feet of parking area seal placed.
City of San Luis Obispo
130
1.2.2. No marks in the completed parking area seal surface that are over 1 inch wide or 6 inches long.
1.2. Raveling consisting of the separation of the aggregate from the asphaltic emulsion
1.3. Bleeding consisting of the occurrence of a film of asphaltic material on the surface of the parking area seal
1.4 Delaminating of the parking area seal from the existing pavement
1.5 Rutting or wash-boarding
2. The Department’s sampling and testing of aggregate for compliance with 100 percent passing no. 16 sieve
under California Test 202
3. The Department’s sampling and testing for compliance with the requirements shown in the following table:
Parking Area Seal Acceptance Criteria
Quality characteristic Test method Requirement
Mass per liter (min, kg) ASTM D244 1.1
Cone penetration (mm) California Test 413 340–700
Nonvolatile (min, %) ASTM D2042a 50
Nonvolatile soluble in trichloroethylene (%) 10–35
Wet track abrasion (max, g/m2) ASTM D3910 380
Dried film color -- Black
Viscosity (min, KU)b ASTM D562 75
aWeigh 10 g of homogenous material into a previously tared, small ointment can. Place in a
constant temperature oven at 165 ± 5 °C for 90 ± 3 minutes. Cool, reweigh, and calculate
nonvolatile components as a percent of the original weight.
bKrebs units
37-5.02 MATERIALS
37-5.02A General
Aggregate must be clean, hard, durable, uncoated, and free from organic and deleterious substances. One hundred
percent of the aggregate must pass the no. 16 sieve.
Asphaltic emulsion must be either Grade SS1h or CSS1h, except the values for penetration at 25 degrees C for
tests on residue from distillation must be from 20 to 60.
Polymer must be either neoprene, ethylene vinyl acetate, or a blend of butadiene and styrene.
Oil seal primer must be a quick-drying emulsion with admixtures. Oil seal primer must be manufactured to isolate
the parking area seal from pavement with residual oils, petroleum grease, and spilled gasoline.
Crack sealant must comply with section 37-6.
Water must be potable and not separate from the emulsion before the material is placed.
37-5.02B Mix Design
The proposed mix design for a parking area seal must comply with the requirements shown in the following table:
City of San Luis Obispo
131
Parking Area Seal Mix Design Requirements
Quality characteristic Test method Requirement
Mass per liter (min, kg) ASTM D244 1.1
Cone penetration (mm) California Test 413 340–700
Nonvolatile (min, %) ASTM D2042a 50
Nonvolatile soluble in trichloroethylene (%) 10–35
Wet track abrasion (max, g/m2) ASTM D3910 380
Dried film color -- Black
Viscosity (min, KU)b ASTM D562 75
aWeigh 10 g of homogenous material into a previously tarred, small ointment can. Place in
a constant temperature oven at 165 ± 5 °C for 90 ± 3 minutes. Cool, reweigh, and calculate
nonvolatile components as a percent of the original weight.
bKrebs units
A parking area seal must contain a minimum of 2 percent polymer by volume of undiluted asphaltic emulsion.
37-5.02C Proportioning
Parking area seal ingredients must be mixed at a central plant. The plant must include mechanical or electronic
controls that consistently proportion the ingredients. Mix an asphaltic emulsion with the other ingredients
mechanically.
Store the parking area seal in a tank equipped with mixing or agitation devices. Keep stored materials thoroughly
mixed. Protect stored materials from freezing conditions.
37-5.03 CONSTRUCTION
37-5.03A General
Request that the Engineer shut off the irrigation control system at least 5 days before placing the seal. Do not
water plants adjacent to the seal at least 24 hours before and after the seal coat placement.
37-5.03B Surface Preparations
If cracks in the existing pavement are from 1/4 to 1 inch wide, treat the cracks under section 37-6. Do not place
the parking area seals until the Engineer determines that the crack treatments are cured.
If cracks in the existing pavement are greater than 1 inch wide, the Engineer orders the repair. This work is
change order work.
After any crack treatment and before placing parking area seals, clean the pavement surface, including removal of
oil and grease spots. Do not use solvents.
If cleaning the pavement with detergents, thoroughly rinse with water. Allow all water to dry before placing
parking area seals.
You must seal oil and grease spots that remain after cleaning. Use an oil seal primer and comply with the
manufacturer's instructions.
If the existing pavement has oil and grease spots that do not come clean and sealing is insufficient, the Engineer
orders the repair of the pavement. This work is change order work.
Before placing the parking area seals, dampen the pavement surface using a distributor truck. Place the seal on the
damp pavement but do not place it with standing water on the pavement.
37-5.03C Placement
If adding water at the job site based on the manufacturer's instructions for consistency and spreadability, do not
exceed 15 percent by volume of undiluted asphaltic emulsion.
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132
Place the parking area seals in 1 or more application. The seals must be uniform and smooth, free of ridges or
uncoated areas.
If placing in multiple applications, allow the last application to thoroughly dry before the subsequent application.
Do not allow traffic on the parking area seals for at least 24 hours after placement.
Do not stripe over the parking area seals until it is dry.
37-5.04 PAYMENT
The payment quantity for parking area seal is the weight determined by combining the weights of the aggregate
and asphaltic emulsion. The payment quantity for parking area seal does not include the added water and set-
control additive.
37-6 CRACK TREATMENTS
37-6.01 GENERAL
37-6.01A Summary
Section 37-6 includes specifications for treating cracks in asphalt concrete pavement.
37-6.01B Definitions
Reserved
37-6.01C Submittals
If your selected crack treatment material is on the Authorized Material List for flexible pavement crack treatment
material, submit a certificate of compliance including:
1. Manufacturer's name
2. Production location
3. Brand or trade name
4. Designation
5. Batch or lot number
6. Crack treatment material type
7. Contractor or subcontractor name
8. Contract number
9. Lot size
10. Shipment date
11. Manufacturer's signature
If your selected crack treatment material is not on the Authorized Material List for flexible pavement crack
treatment material, submit a sample and test results from each batch or lot 20 days before use. Testing must be
performed by an authorized laboratory and test results must show compliance with the specifications. Test reports
must include the information specified for the certificate of compliance submittal. Each hot-applied crack
treatment material sample must be a minimum of 3 lb and submitted in a silicone release container. Each cold-
applied crack treatment material sample must be a minimum of 2 quarts and submitted in a plastic container.
At least 10 days before the start of work, submit sand gradation test results under California Test 202.
Submit the following with each delivery of crack treatment material to the job site:
1. Manufacturer's heating and application instructions
2. Manufacturer's SDS
3. Name of the manufacturer's recommended detackifying agent
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133
37-6.01D Quality Assurance
37-6.01D(1) General
Hot-applied crack treatment material must be sampled at least once per project in the Engineer's presence. Collect
two 3-pounds-minimum samples of crack treatment material from the dispensing wand into silicone release
boxes.
Cold-applied crack treatment material must be sampled at least once per project in the Engineer's presence.
Collect 2 samples of crack treatment material from the dispensing wand into 1-quart containers.
37-6.01D(2) Quality Control
Reserved
37-6.01D(3) Department Acceptance
Crack treatment acceptance is based on:
1. Visual inspection for uniform filling of cracks throughout the work limits including:
1.2. Crack treatment is not more than a 1/4 inch below the specified level
1.3. Sealant failures
1.4. Crack re-opening
1.5. Crack overbanding is less than 3 inches wide
2. The Department’s sampling and testing for compliance with the requirements shown in the following table:
Crack Treatment Acceptance Criteria
Quality characteristica Test methodb Requirement
Type 1 Type 2 Type 3 Type 4 Type 5
Softening point (min, °C) ASTM D36 102 96 90 84 84
Cone penetration at 77 °F (max) ASTM D5329 35 40 50 70 90
Resilience at 77 °F, unaged (%) ASTM D5329 20–60 25–65 30–70 35–75 40–80
Flexibility (°C)c ASTM D3111 0 0 0 -11 -28
Tensile adhesion (min, %) ASTM D5329 300 400 400 500 500
Specific gravity (max) ASTM D70 1.25 1.25 1.25 1.25 1.25
Asphalt compatibility ASTM D5329 Pass Pass Pass Pass Pass
Sieve test (% passing) See note d 100 100 100 100 100
aCold-applied crack treatment material residue collected under ASTM D6943, Method B and
sampled under ASTM D140 must comply with the grade specified.
bExcept for viscosity, cure each specimen at a temperature of 23 ± 2 °C and a relative humidity of
50 ± 10 percent for 24 ± 2 hours before testing.
cFor the flexibility test, the specimen size must be 6.4 ± 0.2 mm thick by 25 ± 0.2 mm wide by 150
± 0.5 mm long. The test mandrel diameter must be 6.4 ± 0.2 mm. The bend arc must be 180
degrees. The bend rate must be 2 ± 1 seconds. At least 4 of 5 test specimens must pass at the
specified test temperature without fracture, crazing, or cracking.
dFor hot-applied crack treatment, dilute with toluene and sieve through a no. 8 sieve. For cold-
applied crack treatment, sieve the material as-received through a no. 8 sieve. If the manufacturer
provides a statement that added components passed the no. 16 sieve before blending, this
requirement is void.
37-6.02 MATERIALS
37-6.02A General
Reserved
City of San Luis Obispo
134
37-6.02B Crack Treatment Material
A crack treatment material must comply with the requirements shown in the following table:
Crack Treatment Material
Quality characteristica Test methodb Requirement
Type 1 Type 2 Type 3 Type 4 Type 5
Softening point (min, °C) ASTM D36 102 96 90 84 84
Cone penetration at 77 °F (max) ASTM D5329 35 40 50 70 90
Resilience at 77 °F, unaged (%) ASTM D5329 20–60 25–65 30–70 35–75 40–80
Flexibility (°C)c ASTM D3111 0 0 0 -11 -28
Tensile adhesion (min, %) ASTM D5329 300 400 400 500 500
Specific gravity (max) ASTM D70 1.25 1.25 1.25 1.25 1.25
Asphalt compatibility ASTM D5329 Pass Pass Pass Pass Pass
Sieve test (% passing) See note d 100 100 100 100 100
aCold-applied crack treatment material residue collected under ASTM D6943, Method B and
sampled under ASTM D140 must comply with the grade specifications.
bExcept for viscosity, cure each specimen at a temperature of 23 ± 2 °C and a relative humidity of
50 ± 10 percent for 24 ± 2 hours before testing.
cFor the flexibility test, the specimen size must be 6.4 ± 0.2 mm thick by 25 ± 0.2 mm wide by 150
± 0.5 mm long. The test mandrel diameter must be 6.4 ± 0.2 mm. The bend arc must be 180
degrees. The bend rate must be 2 ± 1 seconds. At least 4 of 5 test specimens must pass at the
specified test temperature without fracture, crazing, or cracking.
dFor hot-applied crack treatment, dilute with toluene and sieve through a no. 8 sieve. For cold-
applied crack treatment, sieve the material as-received through a no. 8 sieve. If the manufacturer
provides a statement that added components passed the no. 16 sieve before blending, this
requirement is void.
A crack treatment material must be delivered to the job site with the information listed below. If crack treatment
material is delivered to the job site in containers, each container must be marked with the following information.
1. Manufacturer's name
2. Production location
3. Brand or trade name
4. Designation
5. Crack treatment trade name
6. Batch or lot number
7. Maximum heating temperature
8. Expiration date for cold application only
Hot-applied crack treatment must be delivered to the job site premixed in cardboard containers with meltable
inclusion liners or in a fully meltable package.
Cold-applied crack treatment must have a minimum shelf life of 3 months from the date of manufacture.
37-6.02C Sand
Sand applied to tacky crack treatment material must be clean, free of clay, and comply with the gradation shown
in the following table:
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135
Sand Gradation
Quality characteristic Test method Requirement
Gradation (% passing by
weight)
Sieve size: California Test 202
No. 4 100
No. 50 0–30
No. 200 0–5
37-6.03 CONSTRUCTION
Treat cracks from 1/4 to 1 inch in width for the entire length of the crack. Fill or repair cracks wider than 1 inch as
ordered. Filling cracks wider than 1 inch is change order work.
If treating cracks on a traffic lane adjacent to a shoulder, treat the cracks on the shoulder.
For hot-applied crack treatment material, rout cracks or saw cut to form a reservoir.
Cracks must be clean and dry before treating. Before treating, blast cracks with oil-free compressed air at a
pressure of at least 90 psi.
If the pavement temperature is below 40 degrees F or if there is evidence of moisture in the crack, use a hot air
lance immediately before applying crack treatment. The hot air lance must not apply flame directly on the
pavement.
Heat and apply hot-applied crack treatment material under with the manufacturer's instructions.
Apply cold-applied crack treatment material with a distributor kettle, a piston, or a diaphragm barrel pump that
can deliver from 50 to 75 psi. The application line must have a pressure gauge and a filter. The pressure in the
application line must not exceed 20 psi. The pressure gauge must have a regulator. Use a high-pressure hose with
a 1/2-inch NPT swivel connection and a dispensing wand.
Apply crack treatment with a nozzle inserted into the crack. Fill the crack flush. If after 2 days the crack treatment
is more than 1/4 inch below the specified level, the sealant fails, or the crack re-opens, re-treat the crack.
Immediately remove crack treatment material that is spilled or deposited on the pavement surface.
Before opening to traffic, apply sand or the manufacturer's recommended detackifying agent to tacky crack
treatment material on the traveled way.
Sweep up excess sand before opening to traffic.
37-6.04 PAYMENT
The payment quantity for crack treatment is the length measured in lane miles along the edge of each paved lane
parallel to the pavement's centerline. The payment for a lane includes crack treatment of the adjacent shoulder.
37-7–37-10 RESERVED
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
39 ASPHALT CONCRETE
04-20-18
Replace SP-2 at each occurrence in section 39 with:
01-15-16
MS-2
Replace the 3rd paragraph of section 39-2.01A(1) with:
07-15-16
WMA technologies must be on the Authorized Material List for WMA authorized technologies.
City of San Luis Obispo
136
Add between the 3rd and 4th paragraphs of section 39-2.01A(1):
04-15-16
For HMA that uses asphalt binder containing crumb rubber modifier, submit a Crumb Rubber Usage Report form
monthly and at the end of the project.
Replace the table in the 4th paragraph of section 39-2.01A(1) with:
07-21-17
Test method Year of publication
AASHTO M 17 2011 (2015)
AASHTO M 323 2013
AASHTO R 30 2002 (2015)
AASHTO R 59 2011 (2015)
AASHTO T 27 2014
AASHTO T 49 2014
AASHTO T 59 2013
AASHTO T 96 2002 (2010)
AASHTO T 164 2014
AASHTO T 176 2008
AASHTO T 209 2012
AASHTO T 269 2014
AASHTO T 275 2007 (2012)
AASHTO T 283 2014
AASHTO T 304 2011
AASHTO T 305 2014
AASHTO T 308 2010
AASHTO T 312 2014
AASHTO T 313 2012 (2016)
AASHTO T 315 2012 (2016)
AASHTO T 324 2014
AASHTO T 329 2013
AASHTO T 335 2009
ASTM D36/D36M 2014ε1
ASTM D92 2012b
ASTM D217 2010
ASTM D297 2013
ASTM D445 2014
ASTM D1856 2009 (Reapproved 2015)
ASTM D2007 2011
ASTM D2074 2007 (Reapproved 2013)
ASTM D2995 1999 (Reapproved 2009)
ASTM D4791 2010
ASTM D5329 2009
ASTM D7741/D7741M 2011ε1
Asphalt Institute MS-2 7th edition (2015)
Replace items 1 and 2 in the 1st paragraph of section 39-2.01A(3)(b)(i) with:
07-21-17
1. Mix design documentation on a Contractor Hot Mix Asphalt Design Data form dated within 12 months of the
submittal for the JMF verification.
2. JMF verification on a Caltrans Hot Mix Asphalt Verification form and the Contractor Hot Mix Asphalt Design
Data form that was submitted for the JMF verification, if applicable.
City of San Luis Obispo
137
Replace the 2nd paragraph of section 39-2.01A(3)(b)(i) with:
04-20-18
The Contractor Hot Mix Asphalt Design Data form must identify the AASHTO resource accredited lab
responsible for the mix design and show documentation on aggregate quality.
Add to item 8 in the 4th paragraph of section 39-2.01A(3)(b)(i):
07-15-16
, except lime supplier and source
Replace the 1st paragraph of section 39-2.01A(3)(c) with:
04-20-18
At least 5 business days prior to the pre-paving meeting, submit a QC plan for HMA.
Replace the headings and paragraphs of section 39-2.01A(3)(i) with:
01-15-16
39-2.01A(3)(i) Reserved
Replace section 39-2.01A(3)(j) with:
04-20-18
39-2.01A(3)(j) Tack Coat
Prior to applying tack coat, submit calculations for the minimum spray rate required to achieve the minimum
residual rate.
Replace the 2nd sentence in the 3rd paragraph of section 39-2.01A(4)(b) with:
01-15-16
Submit 3 parts and keep 1 part.
07-21-17
Delete item 3 in the 5th paragraph of section 39-2.01A(4)(b).
Replace the 8th paragraph of section 39-2.01A(4)(b) with:
04-20-18
If the Engineer's test results on plant-produced samples do not show compliance with the specifications, the
Engineer notifies you. Submit a JMF adjusted after verification failure based on your testing unless the Engineer
authorizes reverification without adjustments. Engineer authorized reverification without adjustment is not JMF
adjusted after verification failure. A JMF adjusted after verification failure may include a change in:
1. Asphalt binder content TV up to ±0.20 percent from the OBC value submitted on the Contractor Hot Mix
Asphalt Design Data form
2. Aggregate gradation TV within the TV limits specified in the aggregate gradation table
Replace the 10th paragraph of section 39-2.01A(4)(b) with:
04-20-18
For each HMA type and aggregate size specified, the Engineer verifies up to 2 proposed JMF submittals including
a JMF adjusted after verification failure. Do not resubmit any of the 2 proposed submittals including a JMF
adjusted after verification failure that failed verification on any other Caltrans projects. If you submit more than 2
JMFs for each type of HMA and aggregate size, 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.
Replace AASHTO Materials Reference Laboratory in the paragraph of section 39-2.01A(4)(f)(i) with:
01-20-17
AASHTO re:source
City of San Luis Obispo
138
Add between the 1st and 2nd paragraphs of section 39-2.01A(4)(h)(i):
04-20-18
Condition each at-the-plant sample of HMA mixture for AASHTO 324 and AASHTO 283 in compliance with
sections 7.1.2, 7.1.3, and 7.1.4 of AASHTO R 30. Condition each at-the-plant sample of HMA mixture when
composite aggregate absorption factor is greater than 2.0 percent as indicated by the JMF in compliance with
sections 7.1.2, 7.1.3, and 7.1.4 of AASHTO R 30.
04-20-18
Delete section 39-2.01A(4)(h)(ix)
Replace the 5th paragraph of section 39-2.01A(4)(i)(i) with:
04-20-18
The Engineer conditions each at-the-plant sample of HMA mixture for AASHTO 324 and AASHTO 283 in
compliance with sections 7.1.2, 7.1.3, and 7.1.4 of AASHTO R 30. The Engineer conditions each at-the-plant
sample of HMA mixture when composite aggregate absorption factor is greater than 2.0 percent as indicated by
the JMF in compliance with sections 7.1.2, 7.1.3, and 7.1.4 of AASHTO R 30.
07-21-17
Delete the 6th paragraph of section 39-2.01A(4)(i)(i).
Add between single and test in the 7th paragraph of section 39-2.01A(4)(i)(i):
07-15-16
aggregate or HMA
Replace Engineer may accept in the introductory clause of the 3rd paragraph of section 39-2.01A(4)(i)(ii)
with:
07-21-17
Engineer must accept
Replace the table in section 39-2.01A(4)(i)(iii) with:
04-20-18
HMA Pavement Smoothness Acceptance Criteria
HMA thickness Mean Roughness Index requirement
> 0.25 foot 60 in/mi or less
≤ 0.25 foot 75 in/mi or less
Note: These requirements do not apply to the OGFC surface.
Smoothness requirements for OGFC are specified in section 39-
2.04A(4)(c)(iii).
Replace AASHTO Materials Reference Laboratory in the 2nd paragraph of section 39-2.01A(4)(i)(iv) with:
01-20-17
AASHTO re:source
Replace the 1st paragraph of section 39-2.01B(2)(a) with:
07-21-17
The HMA mix design must comply with the superpave HMA mix design as described in MS-2 Asphalt Mix
Design Methods by the Asphalt Institute.
Replace the 1st paragraph of section 39-2.01B(2)(b) with:
07-15-16
If the proposed JMF indicates that the aggregate is being treated with dry lime or lime slurry with marination, or
the HMA with liquid antistrip, then testing the untreated aggregate under AASHTO T 283 and AASHTO T 324 is
not required.
City of San Luis Obispo
139
If HMA treatment is required or being used by the Contractor, determine the plasticity index of the aggregate
blend under California Test 204.
Add between aggregate and with dry lime in the 3rd and 4th paragraphs of section 39-2.01B(2)(b):
07-15-16
blend
Replace the 9th through 11th paragraphs of section 39-2.01B(8)(a) with:
07-15-16
HMA must be produced at the temperatures shown in the following table:
HMA Production Temperatures
HMA compaction Temperature (°F)
HMA
Density based
Method
≤ 325
305–325
HMA with WMA technology
Density based
Method
240–325
260–325
Replace section 39-2.01B(11) with:
07-21-17
39-2.01B(11) Miscellaneous Areas and Dikes
For miscellaneous areas and dikes:
1. Choose the aggregate gradation from:
1.1. 3/8-inch Type A HMA aggregate gradation
1.2. 1/2-inch Type A HMA aggregate gradation
1.3. dike mix aggregate gradation
2. Choose asphalt binder Grade PG 64-10, PG 64-16 or PG 70-10.
3. Minimum asphalt binder content must be:
3.1. 6.40 percent for 3/8-inch Type A HMA aggregate gradation
3.2. 5.70 percent for 1/2-inch Type A HMA aggregate gradation
3.3. 6.00 percent for dike mix aggregate gradation
If you request and the Engineer authorizes, you may reduce the minimum asphalt binder content.
Aggregate gradation for dike mix must be within the TV limits for the specified sieve size shown in the following
table:
Dike Mix Aggregate Gradation
(Percentage Passing)
Sieve size Target value limit Allowable tolerance
1/2" 100 --
3/8" --- 95 - 100
No. 4 73–77 TV ± 10
No. 8 58–63 TV ± 10
No. 30 29–34 TV ± 10
No. 200 0 - 14
For HMA used in miscellaneous areas and dikes, sections 39-2.01A(3), 39-2.01A(4), 39-2.01B(2), 39-
2.01B(4)(c), and 39-2.01B(5)–(10) do not apply.
Replace item 4 in the 2nd paragraph of section 39-2.01C(1) with:
07-15-16
4. For method compaction:
4.1. The temperature of the HMA and the HMA produced with WMA water injection technology in the windrow does not
fall below 260 degrees F
City of San Luis Obispo
140
4.2. The temperature of the HMA produced using WMA additive technology in the windrow does not fall below 250
degrees F
Add to the list in the 7th paragraph of section 39-2.01C(1):
07-21-17
4. Marks
5. Tearing
6. Irregular texture
07-15-16
Delete item 3 in the 8th paragraph of section 39-2.01C(1).
Replace the 1st paragraph of section 39-2.01C(2)(c) with:
07-21-17
For method compaction, each paver spreading HMA must be followed by at least one of each of the following 3
types of rollers:
1. Breakdown roller must be a 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. Intermediate roller must be an 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. Finishing roller must be a steel-tired, 2-axle tandem roller. The roller's gross static weight must be at least 7.5
tons.
Replace planning in the 3rd paragraph of section 39-2.01C(3)(d) with:
07-21-17
planing
Replace 0.20 foot in item 2 in the list in the 1st paragraph of section 39-2.01C(3)(e) with:
04-20-18
0.25 foot
Replace 39-2.01A(3)(m)(iv) in the 6th paragraph of section 39-2.01C(3)(e) with:
01-15-16
36-3.01C(3)
Replace 2.06 in the 4th paragraph of section 39-2.01C(3)(f) with:
07-15-16
2.05
Replace section 39-2.01C(3)(g) with:
07-21-17
39-2.01C(3)(g) Geosynthetic Pavement Interlayer
Where shown, place geosynthetic pavement interlayer over a coat of asphalt binder and in compliance with the
manufacturer's instructions. Do not place the interlayer on a wet or frozen surface. If the interlayer, in compliance
with the manufacturer’s instructions, does not require asphalt binder, do not apply asphalt binder before placing
the interlayer.
Before placing the interlayer or asphalt binder:
1. Repair cracks 1/4 inch and wider, spalls, and holes in the pavement. This repair is change order work.
2. Clean the pavement of loose and extraneous material.
City of San Luis Obispo
141
If the interlayer requires asphalt binder, immediately before placing the interlayer, apply asphalt binder at a rate
specified by the interlayer manufacturer; at 0.25±0.03 gal per square yard of interlayer; or at a rate that just
saturates the interlayer; whichever is greater. Apply asphalt binder the width of the interlayer plus 3 inches on
each side. At an interlayer overlap, apply asphalt binder on the lower interlayer the same overlap distance as the
upper 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.
If the interlayer placement does not require asphalt binder, apply tack coat prior to placing HMA at the
application rates specified under section 39-2.01C(3)(f) based on the condition of the underlying surface on which
the interlayer was placed.
Align and place the interlayer with no overlapping wrinkles, except a wrinkle that overlaps may remain if it is less
than 1/2 inch thick. If the overlapping wrinkle is more than 1/2 inch thick, cut the wrinkle out and overlap the
interlayer no more than 2 inches.
Overlap the interlayer borders between 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.
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. The minimum HMA thickness over the interlayer must
be 0.12 foot including at conform tapers.
Add to the end of section 39-2.01C(15)(b):
07-15-16
The compacted lift thickness must not exceed 0.25 foot.
Add between rectangles and with in the 4th paragraph of section 39-2.01C(16):
04-15-16
, half the lane width,
Add between to and the in item 1 of the 4th paragraph of section 39-2.01C(16):
04-15-16
and along
07-15-16
Delete coat in the 5th paragraph of section 39-2.01C(16).
Replace 37 in the 5th paragraph of section 39-2.01C(16) with:
07-15-16
37-4.02
Replace section 39-2.02A(3)(b) with:
01-15-16
The JMF must be based on the superpave HMA mix design as described in MS-2 Asphalt Mix Design Methods by
the Asphalt Institute.
Replace the 1st paragraph of section 39-2.02C with:
04-20-18
Where the pavement thickness shown is 0.30 foot or greater, you may place Type A HMA in multiple lifts not
less than 0.15 foot each. If placing Type A HMA in multiple lifts:
1. Table in Section 39-2.02B(4)(b) does not apply
2. Aggregate gradation must comply with the requirements shown in the following table:
City of San Luis Obispo
142
Aggregate Gradation Requirements
Type A HMA lift thickness Gradation
0.15 to less than 0.20 foot 1/2 inch
0.20 foot to less than 0.25 foot 3/4 inch
0.25 foot or greater 3/4 inch or 1 inch
3. Apply a tack coat before placing a subsequent lift
4. The Engineer evaluates each HMA lift individually for compliance
Add between the 1st and 2nd paragraphs of section 39-2.02C:
07-15-16
If the ambient air temperature is below 60 degrees F, cover the loads in trucks with tarpaulins. If the time for
HMA discharge to truck at the HMA plant until transfer to paver's hopper is 90 minutes or greater and if the
ambient air temperature is below 70 degrees F, cover the loads in trucks with tarpaulins, unless the time from
discharging to the truck until transfer to the paver's hopper or the pavement surface is less than 30 minutes. The
tarpaulins must completely cover the exposed load until you transfer the mixture to the paver's hopper or the
pavement surface.
Replace the table in the 2nd paragraph of section 39-2.02C with:
07-15-16
Minimum Ambient Air and Surface Temperatures
Lift thickness
(feet)
Ambient air (°F) Surface (°F)
Unmodified asphalt
binder
Modified asphalt
binder
Unmodified asphalt
binder
Modified asphalt
binder
Type A HMA and Type A HMA produced with WMA water injection technology
<0.15 55 50 60 55
≥0.15 45 45 50 50
Type A HMA produced with WMA additive technology
<0.15 45 45 50 45
≥0.15 40 40 40 40
07-15-16
Delete the 3rd paragraph of section 39-2.02C.
Add between HMA and placed in the 1st sentence of the 4th paragraph of section 39-2.02C:
07-15-16
and Type A HMA produced with WMA water injection technology
Add between the 4th and the 5th paragraphs of section 39-2.02C:
07-15-16
For Type A HMA produced with WMA additive technology placed under method compaction, if the asphalt
binder is:
1. Unmodified, complete:
1.1 1st coverage of breakdown compaction before the surface temperature drops below 240 degrees F
1.2. Breakdown and intermediate compaction before the surface temperature drops below 190 degrees F
1.3. Finish compaction before the surface temperature drops below 140 degrees F
1.4 You may continue static rolling below 140 degrees F to remove roller marks.
2. Modified, complete:
2.1. 1st coverage of breakdown compaction before the surface temperature drops below 230 degrees F
2.2. Breakdown and intermediate compaction before the surface temperature drops below 170 degrees F
2.3. Finish compaction before the surface temperature drops below 130 degrees F
2.4. You may continue static rolling below 130 degrees F to remove roller marks.
City of San Luis Obispo
143
Replace the 2nd paragraph of section 39-2.03A(3)(b) with:
01-15-16
The JMF must be based on the superpave HMA mix design as described in MS-2 Asphalt Mix Design Methods by
the Asphalt Institute.
Replace the requirement in the row for Voids in mineral aggregate on plant produced HMA in the 2nd
table in section 39-2.03A(4)(e)(i) with:
01-15-16
18.0-23.0
Add before the 1st paragraph of section 39-2.03A(4)(e)(ii)(C):
04-15-16
CRM used must be on the Authorized Materials List for Crumb Rubber Modifier.
CRM must be a ground or granulated combination of scrap tire crumb rubber and high natural scrap tire crumb
rubber, CRM must be 75.0 ± 2.0 percent scrap tire crumb rubber and 25.0 ± 2.0 percent high natural scrap tire
crumb rubber by total weight of CRM. Scrap tire crumb rubber and high natural scrap tire crumb rubber must be
derived from waste tires described in Pub Res Code § 42703.
Replace the row for Hamburg wheel track in the table in section 39-2.03B(2) with:
01-15-16
Hamburg wheel track (min, number of passes at the inflection
point)
Binder grade:
PG 58
PG 64
PG 70
AASHTO T 324
(Modified)d
10,000
12,500
15,000
Replace AASHTO R 35 in the 4th paragraph of section 39-2.03B(2) with:
07-21-17
superpave HMA mix design as described in MS-2 Asphalt Mix Design Methods by the Asphalt Institute
Replace RHMA-G in the 3rd and 5th paragraphs of section 39-2.03C with:
07-15-16
RHMA-G and RHMA-G produced with WMA water injection technology
Add between the 3rd and 4th paragraphs of section 39-2.03C:
01-20-17
Spread and compact RHMA-G produced with WMA addititive technology at an ambient air temperature of at
least 50 degrees F and a surface temperature of at least 50 degrees F.
Add between the 5th and 6th paragraphs of section 39-2.03C:
07-15-16
For RHMA-G produced with WMA additive technology placed under method compaction:
1. Complete the 1st coverage of breakdown compaction before the surface temperature drops below 260
degrees F
2. Complete breakdown and intermediate compaction before the surface temperature drops below 230 degrees
F
3. Complete finish compaction before the surface temperature drops below 180 degrees F
4. You may continue static rolling below 140 degrees F to remove roller marks
City of San Luis Obispo
144
Replace 39-2.03A(4)(b)(ii) in the 1st sentence of section 39-2.04A(4)(b)(ii) with:
01-20-17
39-2.03A(4)(c)(ii)
Replace the 6th and 7th paragraphs of section 39-2.04C with:
07-15-16
For HMA-O and HMA-O produced with WMA water injection technology:
1. With unmodified asphalt binder:
1.1. Spread and compact only if the atmospheric temperature is at least 55 degrees F and the surface temperature is at least
60 degrees F.
1.2. Complete the 1st coverage using 2 rollers before the surface temperature drops below 240 degrees F.
1.3. Complete all compaction before the surface temperature drops below 200 degrees F.
2. With modified asphalt binder, except asphalt rubber binder:
2.1. Spread and compact only if the atmospheric temperature is at least 50 degrees F and the surface temperature is at least
50 degrees F.
2.2. Complete the 1st coverage using 2 rollers before the surface temperature drops below 240 degrees F.
2.3. Complete all compaction before the surface temperature drops below 180 degrees F.
For HMA-O produced with WMA additive technology:
1. With unmodified asphalt binder:
1.1. Spread and compact only if the atmospheric temperature is at least 45 degrees F and the surface temperature is at least
50 degrees F.
1.2. Complete the 1st coverage using 2 rollers before the surface temperature drops below 230 degrees F.
1.3. Complete all compaction before the surface temperature drops below 190 degrees F.
2. With modified asphalt binder, except asphalt rubber binder:
2.1. Spread and compact only if the atmospheric temperature is at least 40 degrees F and the surface temperature is at least
40 degrees F.
2.2. Complete the 1st coverage using 2 rollers before the surface temperature drops below 230 degrees F.
2.3. Complete all compaction before the surface temperature drops below 170 degrees F.
Replace RHMA-O and RHMA-O-HB in the 8th paragraph of section 39-2.04C with:
07-15-16
RHMA-O and RHMA-O produced with WMA water injection technology, and RHMA-O-HB and RHMA-O-HB
produced with WMA water injection technology
Add between the 8th and 9th paragraphs of section 39-2.04C:
07-15-16
For RHMA-O produced with WMA additive technology and RHMA-O-HB produced with WMA additives
technology:
1. Spread and compact if the ambient air temperature is at least 45 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 270 degrees F
3. Complete all compaction before the surface temperature drops below 240 degrees F
Add to the 2nd paragraph of section 39-2.05A(3)(b):
01-15-16
The material transfer vehicle must receive HMA directly from the truck.
Replace Table 6.1 at each occurrence in the table in section 39-2.05B(2) with:
01-15-16
Table 8.1
City of San Luis Obispo
145
Replace SP-2 Asphalt Mixture in the 1st footnote in the table in the 2nd paragraph of section 39-
2.05B(2)(b) with:
01-15-16
MS-2 Asphalt Mix Design Methods
Replace Manual Series No. 2 (MS-2) in the 1st footnote in the table in the 2nd paragraph of section 39-
2.05B(2)(b) with:
01-15-16
MS-2 Asphalt Mix Design Methods
Replace 39-3.05 in the 1st paragraph of section 39-3.04A with:
01-15-16
39-3.04
Add to the end of section 39-3.04A:
07-15-16
Schedule cold planing activities such that the pavement is cold planed, the HMA is placed, and the area is opened
to traffic during the same work shift.
Add to the 1st paragraph of section 39-3.04C(2):
04-20-18
You may adjust the planed depth up to ± 0.03 foot from the depth shown to achieve uniform pavement profile,
cross slope, and surface smoothness. The average cold planed depth must be equal to or greater than the depth
shown.
Add between the 3rd and 4th paragraph of section 39-3.04C(2):
04-20-18
If you encounter delaminations during planing operations notify the Engineer immediately. If authorized, adjust
the planed depth up to ± 0.05 foot to eliminate delaminations. Authorized work beyond the ± 0.05 foot range or
other authorized mitigation work is change order work.
07-15-16
Delete the 2nd sentence of the 1st paragraph in section 39-3.04C(4).
Replace 39-3.06 in the 1st paragraph of section 39-3.05A with:
01-15-16
39-3.05
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
40 CONCRETE PAVEMENT
07-21-17
Add to the end of section 40-2.02C:
01-20-17
Inorganic zinc primer must comply with AASHTO M 300, Type I or II.
Replace and wide flange beam terminal in the 2nd paragraph of section 40-2.02D with:
01-20-17
, Types WF and AN,
Add to the end of section 40-2.02D:
01-20-17
Polyethylene bond breaker for wide flange beam terminal and expansion joint support slabs must comply with
section 36-2.
City of San Luis Obispo
146
Add to the end of section 40-2.03B:
01-20-17
Lap splice bar reinforcement under section 52-6. For low carbon, chromium-steel bar reinforcement, the length of
lap splice must be at least 30 inches.
Replace the paragraph in section 40-2.03D with:
07-21-17
All welding must comply with AWS D1.1. Weld stud ends with an electric arc welder completely fusing the studs
to the wide flange beam.
Replace studs dislodged in shipping or that can be dislodged with a hammer.
Add to the end of section 40-2.03D:
01-20-17
Clean surface of wide flange beam to receive prime coat under section 59-2.01C(3)(b)(ii). The thickness of the
prime coat must be 6 mils.
Add after the second sentence of the 1st paragraph of section 40-2.03E(3)(a):
01-20-17
For low carbon, chromium-steel bar reinforcement, the length of lap splice must be at least 30 inches.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
42 GROOVE AND GRIND CONCRETE
01-20-17
Replace Reserved in section 42-1.03 with:
01-20-17
Do not store grooving or grinding residue within the highway.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
DIVISION VI STRUCTURES
47 EARTH RETAINING SYSTEMS
07-15-16
Replace the 6th paragraph in section 47-2.02A with:
07-15-16
Rock for rock slope protection at drain pipe outlets must be small-rock slope protection and must comply with the
gradation specified for 7-inch-thick layer in section 72-4.02.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
48 TEMPORARY STRUCTURES
01-20-17
Add between the 5th and 6th paragraphs of section 48-2.01C(2):
01-20-17
For multi-frame bridges, submit a separate shop drawing for each frame.
City of San Luis Obispo
147
Replace section 48-6 with:
01-20-17
48-6 TEMPORARY WOOD POLES
48-6.01 GENERAL
48-6.01A Summary
Section 48-6 includes specifications for constructing, maintaining, and removing temporary wood poles for the
support of electrical systems.
Temporary wood poles include attached wire components.
48-6.01B Definitions
Reserved
48-6.01C Submittals
48-6.01C(1) General
Submit a letter of certification that certifies all components of the manufactured assemblies are used in
compliance with the manufacturer's recommendations. If requested, (1) submit manufacturer's data for
manufactured assemblies to verify manufacturer's recommendations or (2) perform tests demonstrating adequacy
of the proposed assemblies and submit the test results.
Submit the letter before installing messenger wires, tether wires, or self-supporting conductors or cables.
You may submit a request to use alternative mounting brackets or wire termination hardware. Your request must
include:
1. Structural design calculations and testing data sealed and signed by an engineer who is registered as a civil
engineer in the State
2. Manufacturer's instructions
48-6.01C(2) Guy Wire Anchors
Submit the guy wire anchor manufacturer's product information and installation instructions. Do not install
anchors unless authorized.
48-6.01D Quality Assurance
48-6.01D(1) General
Reserved
48-6.01D(2) Welding
Welding must comply with AWS D1.1.
48-6.02 MATERIALS
48-6.02A General
Wire used for messenger wires, tether wires, or guy wires must be 7-wire strand complying with ASTM A475,
Utilities Grade.
Connection hardware for wires must provide a termination efficiency factor of not less than 0.80.
Wood poles, push braces, and stubs must comply with ANSI O5.1.
Treat wood under AWPA U1, Use Category UC4B, Commodity Specification D.
Except for wire, helical anchors, expanded steel plate anchors, cross plate anchors, and expanding rock anchors,
steel components must comply with section 56-3.
City of San Luis Obispo
148
48-6.02B Helical Anchors, Expanded Steel Plate Anchors, Cross Plate
Anchors, and Expanding Rock Anchors
Fabricate helical anchors, expanded steel plate anchors, and cross plate anchors under section 75.
Fabricate attachable thimble eyes and expanding rock anchors from suitable ferrous material.
Welding must comply with AWS D1.1.
Fabricate as a continuous piece or as separate segments with mechanical connections between segments. Include
integral thimble eye or include attachable thimble eye.
Galvanize all helical anchor parts under section 75.
Paint expanded steel plate anchors, cross plate anchors, and expanding rock anchors as specified for repairing
damaged galvanized surfaces in section 75-1.02B.
The final assembly must have (1) a minimum ultimate tensile strength greater than the minimum required
breaking strength of the guy wire and (2) a minimum ultimate torsional strength greater than twice the minimum
installation torque.
48-6.02C Reuse of Materials and Relocation of Temporary Supports
You may reuse structural components and relocate temporary supports provided that the materials remain in
acceptable condition for reuse, except do not reuse:
1. Components of high-strength bolt assemblies that have been or are required to be tensioned past snug tight
2. High-strength cap screws that have been or are required to be tensioned past snug tight
3. Tension control bolts
48-6.03 CONSTRUCTION
48-6.03A General
Install construction bracing as necessary to withstand all imposed loads during erection, construction, and
removal of any temporary wood poles.
The Engineer may order you to install Type K temporary railing at temporary wood pole locations that are less
than 15 feet from the edge of a traffic lane.
Install all temporary railing protecting temporary wood poles before erecting temporary wood poles. Do not
remove temporary railing until authorized.
For overhead line construction not specifically covered in the contract documents, comply with Public Utility
Commission General Order 95.
48-6.03B Foundations
Verify the design soil parameters before starting construction of temporary wood poles.
Remove any accumulated water from the pole excavation prior to placing granular backfill at the bottom of the
pole excavation. Thoroughly compact and level the granular backfill at the bottom of the pole excavation prior to
setting the pole.
Backfill around poles with manufactured sand that is free of rocks or other deleterious material. Place the backfill
material in 4-inch thick layers. Moisten and thoroughly compact each layer.
Remove accumulated water from the anchor excavation prior to placing an expanded steel anchor. Expand the
base of the expanded steel anchor prior to placing backfill. Place backfill around the expanded steel anchor in 4-
inch thick layers. Thoroughly compact each layer.
Protect foundations from softening and undermining.
City of San Luis Obispo
149
48-6.03C Erection
If temporary wood poles are over or adjacent to roadways or railroads, all construction bracing must (1) be
installed at the time each element of the temporary wood pole is erected and (2) remain in place until the
temporary wood pole is removed.
Suspend conductors from messenger wire by continuous lashing wire. No spare wire conductors or cables are
allowed unless described.
Sag overhead bundles to maintain required clearances over the ambient temperature range of - 30 to 120 degrees
F. The sag must be between 4.6 and 5.4 percent of horizontal span unless otherwise shown. Minimum vertical
clearance over grade is 25 feet unless otherwise shown.
48-6.03D Attachments
If specific connection details are not shown, mount attachments under the manufacturer's written instructions and
such that there is no loss of cross section.
48-6.03E Damping
If at any time during service the temporary structural support exhibits excessive vibration, immediately install
dampers. Dampers must be effective in mitigating the vibration and must not compromise the structural supports
or the supported hardware.
48-6.03F Removal
Remove temporary structural supports such that portions not yet removed remain stable at all times.
Remove temporary wood poles and helical anchors. Fill the void with excavated material or sand that is free of
deleterious material. Place the backfill material in 4-inch thick layers. Moisten and thoroughly compact each
layer.
Dispose of surplus excavated material uniformly along the adjacent roadway.
Dispose of temporary structural support materials and work debris.
48-6.03G Guy Wire Helical Anchors
48-6.03G(1) General
Reserved
48-6.03G(2) Installation Parameters
Use the minimum installation torque shown. You may request an alternative minimum installation torque based
on a revised value for empirical torque factor.
For alternative minimum installation torque, use the following equation to calculate the installation torque:
T = Qa(FS/Kt )
where:
T = Minimum installation torque, ft-lb
FS = Factor of safety of 2.0
Qa = Minimum allowable tensile capacity shown, lb
Kt = Empirical torque factor, 1/ft (inverse foot)
Include a geotechnical report sealed and signed by a licensed geotechnical engineer with recommended values for
empirical torque factor and alternative minimum installation torque with your request.
Do not start installation unless your alternative installation parameters are authorized.
Verify the installation parameters before the start of anchor installation.
48-6.03G(3) Installation
Install anchors under the manufacturer's written instructions and the following:
1. Do not install anchors underneath utilities or subsurface structures.
2. Maintain horizontal clearances as required by the Engineer.
City of San Luis Obispo
150
3. Install to the minimum embedment length.
4. Continuously monitor and record torque during installation. If torque at the minimum embedment length is not
equal to or greater than the minimum required, continue installation to greater embedment until the minimum
installation torque is achieved for 2 continuous feet.
48-6.03G(4) Removal
After service is complete, remove anchors using reverse torque. Fill the void with excavated material or sand free
of deleterious materials. Place the backfill material in 4-inch thick layers. Moisten and thoroughly compact each
layer.
48-6.03H Expanded Steel Plate Anchors, Cross Plate Anchors, and
Expanding Rock Anchors
48-6.03H(1) General
Reserved.
48-6.03H(2) Installation
Install anchors under the manufacturer’s written instructions.
Locate and mark all substructures and utilities. Do not install anchors underneath subsurface utilities or structures.
48-6.03H(3) Removal
After service is complete, remove anchors to a depth of at least 3 feet below finished grade. Fill the void with
sand free of deleterious materials. Place the backfill material in 4-inch thick layers. Moisten and thoroughly
compact each layer.
48-6.04 PAYMENT
Not Used
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
49 PILING
04-20-18
04-15-16
Delete the 2nd paragraph of section 49-1.01A.
Replace the 1st sentence in the 5th paragraph of section 49-1.01D(3) with:
07-15-16
Load test and anchor piles must comply with the specifications for piling as described and Class N steel pipe
piling.
Add to the list in 7th paragraph of section 49-1.01D(3):
07-15-16
5. Welds that connect the anchor pile and the anchor pile head must be tested under section 49-
2.02A(4)(b)(iii)(C)
Replace the 10th paragraph of section 49-1.01D(3) with:
07-15-16
Furnish labor, materials, tools, equipment, and incidentals as required to assist the Department in the
transportation, installation, operation, and removal of Department-furnished steel load test beams, jacks, bearing
plates, drills, and other test equipment. This is change order work.
Add to the end of the 5th paragraph of section 49-1.01D(4):
04-20-18
Penetration and bearing analyses are specific to a driving submittal. Piles located within specified control zones
are represented by the associated dynamically monitored pile for bearing acceptance criteria.
City of San Luis Obispo
151
Replace the 6th paragraph of section 49-1.01D(4) with:
04-20-18
Except for load test piles and anchor piles, drive the 1st production pile in the control zone and perform dynamic
monitoring as specified. Do not install any additional production piles until the Engineer provides you with the
bearing acceptance criteria curves for any piles represented by the dynamically monitored piles.
Replace the 7th paragraph of section 49-1.01D(4) with:
04-20-18
Piles to be dynamically monitored must:
1. Have an additional length of 2 times the largest cross-sectional dimension of the pile plus 2 feet.
2. Be available to the Department at least 2 business days before driving.
3. Be safely supported at least 6 inches off the ground in a horizontal position on at least 2 support blocks. If
ordered, rotate the piles on the blocks.
4. Be positioned to provide safe access to the entire pile length and circumference for the installation of
anchorages and control marks for monitoring.
07-15-16
Delete business in item 6 in the list in the 8th paragraph of section 49-1.01D(4).
Add to the list in 9th paragraph of section 49-1.01D(4):
07-15-16
3. Cut pile to the specified cut-off elevation after bearing acceptance criteria is provided by the Department
04-15-16
Delete the 3rd paragraph of section 49-1.03.
04-15-16
Delete the 2nd paragraph of section 49-1.04.
01-15-16
Delete the 4th paragraph of section 49-2.01C(5).
Replace item 3 in the list in the 2nd paragraph of section 49-3.01A with:
07-15-16
3. CISS concrete piles
Add between undisturbed material and in a dry in the 1st paragraph of section 49-3.01C:
07-15-16
, casing, or steel shell
Replace the 2nd and 3rd paragraphs of section 49-3.01C with:
07-15-16
Place and secure reinforcement. Securely block the reinforcement to provide the minimum clearance shown
between the reinforcing steel cage and the sides of the drilled hole, casing, or steel shell.
Steel shells, casings, and drilled holes must be clean and free of debris before reinforcement and concrete are
placed.
Replace dewatered in the 4th paragraphs of section 49-3.01C with:
07-15-16
drilled
City of San Luis Obispo
152
Add to section 49-3.02A(1):
07-15-16
Permanent steel casing and driven steel shell must comply with section 49-2.02.
Replace the paragraph of section 49-3.02A(2) with:
07-15-16
dry hole: A drilled hole that requires no work to keep it free of water.
dewatered hole: A drilled hole that:
1. Accumulates no more than 12 inches of water at the bottom during a 1 hour period without any pumping from
the hole.
2. Has no more than 3 inches of water at the bottom immediately before placing concrete.
3. Does not require temporary casing to control the groundwater.
Replace item 8 in the list in the 1st paragraph of section 49-3.02A(3)(b) with:
07-15-16
8. Drilling plan and sequence
9. Concrete sequence and placement plan
10. If inspection pipes are required, methods for ensuring the inspection pipes remain straight, undamaged, and
properly aligned during concrete placement
Replace section 49-3.02A(3)(c) with:
04-20-18
49-3.02A(3)(c) Inspection Pipe and Reinforcing Cage Coupler Log
If inspection pipes are required, submit a log of the locations of inspection pipe couplers and pile reinforcing cage
couplers as an informational submittal within 2 business days of completion of concrete placement in the hole.
Replace 1 business day in the paragraph of section 49-3.02A(3)(d) with:
07-15-16
2 business days
Add to section 49-3.02A(3)(d):
07-15-16
The log must:
1. Show the pile location, tip elevation, cutoff elevation, dates of excavation and concrete placement, total
quantity of concrete placed, length and tip elevation of any casing, and details of any hole stabilization
method and materials used.
2. Include an 8-1/2 by 11 inch graph of concrete placed versus depth of hole filled as follows:
2.1. Plot the graph continuously throughout concrete placement. Plot the depth of drilled hole filled vertically with the pile
tip at the bottom and the quantity of concrete placed horizontally.
2.2. Take readings at each 5 feet of pile depth, and indicate the time of the reading on the graph.
Add after the sentence in the paragraph of section 49-3.02A(3)(e):
07-15-16
Allow 10 days for the review.
Replace the 3rd sentence in the paragraph of section 49-3.02A(3)(f) with:
07-15-16
Allow 10 days for the review and analysis of this report.
Add after rejected pile in the 1st sentence in the 1st paragraph of section 49-3.02A(3)(g):
07-15-16
to be mitigated
City of San Luis Obispo
153
07-15-16
Delete the 2nd paragraph of section 49-3.02A(3)(g).
Replace item 3 in the list in the 3rd paragraph of section 49-3.02A(3)(g) with:
07-15-16
3. Step by step description of the mitigation work to be performed, including drawings if necessary. If the ADSC
Standard Mitigation Plan is an acceptable mitigation method, include the most recent version. For the most
recent version of the ADSC Standard Mitigation Plan, go to:
http://www.dot.ca.gov/hq/esc/geotech/ft/adscmitplan.htm
Replace the 2nd sentence in the paragraph of section 49-3.02A(3)(i) with:
07-15-16
Allow 10 days for the review.
Add to section 49-3.02A(3):
07-15-16
49-3.02A(3)(j) Certifications
If synthetic slurry is used, submit as an informational submittal the names and certifications of your employees
who are trained and certified by the synthetic slurry manufacturer.
04-20-18
49-3.02A(3)(k) Slurry Test Record
If slurry is used, submit a slurry test record as an informational submittal within 2 business days of completion of
concrete placement in the hole.
Add after excavated hole in the 1st sentence in the 3rd paragraph of section 49-3.02A(4)(c):
07-15-16
lined with plastic
Replace the 1st paragraph of section 49-3.02A(4)(d)(i) with:
07-15-16
Section 49-3.02A(4)(d) applies to CIDH concrete piles except for piles (1) less than 24 inches in diameter or (2)
constructed in dry or dewatered holes.
Replace gamma-gamma logging in the 2nd paragraph of section 49-3.02A(4)(d)(i) with:
07-15-16
GGL
Replace the 1st sentence in the 3rd paragraph of section 49-3.02A(4)(d)(i) with:
07-15-16
After notification by the Engineer of pile acceptance, fill the inspection pipes and cored holes with grout.
Replace gamma-gamma logging in section 49-3.02A(4)(d)(ii) with:
07-15-16
GGL
Replace the 3rd and 4th paragraphs of section 49-3.02A(4)(d)(iii) with:
07-15-16
The Department may perform CSL to determine the extent of the anomalies identified by GGL and to further
evaluate a rejected pile for the presence of anomalies not identified by GGL. The pile acceptance test report will
indicate if the Department intends to perform CSL and when the testing will be performed. Allow the Department
20 additional days for a total of 50 days to perform CSL and to provide supplemental results.
If authorized, you may perform testing on the rejected pile.
City of San Luis Obispo
154
07-15-16
Delete the 8th paragraph of section 49-3.02A(4)(d)(iii).
Add to the end of section 49-3.02A(4)(d)(iii):
07-15-16
If the Engineer determines it is not feasible to repair the rejected pile, submit a mitigation plan for replacement or
supplementation of the rejected pile.
Add to section 49-3.02A(4):
07-15-16
49-3.02A(4)(e) Certifications
If synthetic slurry is used, your employees who will be providing technical assistance in the slurry activities must
be trained and certified by the synthetic slurry manufacturer to show their competency to perform inspection of
slurry operations.
Replace section 49-3.02B(4) with:
07-15-16
49-3.02B(4) Reserved
Replace near in the 3rd, 4th, and 5th paragraphs of section 49-3.02B(6)(b) with:
07-15-16
within 2 feet of
Replace twice per shift in item 2 in the 3rd paragraph of section 49-3.02B(6)(b) with:
07-15-16
every 4 hours
07-15-16
Delete the 7th and 8th paragraphs of section 49-3.02B(6)(b).
07-15-16
Delete the 3rd paragraph of section 49-3.02B(6)(c).
Replace near in item 2 in the 4th paragraph of section 49-3.02B(6)(c) with:
07-15-16
within 2 feet of
Replace item 5 in the 4th paragraph of section 49-3.02B(6)(c) with:
07-15-16
5. After final cleaning and immediately before placing concrete.
Replace section 49-3.02B(9) with:
07-15-16
49-3.02B(9) Inspection Pipes
Inspection pipes must be schedule 40 PVC pipe complying with ASTM D1785 with a nominal pipe size of 2
inches.
Watertight PVC couplers complying with ASTM D2466 are allowed to facilitate pipe lengths in excess of those
commercially available.
Add to the beginning of section 49-3.02C(1):
07-15-16
Unless otherwise authorized, drilling the hole and placing reinforcement and concrete in the hole must be
performed in a continuous operation.
City of San Luis Obispo
155
Replace the 5th paragraph of section 49-3.02C(2) with:
07-15-16
If slurry is used during excavation, maintain the slurry level at a height required to maintain a stable hole, but not
less than 10 feet above the piezometric head.
Replace the 1st sentence in the 9th paragraph of section 49-3.02C(2) with:
07-15-16
Remove water that has infiltrated the dewatered hole before placing concrete, as required for dewatered hole.
Replace the 1st sentence in the 10th paragraph of section 49-3.02C(2) with:
07-15-16
If authorized, to control caving or water seepage, you may enlarge portions of the hole, backfill the hole with
slurry cement backfill, concrete, or other material, and redrill the hole to the diameter shown.
Replace the 4th paragraph of section 49-3.02C(3) with:
07-15-16
Remove the temporary casing during concrete placement. Maintain the concrete in the casing at a level required to
maintain a stable hole, but not less than 5 feet above the bottom of the casing, to prevent displacement of the
concrete by material from outside the casing.
Replace the 5th paragraph of section 49-3.02C(4) with:
07-15-16
For a single CIDH concrete pile supporting a column:
1. If the pile and the column share the same reinforcing cage diameter, this cage must be accurately placed as
shown
2. If the pile reinforcing cage is larger in diameter than the column cage:
2.1. Maintain a clear horizontal distance of at least 3.5 inches between the two cages, if the concrete is placed under dry
conditions
2.2. Maintain a clear horizontal distance of at least 5 inches between the two cages if the concrete is placed under slurry
2.3. The offset between the centerlines of the two cages must not exceed 6 inches
Replace the paragraphs in section 49-3.02C(5) with:
04-20-18
For acceptance testing, install and test vertical inspection pipes as follows:
1. Log the location of the inspection pipe couplers and pile reinforcing cage couplers with respect to the plane of
pile cutoff.
2. Cap each inspection pipe at the bottom. Extend the pipe from 3 feet above the pile cutoff to the bottom of the
reinforcing cage. Provide a temporary top cap or similar means to keep the pipes clean before testing. If pile
cutoff is below the ground surface or working platform, extend inspection pipes to 3 feet above the ground
surface or working platform.
3. If any changes are made to the pile tip, extend the inspection pipes to the bottom of the reinforcing cage.
4. Install inspection pipes in a straight alignment and parallel to the main reinforcement. Securely fasten
inspection pipes in place and provide protective measures to prevent misalignment or damage to the
inspection pipes during installation of the reinforcement and placement of concrete in the hole. Construct
CIDH concrete piles such that the relative distance of inspection pipes to vertical steel reinforcement remains
constant.
5. After concrete placement is complete, fill inspection pipes with water to prevent debonding of the pipe.
6. Provide safe access to the tops of the inspection pipes.
7. After placing concrete and before requesting acceptance testing, test each inspection pipe in the Engineer's
presence by passing a rigid cylinder through the length of pipe. The rigid cylinder must:
7.1 Be 1-1/4-inch diameter by 4.5-foot long
7.2 Weigh 12 pounds or less
7.3 Be able to freely pass down through the entire length of the pipe under its own weight and without the application of
force
8. When performing acceptance testing, inspection pipes must provide a 2-inch-diameter clear opening and be
completely clean, unobstructed, and either dry or filled with water as authorized.
City of San Luis Obispo
156
9. After acceptance testing is complete, completely fill the inspection pipes with water.
07-15-16
If the rigid cylinder fails to pass through the inspection pipe:
1. Completely fill the inspection pipes in the pile with water immediately.
2. Core a nominal 2-inch-diameter hole through the concrete for the entire length of the pile for each inspection
pipe that does not pass the rigid cylinder. Coring must not damage the pile reinforcement.
3. Locate cored holes as close as possible to the inspection pipes they are replacing and no more than 5 inches
clear from the reinforcement.
Core holes using a double wall core barrel system with a split tube type inner barrel. Coring with a solid type
inner barrel is not allowed.
Coring methods and equipment must provide intact cores for the entire length of the pile.
Photograph and store concrete cores as specified for rock cores in section 49-1.01D(5).
The coring operation must be logged by an engineering geologist or civil engineer licensed in the State and
experienced in core logging. Coring logs must comply with the Department's Soil and Rock Logging,
Classification, and Presentation Manual for rock cores. Coring logs must include core recovery, rock quality
designation of the concrete, locations of breaks, and complete descriptions of inclusions and voids encountered
during coring.
The Department evaluates the portion of the pile represented by the cored hole based on the submitted coring logs
and concrete cores. If the Department determines a pile is anomalous based on the coring logs and concrete cores,
the pile is rejected.
Replace item 2 in the list in the 2nd paragraph of section 49-3.02C(7) with:
07-15-16
2. Extend at least 5 feet below the construction joint. If placing casing into rock or a dry hole, the casing must
extend at least 2 feet below the construction joint.
Add to the beginning of section 49-3.02C(9):
07-15-16
49-3.02C(9)(a) General
Replace the 2nd sentence of the 3rd paragraph of section 49-3.02C(9) with:
04-15-16
Do not vibrate the concrete.
Add after concrete pump in the 8th paragraph of section 49-3.02C(9):
07-15-16
and slurry pump
Replace item 3 in the list in the 11th paragraph of section 49-3.02C(9) with:
07-15-16
3. Maintain the slurry level at a height required to maintain a stable hole, but not less than 10 feet above the
piezometric head.
Replace the 13th paragraph of section 49-3.02C(9) with:
07-15-16
Maintain a log of concrete placement for each drilled hole.
Replace 14th and 15th paragraphs of section 49-3.02C(9) with:
07-15-16
If a temporary casing is used, maintain concrete placed under slurry at a level required to maintain a stable hole,
but not less than 5 feet above the bottom of the casing. The withdrawal of the casing must not cause
contamination of the concrete with slurry.
City of San Luis Obispo
157
The equivalent hydrostatic pressure inside the casing must be greater than the hydrostatic pressure on the outside
of the casing to prevent intrusion of water, slurry, or soil into the column of freshly placed concrete.
Remove scum, laitance, and slurry-contaminated concrete from the top of the pile.
Add to section 49-3.02C(9):
07-15-16
49-3.02C(9)(b) Mineral Slurry
Remove any caked slurry on the sides or bottom of hole before placing reinforcement.
If concrete is not placed immediately after placing reinforcement, the reinforcement must be removed and cleaned
of slurry, the sides of the drilled hole must be cleaned of caked slurry, and the reinforcement again placed in the
hole for concrete placement.
49-3.02C(9)(c) Synthetic Slurry
A manufacturer's representative must:
1. Provide technical assistance for the use of their material
2. Be at the job site before introduction of the synthetic slurry into the drilled hole
3. Remain at the job site until released by the Engineer
After the manufacturer's representative has been released by the Engineer, your employee certified by the
manufacturer must be present during the construction of the pile under slurry.
Replace the heading of section 49-3.03 with:
07-15-16
CAST-IN-STEEL SHELL CONCRETE PILING
Replace the 1st paragraph of section 49-3.03A(1) with:
07-15-16
Section 49-3.03 includes specifications for constructing CISS concrete piles consisting of driven open-ended or
closed-ended steel shells filled with reinforcement and concrete.
Add to the end of section 49-3.03A(1):
07-15-16
CISS concrete piles include Class 90 Alternative V and Class 140 Alternative V piles.
Add to section 49-3.03A(3):
01-15-16
Submit a Pile and Driving Data Form under section 49-2.01A(3)(a) if specified in the special provisions.
Replace the paragraph of section 49-3.03D with:
07-15-16
Furnish piling is measured along the longest side of the pile from the specified tip elevation shown to the plane of
pile cutoff.
Replace section 49-4.03 with:
01-15-16
49-4.03 CONSTRUCTION
49-4.03A General
Reserved
City of San Luis Obispo
158
49-4.03B Drilled Holes
Drill holes for steel soldier piles into natural foundation material. Drilled holes must be accurately located,
straight, and true.
Furnish and place temporary casings or tremie seals where necessary to control water or to prevent caving of the
hole.
Before placing the steel soldier pile, remove loose materials existing at the bottom of the hole after drilling
operations have been completed.
Do not allow surface water to enter the hole. Remove all water in the hole before placing concrete.
If temporary casings are used, they must comply with section 49-3.02C(3).
49-4.03C Steel Soldier Piles
Plumb and align the pile before placing concrete backfill and lean concrete backfill. The pile must be at least 2
inches clear of the sides of the hole for the full length of the hole to be filled with concrete backfill and lean
concrete backfill. Ream or enlarge holes that do not provide the clearance around steel piles.
Maintain alignment of the pile in the hole while placing backfill material.
Clean and prepare piles in anticipated heat affected areas before splicing steel piles or welding concrete anchors.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
50 PRESTRESSING CONCRETE
04-20-18
Add to the end of section 50-1.01C:
07-15-16
50-1.01C(8) Post-tensioning Jack Calibration Chart
Submit the post-tensioning jack calibration plot.
50-1.01C(9) Pretensioning Jack Calibration Chart
For any pretensioning jack calibrated by an authorized laboratory, submit a certified calibration plot.
Replace section 50-1.01D(2)(b) with:
07-15-16
50-1.01D(2)(b) Equipment and Calibration
50-1.01D(2)(b)(i) General
Each jack body must be permanently marked with the ram area.
Each pressure gauge must be fully functional and have an accurately reading, clearly visible dial or display. The
dial must be at least 6 inches in diameter and graduated in 100 psi increments or less.
Each load cell must be calibrated and have an indicator that can be used to determine the force in the prestressing
steel.
The range of each load cell must be such that the lower 10 percent of the manufacturer's rated capacity is not used
in determining the jacking force.
Each jack must be calibrated equipped with its gauges.
Mechanically calibrate the gauges with a dead weight tester or other authorized means before calibration of the
jacking equipment.
50-1.01D(2)(b)(ii) Post-tensioning
Equip each hydraulic jack used to tension prestressing steel with 2 pressure gauges or 1 pressure gauge and a load
cell. Only 1 pressure gauge must be connected to the jack during stressing.
Each jack used to tension prestressing steel permanently anchored at 25 percent or more of its specified minimum
ultimate tensile strength must be calibrated by METS within 1 year of use and after each repair. You must:
1. Schedule the calibration of the jacking equipment with METS.
City of San Luis Obispo
159
2. Verify that the jack and supporting systems are complete, with proper components, and are in good operating
condition.
3. Provide labor, equipment, and material to (1) install and support the jacking and calibration equipment and (2)
remove the equipment after the calibration is complete.
4. Plot the calibration results.
Each jack used to tension prestressing steel permanently anchored at less than 25 percent of its specified
minimum ultimate tensile strength must be calibrated by an authorized laboratory within 180 days of use and after
each repair.
50-1.01D(2)(b)(iii) Pretensioning
04-20-18
Each jack used to pretension prestressing steel must be calibrated, equipped with its gauges, by a laboratory on
the Authorized Laboratories List to perform pretensioning calibrations within 1 year of use and after each repair.
07-15-16
Calibrate pretensioning jacks:
1. Under ASTM E4 using an authorized laboratory. Certification that the calibration is performed to ASTM
accuracy is not required.
2. In the presence of the Engineer. Notify the Engineer at least 2 business days before calibrating the jack.
3. Using 3 test cycles. Average the forces from each test cycle at each increment.
4. To cover the load range used in the work.
Gauges for pretensioning jacks may:
1. Be electronic pressure indicators that display either:
1.1. Pressure in 100 psi increments or less
1.2. Load to 1 percent of the maximum sensor/indicator capacity or 2 percent of the maximum load applied, whichever is
smaller
2. Have a dial less than 6 inches in diameter
Gauges displaying pressure must have been calibrated within 1 year of the jack calibration.
Each hydraulic jack used for pretensioning must be equipped with either 2 gauges or 1 gauge and a load cell or
you must have a calibrated standby jack with its gauge present on site during stressing.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
51 CONCRETE STRUCTURES
07-21-17
Replace the 7th item in the list in the 2nd paragraph of section 51-1.01A with:
01-20-17
7. Pipe culvert headwalls, endwalls, and wingwalls
Add to the list in the 2nd paragraph of section 51-1.01A:
04-15-16
8. Pile extensions
07-15-16
9. Drainage inlets
Add to the list in the 6th paragraph of section 51-1.01A:
07-15-16
7. Drainage inlets
01-20-17
8. Pipe culvert headwalls and endwalls for a pipe with a diameter of less than 5 feet
City of San Luis Obispo
160
Add to section 51-1.01B:
07-21-17
age of break: Age in hours, determined by your testing, at which RSC attains its minimum specified compressive
strength.
01-20-17
Delete the 1st paragraph of section 51-1.01C(5).
01-20-17
Delete the 5th item in the list in the 4th paragraph of section 51-1.01C(5).
Replace section 51-1.01D(2)(b) with:
07-21-17
51-1.01D(2)(b) Rapid Strength Concrete
51-1.01D(2)(b)(i) General
Reserved
51-1.01D(2)(b)(ii) Prequalification of Mix Design
Prequalify RSC under section 90-1.01D(5)(b) before use. Prequalification of an RSC mix design includes
determining the opening age and attaining the specified minimum 28-day compressive strength.
Determine the opening age of the RSC mix design as follows:
1. Fabricate at least 5 test cylinders to be used to determine the age of break.
2. Immediately after fabrication of the 5 test cylinders, store the cylinders in a temperature medium of 70 ± 3
degrees F until the cylinders are tested.
3. Determine the age of break to attain an average strength of the 5 test cylinders.
4. Opening age is the age of break plus 1 hour.
The average strength of the 5 test cylinders must be at least the minimum specified compressive strength. Not
more than 2 test cylinders may have a strength of less than 95 percent of the minimum specified compressive
strength.
If compressive strength tests performed in the field show that the RSC has attained the minimum specified
compressive strength, you may open the lane to traffic at the age of break. Perform the compressive strength tests
under the specifications for sampling and testing cylinders in section 90-1.01D(5)(a). If you choose to use this
option, notify the Engineer before starting construction.
51-1.01D(2)(b)(iii) Mock-ups
Reserved
Replace the 1st sentence in the 3rd paragraph of section 51-1.01D(3)(b)(iii) with:
01-20-17
If portions of completed deck surfaces or approach slabs have a coefficient of friction of less than 0.35, those
portions must be ground or grooved parallel to the center line to produce a coefficient of friction of not less than
0.35.
Add to section 51-1.02I:
07-15-16
Metal frames, covers, grates, and other miscellaneous iron and steel used with drainage inlets must comply with
section 75-2.
Add to section 51-1.03B:
07-15-16
You may use PC drainage inlets as an alternative to CIP drainage inlets.
City of San Luis Obispo
161
Add between the 10th and 11th paragraphs of section 51-1.03C(2)(a):
07-15-16
For drainage inlets, extend the outside forms at least 12 inches below the top of the inlet. You may place concrete
against excavated earth below this depth except:
1. You must use full-depth outside forms or other protection when work activities or unstable earth may cause
hazardous conditions or contamination of the concrete.
2. You must increase the wall thickness 2 inches if placing concrete against the excavated surface. The interior
dimensions must be as shown.
Add to section 51-1.03C(2)(b):
07-15-16
For drainage inlets, remove exterior forms to at least 12 inches below the final ground surface. Exterior forms
below this depth may remain if their total thickness is not more than 1 inch.
Add to the end of section 51-1.03D(1):
07-21-17
If using a mobile volumetric mixer, before each work shift and after each time the mixer is washed out, discharge
at least 2 cubic feet of RSC into a concrete waste container before placing RSC into the work.
Replace the 1st paragraph of section 51-1.03E(5) with:
01-20-17
For drill and bond dowel (chemical adhesive), install dowels under the chemical adhesive manufacturer's
instructions.
Add to the list in the 2nd paragraph of section 51-1.03F(2):
07-15-16
4. Interior and top surfaces of drainage inlets
Replace the paragraphs of section 51-1.03F(5)(b)(i) with:
01-20-17
Except for bridge widenings and bridge decks to be covered with an overlay, texture roadway surfaces of bridge
decks, approach slabs, and sleeper slabs, and other roadway surfaces of concrete structures longitudinally by
grinding and grooving or by longitudinal tining.
For bridge widenings, texture the roadway surfaces longitudinally by longitudinal tining.
For bridge decks that are to be covered with an overlay, texture the deck using a burlap drag or broom device that
produces striations either parallel or transverse to the centerline. If these structures are opened to traffic before the
overlay is placed, the deck surface must meet the coefficient of friction requirement in section 51-1.01D(3)(b)(iii).
Replace the 3rd paragraph of section 51-1.03F(5)(b)(ii) with:
01-20-17
Grind and groove the deck surface to within 18 inches of the toe of the barrier as follows:
1. Grind the surface under section 42-3. Grinding must not reduce the concrete cover on reinforcing steel to less
than 1-3/4 inches.
2. Groove the ground surfaces longitudinally under section 42-2. The grooves must be parallel to the centerline.
Replace the 2nd sentence of the 3rd paragraph in section 51-1.03F(5)(b)(iii) with:
01-20-17
Grooves must be from 1/8 to 3/16 inch deep after concrete has hardened.
City of San Luis Obispo
162
Replace the 8th paragraph of section 51-1.03H with:
07-21-17
Section 90-3.03 does not apply to curing RSC for bridge decks. Cure bridge decks constructed with RSC as
follows:
1. Immediately after strike-off, continually mist the deck with water using atomizing nozzles. Continue misting
until the concrete reaches a compressive strength of at least 2000 psi.
2. After misting, apply curing compound no. 1 to the deck under section 90-1.03B(3).
Repair any damage to the film of the curing compound with additional curing compound. Repairing damaged
curing compound after the deck is opened to traffic is not required.
Add to section 51-1.04:
07-15-16
The payment quantity for structural concrete, drainage inlet is the volume determined from the dimensions shown
for CIP drainage inlets.
Replace the 2nd paragraph of section 51-2.02D(2)(a) with:
07-21-17
Bolts, nuts, and washers must comply with ASTM F3125, Grade A325.
Add to section 51-4.01C(1):
07-15-16
For PC drainage inlets, submit field repair procedures and a patching material test sample before repairs are made.
Allow 10 days for the Engineer’s review.
Add to section 51-4.01C(2)(a):
07-15-16
For drainage inlets with oval or circular cross sections, submit shop drawings with calculations. Shop drawings
and calculations must be sealed and signed by an engineer who is registered as a civil engineer in the State. Allow
15 days for the Engineer's review.
Add to section 51-4.01D(3):
07-15-16
The Engineer may reject PC drainage inlets exhibiting any of the following:
1. Cracks more than 1/32 inch wide
2. Nonrepairable honeycombed or spalled areas of more than 6 square inches
3. Noncompliance with reinforcement tolerances or cross sectional area shown
4. Wall, inlet floor, or lid less than minimum thickness
5. Internal dimensions less than dimensions shown by 1 percent or 1/2 inch, whichever is greater
6. Defects affecting performance or structural integrity
Add to section 51-4.02C:
07-15-16
Materials for PC drainage inlets must comply with the following:
1. Preformed flexible joint sealant must be butyl-rubber complying with ASTM C990
2. Resilient connectors must comply with ASTM C923
3. Sand bedding must comply with section 19-3.02F(2)
4. Bonding agents must comply with ASTM C1059/C1059, Type II
City of San Luis Obispo
163
Add to section 51-4.02D:
07-15-16
51-4.02D(8) Drainage Inlets
PC units for drainage inlets must be rectangular, round, or oval in cross section, or any combination. Transitions
from a rectangular grate opening to a round or oval basin must be made in not less than 8 inches. Provide means
for field adjustment to meet final grade, paving, or surfacing.
If oval or circular shape cross-sections are furnished, they must comply with AASHTO LRFD Bridge Design
Specifications, Sixth Edition with California Amendments.
Wall and slab thicknesses may be less than the dimensions shown by at most 5 percent or 3/16 inch, whichever is
greater.
Reinforcement placement must not vary more than 1/2 inch from the positions shown.
Add to section 51-4.03:
07-15-16
51-4.03H Drainage Inlets
Repair PC drainage inlet sections to correct damage from handling or manufacturing imperfections before
installation.
Center pipes in openings to provide a uniform gap. Seal gaps between the pipe and the inlet opening with
nonshrink grout under the grout manufacturer's instructions. For systems designated as watertight, seal these gaps
with resilient connectors.
Match fit keyed joints to ensure uniform alignment of walls and lids. Keys are not required at the inlet floor level
if the floor is precast integrally with the inlet wall. Seal keyed joint locations with preformed butyl rubber joint
sealant. You may seal the upper lid and wall joint with nonshrink grout.
Clean keyed joint surfaces before installing sealant. Joint surfaces must be free of imperfections that may affect
the joint. Use a primer if surface moisture is present. Use a sealant size recommended by the sealant
manufacturer. Set joints using sealant to create a uniform bearing surface.
Flat drainage inlet floors must have a field-cast topping layer at least 2 inches thick with a slope of 4:1
(horizontal:vertical) toward the outlet. Use a bonding agent when placing the topping layer. Apply the bonding
agent under the manufacturer's instructions.
Add to section 51-5.03D(1):
01-20-17
Approach slab (aggregate base) includes using AB to fill voids that remain after removing subsealing material or
CTB beneath existing approach slabs.
Add to section 51-5.03E:
07-21-17
If using magnesium phosphate concrete, modified high-alumina-based concrete, or portland-cement-based
concrete complying with section 51-1.02C to construct the paving notch extension, allow 1 hour between placing
the paving notch extension concrete and placing the approach slab concrete.
If using RSC to construct the paving notch extension, the RSC must have a minimum compressive strength of
1,200 psi before placing the approach slab concrete and a minimum compressive strength of 2,500 psi before
opening the overlaying approach slab to traffic.
Add to section 51-5.04:
01-20-17
Structural concrete used to fill voids below the approach slab that are caused by removal of subsealing material or
CTB is paid for as aggregate base (approach slab). The payment quantity does not include the volume of structure
concrete used to fill an overexcavation.
City of San Luis Obispo
164
Replace the 2nd paragraph of section 51-7.01A with:
07-15-16
Minor structures include structures described as minor structures.
07-15-16
Delete the 4th paragraph of section 51-7.01B.
07-15-16
Delete the 1st and 3rd paragraphs of section 51-7.01C.
07-15-16
Delete the heading and paragraph of section 51-7.02.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
52 REINFORCEMENT
04-20-18
Add to section 52-1.02:
01-20-17
52-1.02E Dowels
Reinforcing steel dowels must be deformed bars complying with section 52-1.02B.
Threaded rods used as dowels must comply with section 75-1.02A.
Replace item 1 in the list in the 2nd paragraph of section 52-5.01D(4)(b) with:
04-20-18
1. At a laboratory on the Authorized Laboratories List for testing reinforcing steel splices
Replace Reserved in section 52-6.01B with:
07-21-17
group: Set of 5 or fewer consecutive lots after the 1st lot.
Replace Reseved in section 52-6.01C(2)(a) with:
07-21-17
Reserved
Replace Reseved in section 52-6.01C(3)(a) with:
07-21-17
Reserved
Replace the 2nd paragraph of section 52-6.01C(4)(b) with:
07-21-17
Each QC test report must include:
1. Group number, lot number, and location
2. Bar size
3. Splice type
4. Mechanical splice length
5. Location of fracture
6. Physical condition of splice test sample
7. Notable defects
8. Total measured slip
9. Ultimate tensile strength of each splice
City of San Luis Obispo
165
10. The following for ultimate butt splices:
10.1. Location of visible necking area
10.2. Largest measured strain
Replace the paragraph in section 52-6.01C(6)(c) with:
07-21-17
For each bar size of each coupler model type of service splice or ultimate butt splice to be used in the work,
submit a splice prequalification report that includes:
1. Copy of the manufacturer's product literature giving complete data on the splice material and installation
procedures
2. Names of the operators who will be performing the splicing
3. Descriptions of the positions, locations, equipment, and procedures that will be used in the work
4 Certified test results from the authorized laboratory for the prequalification splice test samples
5. Certifications from the fabricator for operator and procedure prequalification
6. Manufacturer's QC Process Manual
Add between the 2nd and 3rd paragraphs of section 52-6.01D(1):
07-21-17
Before starting service or ultimate butt splicing activities, select the lots that constitute each group for QA testing.
Replace the last paragraph of section 52-6.01D(1) with:
07-21-17
Section 11-2 does not apply to resistance-butt-welded splices.
Replace the 2nd paragraph of section 52-6.01D(2)(b) with:
07-21-17
For each bar size of each splice coupler model type to be used, each operator must prepare 4 prequalification
splice test samples.
Replace the last paragraph of section 52-6.01D(2)(b) with:
07-21-17
Splice test samples and testing must comply with the QC testing requirements specified in section 52-6.01D(4)(b)
for the type of splice to be used in the work.
Replace the 1st paragraph of section 52-6.01D(3)(a) with:
07-21-17
Prepare splice test samples under California Test 670.
Replace the 4th paragraph of section 52-6.01D(3)(a) with:
07-21-17
When preparing or removing splice test samples for QC testing, concurrently prepare or remove 4 Department
acceptance splice test samples from the same lot during:
1. 1st QC test
2. 1 QC test from each group, randomly selected by the Engineer
Add to section 52-6.01D(3)(a):
07-21-17
If splices from a lot will be encased in concrete prior to receiving passing Department acceptance test results, you
must prepare additional samples selected by the Engineer from the same lot for additional Department acceptance
testing. You may prepare the samples as specified for service splice test samples in section 52-6.01D(4)(b)(iii).
The Department will test service splice test samples as specified for service splices and ultimate butt splice test
samples as specified for ultimate butt splices.
City of San Luis Obispo
166
Replace item 3 in the list in the 2nd paragraph of section 52-6.01D(4)(b)(i) with:
04-20-18
3. At a laboratory on the Authorized Laboratories List for testing reinforcing steel splices
Add to the list in the 5th paragraph of section 52-6.01D(4)(b)(i):
07-21-17
4. Group number of each lot
Add between the 1st and 2nd paragraphs of section 52-6.01D(5):
07-21-17
If a Department acceptance test result does not comply with the material and QA requirements, the Department
rejects all splices in the lot and the group.
For the other lots in the rejected group that pass QC testing, you may request the Engineer to perform additional
Department acceptance testing for additional splice samples. If a Department acceptance splice test result
complies with the material and QA requirements, the Department accepts all splices in that lot.
If a lot of splices is rejected, prepare a splice rejection mitigation report for that rejected lot as specified in section
52-6.01D(4)(b)(i).
If the QC and the Department acceptance test results have different compliance determinations, the Department
will sample and test all subsequent lots until QC and the Department acceptance test compliance determinations
are consistent for 2 consecutive lots before resuming sampling and testing of 1 lot from every group.
Replace the paragraph in section 52-6.02B(3) with:
07-21-17
Ultimate butt splice test samples must demonstrate necking as either of the following:
1. Except for 30-inch and smaller diameter hoops, for Necking Option I as specified in California Test 670, the
test sample must fracture in the reinforcing bar outside of the affected zone and show visible necking. For 30-
inch and smaller diameter hoops, the test sample must show visible necking at fracture at any location.
2. For Necking Option II as specified in California Test 670, the largest measured strain must be at least:
2.1. 6 percent for no. 11 and larger bars
2.2. 9 percent for no. 10 and smaller bars
Replace the 3rd paragraph of section 52-6.03B with:
01-15-16
For uncoated and galvanized reinforcing bars complying with ASTM A615/A615M, Grade 60, ASTM
A706/A706M, or ASTM A767/A767M, Class 1, the length of lap splices must be at least:
1. 45 diameters of the smaller bar spliced for reinforcing bars no. 8 or smaller
2. 60 diameters of the smaller bar spliced for reinforcing bars nos. 9, 10, and 11
For epoxy-coated reinforcing bars and alternatives to epoxy-coated reinforcing bars complying with ASTM
A775/A775M, ASTM A934/A934M, ASTM A1035/A1035M, or ASTM A1055/A1055M, the length of lap
splices must be at least:
1. 65 diameters of the smaller bar spliced for reinforcing bars no. 8 or smaller
2. 85 diameters of the smaller bar spliced for reinforcing bars nos. 9, 10, and 11
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
53 SHOTCRETE
01-15-16
Replace 632 in item 1 in the list in the 3rd paragraph of section 53-1.02 with:
01-15-16
675
City of San Luis Obispo
167
Replace item 2 in the list in the 3rd paragraph of section 53-1.02 with:
01-15-16
2. You may substitute a maximum of 30 percent coarse aggregate for the fine aggregate. Coarse aggregate
must comply with section 90-1, except section 90-1.02C(4)(d) does not apply. The gradation for the coarse
aggregate must comply with the gradation specified in section 90-1.02C(4)(b) for the 1/2 inch x No. 4 or the
3/8 inch x No. 8 primary aggregate nominal size.
Replace shotcrete in the 2nd sentence of the 4th paragraph of section 53-1.02 with:
01-15-16
concrete
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
55 STEEL STRUCTURES
04-20-18
Replace Welder in the 1st paragraph of section 55-1.01D(3)(a) with:
07-21-17
Welding
Replace the heading of the table in the 5th item in the 2nd paragraph of section 55-1.01D(3)(b)(iii)(2) with:
07-21-17
Table 1: Grade A325 Snug-Tight Tension Values
Replace the table in the 7th item in the 2nd paragraph of section 55-1.01D(3)(b)(iii)(2) with:
07-21-17
Table 3: Grade A325 Minimum Tension Values
Bolt diameter (inches) Minimum tension (kips)
1/2 12
5/8 19
3/4 28
7/8 39
1 51
1-1/8 64
1-1/4 81
1-3/8 97
1-1/2 118
Replace the table in the 5th item in the 3rd paragraph of section 55-1.01D(3)(b)(iii)(2) with:
07-21-17
Table 4: Grade A325 Turn Test Tension Values
Bolt diameter (inches) Turn test tension (kips)
1/2 14
5/8 22
3/4 32
7/8 45
1 59
1-1/8 74
1-1/4 94
1-3/8 112
1-1/2 136
City of San Luis Obispo
168
Replace the table in the 4th item in the 2nd paragraph of section 55-1.01D(3)(b)(iii)(3) with:
07-21-17
Table 5 Grade A325 Maximum Allowable Torque
Bolt diameter (inches) Torque (ft-lb)
1/2 150
5/8 290
3/4 500
7/8 820
1 1230
1-1/8 1730
1-1/4 2450
1-3/8 3210
1-1/2 4250
Replace ASTM A325, Type 1 in the 2nd table of section 55-1.02D(1) with:
07-21-17
ASTM F3125, Grade A325, Type 1
Replace ASTM F1852, Type 1 in the 2nd table of section 55-1.02D(1) with:
07-21-17
ASTM F3125, Grade F1852, Type 1
Replace Certification in the 5th paragraph of section 55-5.01C(1) with:
04-20-18
Test Reports
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES
04-20-18
Replace section 56-1.01 with:
07-15-16
56-1.01 GENERAL
56-1.01A Summary
Section 56-1 includes general specifications for constructing overhead sign structures, standards, and poles.
56-1.01B Definitions
Reserved
56-1.01C Submittals
Reserved
56-1.01D Quality Assurance
56-1.01D(1) General
Reserved
56-1.01D(2) Quality Control
56-1.01D(2)(a) General
Reserved
City of San Luis Obispo
169
56-1.01D(2)(b) Nondestructive Testing
56-1.01D(2)(b)(i) General
Perform NDT of steel members under AWS D1.1 and the requirements shown in the following table:
Nondestructive Testing for Steel Standards and Poles
Weld location Weld type Minimum required NDT
Circumferential splices
around the perimeter of
tubular sections, poles,
and arms
CJP groove weld
with backing ring
100% UT or RT
Longitudinal seam CJP or PJP groove
weld
Random 25% MT
Longitudinal seam
within 6 inches of a
circumferential splice
CJP groove weld
100% UT or RT
Welds attaching base
plates, flange plates,
pole
CJP groove weld
with backing ring
and reinforcing fillet
t≥ 5/16 inch: 100% UT and 100%
MT
t< 5/16 inch: 100% MT after root
weld pass and final weld pass
plates, or mast arm
plates to poles or arm
tubes
External (top) fillet
weld for socket-type
connections
100% MT
Hand holes and other
appurtenances
Fillet and PJP welds MT full length on random 25% of
all standards and poles
NOTE: t = pole or arm thickness
City of San Luis Obispo
170
Nondestructive Testing for Overhead Sign Structures
Weld location Weld type Minimum required NDT
Base plate to post
CJP groove weld
with backing ring
and reinforcing
fillet
100% UT and 100% MT
Base plate to gusset plate CJP groove weld 100% UT
Circumferential splices of
pipe or tubular sections
CJP groove weld
with backing ring
100% UT or RT
Split post filler plate welds CJP groove weld
with backing bar
100% UT or RT
Longitudinal seam weld for
pipe posts
CJP groove weld t < 1/4 inch: 100% MT
t ≥ 1/4 inch: 100% UT or RT
PJP groove weld Random 25% RT
Chord angle splice weld CJP groove weld
with backing bar
100% UT or RT
Truss vertical, diagonal,
and wind angles to chord
angles
Fillet weld Random 25% MT
Upper junction plate to
chord (cantilever type truss)
Fillet weld Random 25% MT
Bolted field splice plates
(tubular frame type)
CJP groove weld 100% UT and 100% MT
Cross beam connection
plates (lightweight
extinguishable message
sign)
Fillet weld
Random 25% MT
Arm connection angles
(lightweight extinguishable
message sign)
Fillet weld
100% MT
Mast arm to arm plate
(lightweight extinguishable
message sign)
CJP groove weld
with backing ring
t ≥ 5/16 inch: 100% UT and 100%
MT
t < 5/16 inch: 100% MT after root
weld pass and final weld pass
Post angle to post
(lightweight extinguishable
message sign)
Fillet weld 100% MT
Hand holes and other
appurtenances
Fillet and PJP
welds
MT full length on random 25% of
all sign structures
NOTE: t = pole or arm thickness
56-1.01D(2)(b)(ii) Ultrasonic Testing
04-20-18
For UT of welded joints with any members less than 5/16 inch thick or tubular sections less than 13 inches in
diameter, the acceptance and repair criteria must comply with Clause 9.27.1 of AWS D1.1.
City of San Luis Obispo
171
07-15-16
For UT of other welded joints, the acceptance and repair criteria must comply with Table 6.3 of AWS D1.1 for
cyclically loaded nontubular connections.
After galvanization, perform additional inspection for toe cracks along the full length of all CJP groove welds at
tube-to-transverse plate connections using UT.
When performing UT, use an authorized procedure under AWS D1.1, Annex S.
56-1.01D(2)(b)(iii) Radiographic Testing
The acceptance criteria for radiographic or real time image testing must comply with AWS D1.1 for tensile stress
welds.
56-1.01D(2)(b)(iv) Longitudinal Seam Welds
The Engineer selects the random locations for NDT.
Grind the cover pass smooth at the locations to be tested.
If repairs are required in a portion of a tested weld, perform NDT on the repaired portion and on 25 percent of the
untested portions of the weld. If more repairs are required, perform NDT on the entire weld.
56-1.01D(3) Department Acceptance
Reserved
Replace section 56-2.01D(2)(b) with:
07-15-16
Reserved
Replace the 2nd sentence of the 1st paragraph of section 56-2.02F with:
07-15-16
Manufactured pipe posts must comply with one of the following:
Add to the list in the 1st paragraph of section 56-2.02F:
07-15-16
4. ASTM A1085, Grade A
Replace the 2nd paragraph of section 56-2.02F with:
07-15-16
You may fabricate pipe posts from structural steel complying with ASTM A36/A36M, ASTM A709/A709M,
Grade 36, or ASTM A572/A572M, Grades 42 or 50.
07-15-16
Delete the last sentence in the 1st paragraph of section 56-2.02K(2).
07-15-16
Delete the 3rd paragraph of section 56-2.02K(2).
Replace the 2nd paragraph of section 56-2.02K(4) with:
07-15-16
Safety cable at walkways must not be kinked, knotted, deformed, frayed, or spliced.
Replace the 1st sentence of the paragraph in section 56-2.02K(5) with:
07-15-16
The edges of handholes and other large post and arm openings must be ground smooth.
Replace the heading of section 56-3 with:
07-15-16
56-3 STANDARDS, POLES, PEDESTALS, AND POSTS
City of San Luis Obispo
172
Replace the paragraph in section 56-3.01A with:
07-15-16
Section 56-3 includes general specifications for fabricating and installing standards, poles, pedestals, and posts.
Replace section 56-3.01B(2)(b) with:
07-15-16
Standards with handholes must comply with the following:
1. Include a UL-listed lug and 3/16-inch or larger brass or bronze bolt for attaching the bonding jumper for non-
slip-base standards.
2. Attach a UL-listed lug to the bottom slip base plate with a 3/16-inch or larger brass or bronze bolt for attaching
the bonding jumper for slip-base standards.
Replace the 1st sentence of the 3rd paragraph of section 56-3.01C(2)(a) with:
07-15-16
After each standard, pole, pedestal, and post is properly positioned, place mortar under the base plate.
Replace the 2nd sentence of the 4th paragraph of section 56-3.01C(2)(a) with:
07-15-16
The top of the foundation at curbs or sidewalks must be finished to curb or sidewalk grade.
Replace the 10th paragraph of section 56-3.01C(2)(a) with:
07-15-16
Except when located on a structure, construct foundations monolithically.
Replace the 13th paragraph of section 56-3.01C(2)(a) with:
07-15-16
Do not erect standards, poles, pedestals, or posts until the concrete foundation has cured for at least 7 days.
Replace the 14th paragraph in section 56-3.01C(2)(a) with:
07-15-16
The Engineer selects either the plumbing or raking technique for standards, poles, pedestals, and posts. Plumb or
rake by adjusting the leveling nuts before tightening nuts. Do not use shims or similar devices. After final
adjustments of both top nuts and leveling nuts on anchorage assemblies have been made and each standard, pole,
pedestal, and post on the structure is properly positioned, tighten nuts as follows:
1. Tighten leveling nuts and top nuts, following a crisscross pattern, until bearing surfaces of all nuts, washers,
and base plates are in firm contact.
2. Use an indelible marker to mark the top nuts and base plate with lines showing relative alignment of the nut to
the base plate.
3. Tighten top nuts following a crisscross pattern:
3.1. Additional 1/6 turn for anchor bolts greater than 1-1/2 inches in diameter.
3.2. Additional 1/3 turn for other anchor bolts.
3.3. Tightening tolerance for all top nuts is ± 1/8 turn.
Replace the 1st sentence of the 4th paragraph of section 56-3.01C(2)(b) with:
07-15-16
If shown, use sleeve nuts on Type 1 standards.
Add to section 56-3.01C(2)(b):
07-15-16
Spiral reinforcement must be continuous above the bottom of the anchor bolts. The top termination must be
either:
1. 1ʹ-6ʺ lap beyond the end of pitch with a 90-degree hook extending to the opposite side of the cage, or
2. 1ʹ-6ʺ lap beyond the end of pitch with 2 evenly spaced authorized mechanical couplers
City of San Luis Obispo
173
Replace the 1st sentence of the paragraph in section 56-3.02A(4)(b) with:
07-15-16
For cast slip bases for standards and poles with shaft lengths of 15 feet or more, perform RT on 1 casting from
each lot of a maximum of 50 castings under ASTM E94.
Replace the 2nd paragraph of section 56-3.02B(1) with:
07-15-16
Material for push button posts, pedestrian barricades, and guard posts must comply with ASTM A53/A53M or
ASTM A500/A500M.
Add to section 56-3.02B(1):
07-15-16
Steel pipe standards and mast arms must be hot dip galvanized after manufacturing. Remove spikes from
galvanized surfaces.
Replace the 2nd paragraph of section 56-3.02B(2) with:
07-15-16
HS anchor bolts, nuts, and washers must comply with section 55-1.02D(1) and the following:
1. Bolt threads must be rolled
2. Hardness of HS anchor bolts must not exceed 34 HRC when tested under ASTM F606
3. Galvanization must be by mechanical deposition
4. Nuts must be heavy-hex type
5. Each lot of nuts must be proof load tested
Replace the 8th paragraph of section 56-3.02B(2) with:
07-21-17
HS cap screws for attaching arms to standards must comply with ASTM F3125 Grade A325 or ASTM A449, and
the mechanical requirements in Grade A325 after galvanizing. Coat threads of cap screws with a colored lubricant
that is clean and dry to the touch. The lubricant color must contrast the zinc coating color on the cap screw such
that the presence of the lubricant is visually obvious. The lubricant must be insoluble in water or the fastener
components must be shipped to the job site in a sealed container.
Replace the 2nd sentence of the 9th paragraph of section 56-3.02B(2) with:
07-15-16
During manufacturing, properly locate the position of the luminaire arm on the arm plate to avoid interference
with the cap screw heads.
Add to section 56-3.02B(3)(a):
07-15-16
Steel having a nominal thickness greater than 2 inches that is used for tube-to-transverse plate connections must
have a minimum CVN impact value of 20 ft-lb at 20 degrees F when tested under ASTM E23.
Add to section 56-3.02B(3)(c):
07-15-16
The length of telescopic slip-fit splices must be at least 1.5 times the inside diameter of the exposed end of the
female section.
For welds connecting reinforced handholes or box-type pole plate connections to a tubular member, the start and
stop points must be at points located on a longitudinal axis of symmetry of the tube coinciding with the axis of
symmetry of the hand hole or pole plate.
City of San Luis Obispo
174
Replace the table in the 1st paragraph of section 56-3.02C with:
07-15-16
Slip Base Bolt Tightening Requirements
Standard type Torque (ft-lb)
15-SB 150
15-SBF 150
30 150
31 200
Replace the 1st sentence of the 2nd paragraph of section 56-3.02C with:
07-15-16
Bolted connections attaching signal or luminaire arms to standards, poles, and posts are considered slip critical.
Add to section 56-3.06B:
07-15-16
Manufacture the mast arm from standard pipe, free from burrs. Each mast arm must have an insulated wire inlet
and wood pole mounting brackets for the mast arm and tie-rod cross arm. Manufacture tie rod from structural
steel and pipe.
07-15-16
Delete the 2nd paragraph of section 56-3.06C.
Replace the 1st sentence of the 3rd paragraph of section 56-3.06C with:
07-15-16
Mount the mast arm for luminaires to provide a 34-foot mounting height for a 165 W LED luminaire and a 40-
foot mounting height for a 235 W LED luminaire.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
58 SOUND WALLS
04-20-18
Replace 2010 CBC at each occurrence in section 58-2.01D(2)(c) with:
04-20-18
2016 CBC
Replace section 1704 in the 1st paragraph of section 58-2.01D(2)(c)(i) with:
04-20-18
section 1705
Replace section 1704.5 in the 1st paragraph of section 58-2.01D(2)(c)(ii) with:
04-20-18
section 1705.4
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
59 STRUCTURAL STEEL COATINGS
04-20-18
Replace Type S in the 2nd paragraph of section 59-1.02A with:
01-15-16
Type M or Type S
City of San Luis Obispo
175
Add to the list in the 2nd paragraph of section 59-1.02B:
07-15-16
5. Manufactured abrasives.
Replace Mineral and slag in the 3rd paragraph of section 59-1.02B with:
07-15-16
Mineral, manufactured, and slag
Replace the 2nd paragraph of section 59-2.01A(3)(c) with:
04-20-18
Submit the work plan after attending the prepainting meeting and include:
1. Names of the painting contractor and any subcontractors to be used.
2. 1 copy of each applicable ASTM and SSPC specification and qualification procedure.
3. Coating manufacturer's guidelines and instructions for surface preparation, painting, drying, curing, handling,
shipping, and storage of painted structural steel. Include testing methods and maximum allowable levels for
soluble salts.
4. Materials, methods, and equipment to be used.
5. Proof of required SSPC-QP certifications. For work requiring SSPC-QP 1 or SSPC-QP 2 certification, include:
5.1. List of all personnel who will perform blast cleaning or spray painting work.
5.2. Proof of CAS certifications, as required under (1) SSPC-QP 1, Mandatory Annex A and (2) the SSPC CAS
Implementation Schedule in effect at the time of contract advertisement.
6. Methods to control environmental conditions.
7. Methods to protect the coating during curing, shipping, handling, and storage.
8. Rinse-water collection plan.
9. Detailed paint repair plan for damaged areas.
10. Procedures for containing blast media and water.
11. Examples of proposed daily reports for testing to be performed, including type of testing, location, lot size,
time, weather conditions, test personnel, and results.
07-15-16
Delete the 4th paragraph of section 59-2.01C(1).
Replace section 59-4.01 with:
04-20-18
59-4.01 GENERAL
Section 59-4 includes specifications for preparing and painting sign structures.
Preparing and painting of sign structures must comply with sections 59-2 and 59-3.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
60 EXISTING STRUCTURES
04-20-18
Replace section 60-3.02A with:
04-20-18
60-3.02A(1) General
60-3.02A(1) Summary
Section 60-3.02 includes specifications for (1) repairing concrete deck surfaces and (2) preparing concrete deck
surfaces to receive an overlay or a deck treatment.
60-3.02A(2) Definitions
Reserved
City of San Luis Obispo
176
60-3.02A(3) Submittals
Submit a work plan for chip seal removal. Include:
1. Description of equipment for chip seal removal
2. Procedure for residual chip seal removal from the deck after grinding or micro milling operations
3. Procedure for chip seal removal next to bridge rails, undulations, or drains
60-3.02A(4) Quality Assurance
Reserved
Add between the 5th and 6th paragraphs of section 60-3.02C(1):
04-20-18
Micro milling equipment must:
1. Have a minimum concrete removal depth of 0.04 inch
2. Provide a surface relief of at most 0.045 inch
3. Provide a 5/32-inch grade tolerance
4. Produce consistent depth of texture in the finished surface
Micro milling equipment must have:
1. 3 or 4 riding tracks
2. Automatic grade control system with electronic averaging and 3 sensors on each side
3. Conveyer system that leaves no debris on the bridge
4. Drum that operates in an up-milling direction
5. Bullet tooth tools with polycrystalline diamond enhanced cutting tips
6. Maximum tool spacing of 0.20 inch
7. Maximum operating weight of 66,000 lb
8. Maximum track unit weight of 6,000 lb/ft
9. New tooth tools at the start of the work
Produce the finished surface using 2 passes of the micro milling equipment.
Add to section 60-3.02C(1):
04-20-18
Dust must not be blown into the air while blowing the deck.
Replace the 2nd paragraph of section 60-3.02C(2) with:
04-20-18
Before removing concrete, clean the deck surface by vacuuming, then blow the deck clean with high-pressure air.
Replace the 3rd paragraph of section 60-3.02C(2) with:
04-20-18
Remove the deck surface by micro milling or high-pressure water jetting.
Replace the paragraphs in section 60-3.02C(4) with:
04-20-18
Where shown, remove bituminous chip seals, bituminous slurry seals, and polymer chip seals entirely from bridge
decks by grinding or micro milling. Remove no more than 1/4 inch of concrete deck surface.
Grinding must comply with section 42-3.
Any residual chip seals and other foreign materials remaining in the bridge deck after the grinding or micro
milling operation must be removed by other authorized means.
Replace the 1st paragraph of section 60-3.02C(6) with:
04-20-18
Before placing rapid setting concrete patches, abrasive blast clean the contact surfaces of existing concrete and
reinforcing steel. Remove at least 1/8 inch of concrete and all foreign material. Immediately before placing new
concrete, clean surfaces by vacuuming and (1) pressure jetting or (2) other authorized means to remove debris.
City of San Luis Obispo
177
Replace the 2nd paragraph of section 60-3.02C(7) with:
04-20-18
Perform the following activities in the order listed:
1. Abrasive blast the deck surface with steel shot. Steel shot must comply with SSPC-AB 3. Recycled steel shot
must comply with SSPC-AB 2.
2. Clean the deck surface by vacuuming.
3. Blow the deck surface clean using high-pressure oil-free air.
Replace the last paragraph of section 60-3.02C(7) with:
04-20-18
If the deck surface becomes contaminated or you allow traffic on the clean deck before placing the deck treatment
or overlay, abrasive blast clean the contaminated area, clean the deck by vacuuming, and blow the deck surface
clean using high-pressure oil-free air.
Replace the 1st paragraph of section 60-3.03B(1)(c) with:
04-20-18
Submit a work plan for applying the methacrylate resin treatment. Include in the plan:
1. Schedule of work for the test area and for each bridge
2. Procedure for storing and handling resin components and absorbent material
3. Description of equipment for applying resin
4. Range of gel time and final cure time for resin
5. Description of absorbent material to be used
6. Description of equipment for applying and removing excess sand and absorbent material
7. Procedure for removing resin from the deck and equipment to be used
8. Procedure for avoiding spills or discharges of methacrylate, including materials and equipment
9. Procedure for cleaning up spills or discharges of methacrylate, including materials and equipment
10. Procedure for preventing resin from dripping from the structures
11. Procedure for disposing of excess resin and containers
Replace the 4th paragraph of section 60-3.03B(1)(d) with:
04-20-18
The Engineer performs friction testing of the treated test area under California Test 342. After completion of the
test area, allow 10 days for the Engineer to perform the testing.
City of San Luis Obispo
178
Replace the table in the 2nd paragraph of section 60-3.03B(2) with:
04-20-18
Quality characteristic Test method Requirement
Volatile contenta (max, %) ASTM D2369 30
Viscositya (max, cP, Brookfield RV
with UL adaptor , 50 RPM, at 25 °C)
ASTM D2196
25
Specific gravitya (min, at 25 °C) ASTM D1475 0.90
Flash pointa (min, °C) ASTM D3278 82
Vapor pressurea (max, mm Hg, at 25
°C)
ASTM D323 1.0
Tack-free time (max, minutes) except
Sample 50 ± 5g
Test 2 ± 0.05g in 55 ± 5 mm diameter
disposable aluminum weighing dish
ASTM C679 400
PCC-saturated surface-dry bond
strength (min, psi, at 24 hours and 70
± 2 °F)
California Test 551 500
aPerform test before adding the initiator.
Replace the 9th paragraph of section 60-3.03B(3) with:
04-20-18
Traffic or equipment is not allowed on the treated surface until you have verified that the following requirements
have been met and the opening of the treated surface to traffic and equipment is authorized:
1. Treated deck surface is tack free and not oily
2. Sand cover adheres and resists brushing by hand
3. Excess sand and absorbent material has been removed
4. No material will be tracked beyond the limits of treatment by traffic
Replace the 1st paragraph of section 60-3.04B(1)(c) with:
04-20-18
Submit a work plan for the placement of the deck overlay. Include the following in the work plan:
1. Schedule of overlay work for each bridge and a schedule of work for any trial overlays
2. Method for storage and handling of methacrylate resin and polyester concrete components
3. Description of equipment for applying methacrylate resin
4. Description of equipment for measuring, mixing, placing, and finishing the polyester concrete overlay
5. Method for isolating expansion joints and drainage
6. Cure time for polyester concrete
7. Description of equipment for applying sand
8. Method for avoiding spills or discharges of methacrylate and polyester concrete, including materials and
equipment
9. Method for cleaning up spills or discharge of methacrylate and polyester concrete, including materials and
equipment
10. Procedure for preventing resin from dripping from the structures
11. Method for disposal of excess methacrylate resin, polyester concrete, and containers
Replace the 3rd paragraph of section 60-3.04B(1)(c) with:
04-20-18
Submit test samples of methacrylate resins, polyester resins, and aggregates with a certificate of compliance and
manufacturer's test results at least 15 days before use.
City of San Luis Obispo
179
Replace the 4th paragraph of section 60-3.04B(1)(d) with:
04-20-18
The Engineer performs friction testing of the trial overlay under California Test 342. After completion of the trial
overlay, allow 10 days for the Engineer to perform the testing.
Add to the section 60-3.04B(1)(d):
04-20-18
Place polyester concrete overlay on:
1. Portland cement concrete no sooner than 28 days after concrete placement
2. Portland cement based RSC no sooner than 14 days after concrete placement and your test results for
prequalification of RSC show that the concrete attained at least 3,500 psi compressive strength
3. RSC using hydraulic cement other than portland cement no sooner than 3 days after concrete placement and
your test results for prequalification of RSC show that the concrete attained at least 3,500 psi compressive
strength
4. Magnesium phosphate based rapid setting concrete patch material no sooner than 3 days after final set
5. Modified high alumina based rapid setting concrete patch material no sooner than 30 minutes after final set
Replace the 3rd paragraph of section 60-3.04B(3)(b) with:
04-20-18
Clean the deck by vacuuming, then blow the deck clean with high-pressure oil-free air. Dust must not be blown
into the air while blowing the deck.
04-20-18
Delete the 6th paragraph of section 60-3.04B(3)(b).
Replace the 3rd paragraph of section 60-3.04B(3)(c) with:
04-20-18
Finishing equipment for polyester concrete must:
1. Have grade control capabilities resulting in a roadway surface that meets the smoothness requirements of
section 51-1.01D(3)(b)(ii) and is capable of adjusting for a variable thickness overlay along and across the
existing deck surface. The use of fixed height skid-supported strike off equipment is not allowed.
2. Be used to consolidate the polyester concrete.
3. Have a 12-foot minimum paving width.
4. Be self-propelled and equipped with automatic screed controls and sensing devices that control the thickness,
longitudinal grade, and transverse screed slope. Advancing the finishing equipment with winches or a pulling
device is not allowed.
07-15-16
Delete the 2nd sentence in the 11th paragraph of section 60-3.04B(3)(c).
Replace the 4th paragraph of section 60-4.02C(1) with:
04-20-18
Clean prepared areas of dust and loose and deleterious materials by vacuuming, abrasive blast cleaning, and using
high-pressure oil-free air. Re-blast contaminated areas before starting concrete placement activities. Dust must not
be blown into the air while blowing the deck.
Replace the 1st paragraph of section 60-4.02C(2) with:
04-20-18
Abrasive-blast clean concrete surfaces to be refinished. Clean blast-cleaned surfaces by vacuuming, then blow
them clean using high-pressure oil-free air. Dust must not be blown into the air while blowing the deck.
City of San Luis Obispo
180
Replace the paragraphs in section 60-4.02C(3) with:
04-20-18
Blow surfaces to be refinished with high-pressure oil-free air immediately before placing rapid setting concrete.
Abrasive-blast clean concrete surfaces that are contaminated before the concrete is placed.
Allow traffic on new concrete under the manufacturer’s instructions and when authorized.
Replace the 3rd paragraph of section 60-4.03C(5) with:
04-20-18
Allow traffic on new concrete under the manufacturer’s instructions and when authorized.
Replace clause 3.13.2 in item 2 in the list in the 1st paragraph of section 60-4.06A(4) with:
04-20-18
clause 3.13.2(2)
Replace Suffix B in the 3rd paragraph of section 60-4.06B(1) with:
Suffix D
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
DIVISION VII DRAINAGE FACILITIES
64 PLASTIC PIPE
07-15-16
Replace Reserved in section 64-3 with:
07-15-16
64-3.01 GENERAL
64-3.01A Summary
Section 64-3 includes specifications for constructing slotted plastic pipe.
Slotted plastic pipe includes structure excavation, concrete backfill, connecting new pipe to new or existing
facilities, concrete collars, reinforcement, and other connecting devices.
64-3.01B Definitions
Reserved
64-3.01C Submittals
If an or equal slotted plastic pipe is being considered, it must be submitted 30 days before installation for
approval.
If RSC is used for concrete backfill for slotted plastic pipe, submit the concrete mix design and test data from an
authorized laboratory 10 days before excavating the pipe trench. The laboratory must specify the cure time
required for the concrete mix to attain 2,000 psi compressive strength when tested under California Test 521.
Heel-resistant grates if specified must be submitted 30 days before installation for approval. Anchorage details
must be included in the submittal.
64-3.01D Quality Assurance
Reserved
City of San Luis Obispo
181
64-3.02 MATERIALS
64-3.02A General
Not Used
64-3.02B Slotted Plastic Pipes
Slotted plastic pipe must be one of the following or equal:
Slotted Plastic Pipe
12" diameter 18" diameter
Zurn Z888-12 Zurn Z888-18
ACO Qmax 350 ACO Qmax 365
ADS Duraslot-12 ADS Duraslot-18
64-3.02C Concrete Backfill
Concrete for concrete backfill for slotted plastic pipe must comply with the specifications for minor concrete. You
may use RSC instead of minor concrete for concrete backfill.
If RSC is used for concrete backfill, the RSC must:
1. Contain at least 590 pounds of cementitious material per cubic yard
2. Comply with section 90-3.02A, except section 90-1 does not apply
3. Comply with section 90-2
64-3.02D Heel-Resistant Grates
Heel-resistant grate must:
1. Be designed to carry traffic loadings
2. Comply with ADA requirements
3. Be constructed of steel or cast iron
4. Be provided by the same manufacturer of the slotted plastic pipe
5. Comply with the manufacturer's instructions
64-3.02E Bar Reinforcement
Bar reinforcement must comply with ASTM A615/A615M, Grade 60 or ASTM A706/A706M, Grade 60.
64-3.02F Miscellaneous Metal
Ductile iron, nuts, bolts, and washers must comply with section 75.
64-3.02G Grout
Grout must be non-shrink grout complying with ASTM C1107/C1107M.
64-3.02H Curing Compound
Non-pigmented curing compound must comply with ASTM C309, Type 1, Class B.
64-3.02I End Caps
End cap must:
1. Be provided by the same manufacturer of the slotted plastic pipe
2. Prevent concrete backfill from entering the pipe
City of San Luis Obispo
182
64-3.03 CONSTRUCTION
64-3.03A General
Cover the grate slots with heavy-duty tape or other authorized covering during paving and concrete backfilling
activities to prevent material from entering the slots.
64-3.03B Preparation
Pave adjacent traffic lanes before installing slotted plastic pipes.
Excavation must comply with section 19-3.
64-3.03C Installation
Lay and join slotted plastic pipes under the pipe manufacturer’s instructions.
Lay pipes to line and grade with sections closely jointed and adequately secured to prevent separation during
placement of the concrete backfill. If the pipes do not have a positive interlocking mechanism like a slot and
tongue connection, secure the sections together with nuts, bolts, and washers before backfilling.
The top of slotted plastic pipes must not extend above the completed surface. Position the pipes so that the
concrete backfill is flush with the surrounding grade and above the top of the grate from 1/8 to 1/4 inch.
Place channels with the male and female ends facing each other.
Place lateral support bar reinforcement on both sides of the grate slots. The support bar reinforcement must run
the full length of the slots.
Anchor heel-resistant grates to the concrete backfill under the manufacturer’s instructions.
64-3.03D Concrete Backfill
Wherever minor concrete is used for concrete backfill for slotted plastic pipe, do not allow traffic on top of the
backfill within 7 days of placement.
Wherever RSC is used for concrete backfill for slotted plastic pipe, do not allow traffic on top of the backfill
before the required cure time of 2,000 psi is achieved.
Place concrete backfill where shown.
Consolidate the concrete backfill with high-frequency internal vibrators.
Texture the concrete backfill surface with a broom or burlap drag to produce a durable skid-resistant surface.
Apply a non-pigmented curing compound to the exposed concrete backfill surface whenever the atmospheric
temperature is 90 degrees F or greater after placement.
64-3.03E Transition Fittings
Use transition fittings to connect slotted plastic pipes to drainage inlets. The transition fittings must be supplied by
the same pipe manufacturer.
Where welds are required in transition fittings, welds must comply with the pipe manufacturer’s instructions. The
completed welds must not have visible pinholes.Fill the gaps around the pipes in the inlet structure wall with non-
shrink grout where the pipes connect to an existing drainage structure. Install the grout under the pipe
manufacturer's instructions.
Cut the pipes as shown after the grout used to seal the transition fitting has cured for at least 24 hours.
64-3.04 PAYMENT
Slotted plastic pipe is measured along the centerline of the pipe and parallel with the slope line. If the pipe is cut
to fit a structure or slope, the payment quantity is the length of pipe necessary to be placed before cutting,
measured in 2-foot increments.
City of San Luis Obispo
183
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
68 SUBSURFACE DRAINS
07-21-17
Replace the 1st sentence in the 12th paragraph of section 68-4.03 with:
07-21-17
Place Type G pavement markers with retroreflective face facing away from the oncoming traffic under section 81-
3.02C on paved shoulders or dikes at outlet, vent, and cleanout locations where authorized.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
70 MISCELLANEOUS DRAINAGE FACILITIES
04-20-18
Replace section 70-6 with:
04-20-18
70-6 GRATED LINE DRAINS
70-6.01 GENERAL
70-6.01A Summary
Section 70-6 includes specifications for installing grated line drains.
Use only 1 type of grated line drain.
70-6.01B Definitions
Reserved
70-6.01C Submittals
Submit the following:
1. Certificate of compliance for the grated line drains from the manufacturer
2. Documentation of the channel discharge capacity
3. Inspection report of the completed grated line drain
70-6.01D Quality Assurance
Reserved
70-6.02 MATERIALS
70-6.02A General
Grated line drain must be on the Authorized Material List for grated line drains and must have (1) a channel
discharge capacity equal to or greater than the capacity shown and (2) the minimum slope shown.
Line drain sections must be either non-sloped uniform depth sections from 4-7/16 to 12 inches or pre-sloped
sections with a minimum continuous 0.6 percent slope with graduated depths from 4-7/16 to 12 inches.
Concrete backfill must comply with the specifications for minor concrete.
In freeze-thaw areas, add an air entraining admixture at a rate to achieve an air content of 4 ± 1.5 percent in the
freshly mixed concrete.
Reinforcing bars must be Grade 60 and comply with section 52. Mechanical splice couplers must be commercial-
quality double-sleeve type with friction locking screws for use with Grade 60 steel.
City of San Luis Obispo
184
70-6.02B Line Drain Channel
Line drain channel may be monolithic polymer concrete, fiberglass, high density polyethylene, or cast-in-place
using expanded polystyrene form. End caps must be provided by the line drain manufacturer.
Drain channel sections must not have side extensions. The interior surface of the line drain channel must be
smooth below the level of the frame, grate, and associated connections.
70-6.02C Line Drain Frames and Grates
Grated line drain frames and grates must comply with section 75-2 except grates must be ductile iron. Frames and
grates include bolts, nuts, frame anchors, connector cover and other connecting hardware. Steel frame must be
galvanized under section 75-1.
Frames and grates must comply with AASHTO M306 and be classified heavy duty traffic rated with a transverse
proof-load strength of 25,000 pounds.
Frames and grates must be anchored into the body of the line drain or concrete backfill. Grates must be non-
removable.
Steel anchoring rods and shear studs, if used, must comply with ASTM A1044.
Steel cover plate must comply with ASTM A36 and be galvanized under section 75-1.02B. Except for grates
installed within designated pedestrian paths of travel, grate design must accept inflow of runoff through openings
consisting of a minimum of 60 percent of the total top surface area of the grate. Individual openings or slots must
have a dimension not greater than 2 inches measured in the direction of the grated line drain flow line.
Grates installed within designated pedestrian paths of travel must be certified as conforming to the provisions of
the ADA.
70-6.03 CONSTRUCTION
Excavation and backfill must comply with section 19-3.
Grated line drains must be installed in trenches excavated to the lines and grades established by the Engineer.
Grade and prepare the bottom of the trench to provide a firm and uniform bearing throughout the entire length of
the grated line drain.
Installation of grated line drains and joints must comply with the manufacturer's instructions.
Install grated line drains with sections closely jointed and secured such that no separation of the line drains occur
during backfilling.
The frame or grate must not extend above the level of the surrounding concrete backfill.
Connect grated line drains to new or existing drainage facilities as shown. Drill and bond dowels must comply
with section 51-1.03E(5).
Place concrete backfill in the trench as shown. Place against undisturbed material at the sides and bottom of the
trench in a manner that prevents (1) floating or shifting of the grated line drain and (2) voids or segregation in the
concrete.
Immediately remove foreign material that falls into the trench before or during concrete placement. Prevent
material from entering the grated line drain during construction.
Where necessary, construct and compact earth plugs at the ends of the concrete backfill to contain the concrete
within the trench.
Place a 1/2-inch isolation joint where grated line drain is placed in PCC pavement. Isolation joint must comply
with section 40-1.
Contraction and expansion joints must comply with section 73-2.
Secure frame and grate or line drain wall to the surrounding concrete backfill with steel anchoring rods as shown.
Alternative securing methods must provide a minimum pullout resistance of 685 lb/ft of length of grated line
drain frame.
Concrete backfill must be finished flush with the adjacent surfacing.
The surface of the concrete must be textured with a broom or burlap drag to produce a durable skid-resistant
surface.
Remove all forming material from the cast-in-place drain channel without gouging or marring the surface. Patch
spalls, holes or rock pockets with mortar with a cement to sand ratio of 1 to 3 by volume.
City of San Luis Obispo
185
Do not allow traffic or equipment on the concrete backfill until 7 days after placement or before the concrete has
attained a strength of 2,000 psi, whichever is sooner.
70-6.04 PAYMENT
Not Used
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
71 EXISTING DRAINAGE FACILITIES
07-21-17
Replace items 5 and 6 in the list in the 1st paragraph of section 71-3.01D with:
01-15-16
5. Performing postrehabilitation inspection
Add after the 4th paragraph of section 71-3.01D:
01-15-16
Record the quantity of grout that is installed and submit this quantity. The Department does not pay for grout that
leaks through to the inside of the culvert. The Department does not pay for grout material that is wasted, disposed
of, or remaining on hand after the completion of the work.
Replace EDPM in the heading of section 71-3.05 with:
07-21-17
EPDM
Replace the 2nd heading in section 71-5.03 with:
01-15-16
71-5.03B Frames, Covers, Grates, and Manholes
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
DIVISION VIII MISCELLANEOUS CONSTRUCTION
72 SLOPE PROTECTION
07-21-17
Add to section 72-1.04:
07-21-17
Payment for rock slope protection fabric is not included in the payment for rock slope protection.
Replace the 1st and 2nd paragraphs of section 72-2.02B with:
07-15-16
For method A and B placement and the class of RSP described, comply with the rock gradation shown in the
following table:
City of San Luis Obispo
186
Rock Gradation
Nominal RSP class by
median particle
diameterb
Nominal
median
particle
weight W50c,d
d15c (inches) d50c (inches) d100c
(inches) Placement
Classa Diameter
(inches) Min Max Min Max Max Method
I 6 20 lb 3.7 5.2 5.7 6.9 12.0 B
II 9 60 lb 5.5 7.8 8.5 10.5 18.0 B
III 12 150 lb 7.3 10.5 11.5 14.0 24.0 B
IV 15 300 lb 9.2 13.0 14.5 17.5 30.0 B
V 18 1/4 ton 11.0 15.5 17.0 20.5 36.0 B
VI 21 3/8 ton 13.0 18.5 20.0 24.0 42.0 A or B
VII 24 1/2 ton 14.5 21.0 23.0 27.5 48.0 A or B
VIII 30 1 ton 18.5 26.0 28.5 34.5 48.0 A or B
IX 36 2 ton 22.0 31.5 34.0 41.5 52.8 A
X 42 3 ton 25.5 36.5 40.0 48.5 60.5 A
XI 46 4 ton 28.0 39.4 43.7 53.1 66.6 A
aFor RSP Classes I–VIII, use Class 8 RSP fabric. For RSP Classes IX–XI, use Class 10 RSP
fabric.
bIntermediate or B dimension (i.e., width) where A dimension is length and C dimension is
thickness.
cd%, where % denotes the percentage of the total weight of the graded material.
dValues shown are based on the minimum and maximum particle diameters shown and an
average specific gravity of 2.65. Weight will vary based on specific gravity of rock available
for the project.
Replace the table in section 72-2.02C with:
07-15-16
Fabric Class
Class Largest rock gradation class used in slope protection
8 Classes I–VIII
10 Classes IX–XI
City of San Luis Obispo
187
Replace the table in the 1st paragraph of section 72-3.02C with:
07-15-16
Concreted-Rock Gradation
Nominal RSP class by
median particle diameterb
Nominal
median
particle
weight
W50c,d
Weighta
d15c d50c d100c
Classa Size
(inches) Min Max Min Max Max
I 6 20 lb 3.7 5.2 5.7 6.9 12.0
II 9 60 lb 5.5 7.8 8.5 10.5 18.0
III 12 150 lb 7.3 10.5 11.5 14.0 24.0
V 18 1/4 ton 11.0 15.5 17.0 20.5 36.0
VII 24 1/2 ton 14.5 21.0 23.0 27.5 48.0
aUse Class 8 RSP fabric.
bIntermediate or B dimension (i.e., width) where A dimension is length and C dimension is
thickness.
cd%, where % denotes the percentage of the total weight of the graded material.
dValues shown are based on the minimum and maximum particle diameters shown and an
assumed specific gravity of 2.65. Weight will vary based on specific gravity of rock available
for the project.
Replace the table in section 72-3.03E with:
07-15-16
Minimum Concrete Penetration
Rock class
VII V III II I
Penetration
(inches) 18 14 10 8 6
Replace the 1st paragraph of section 72-11.01D with:
07-21-17
The payment quantity for slope paving (concrete) constructed with minor concrete or shotcrete is the product of
(1) the area computed from measurements along the slope of the actual areas constructed and (2) the thickness
shown for the concrete slope paving.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
73 CONCRETE CURBS AND SI`DEWALKS
04-20-18
Add to the beginning of the introductory clause of the 3rd paragraph of section 73-1.03B:
07-21-17
Prepare subgrade to required grade and cross section.
Replace section 73-3.01A with:
07-15-16
Section 73-3 includes specifications for constructing sidewalks, gutter depressions, island paving, curb ramps, and
driveways.
Replace Not Used in section 73-3.04 with:
04-20-18
The payment quantity for minor concrete (curb ramp) does not include detectable warning surface.
City of San Luis Obispo
188
Add to the end of the 1st paragraph of section 73-10.03:
07-21-17
Removal of concrete includes the removal of detectable warning surfaces.
Replace Not Used in section 73-10.04 with:
07-21-17
Detectable warning surface placed on existing concrete is paid for as a separate bid item.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
74 PUMPING EQUIPMENT AND CONTROLS
04-15-16
Replace 87-1.03K in the 4th paragraph of section 74-3.03B(2) with:
04-15-16
87
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
75 MISCELLANEOUS METAL
04-20-18
Replace ASTM A325, Type 1 in the row for Bolts in table in the 1st paragraph of section 75-1.02A with:
07-21-17
ASTM F3125, Grade A325, Type 1
Replace ASTM F1852, Type 1 in the row for Tension control bolts in the table in the 1st paragraph of
section 75-1.02A with:
07-21-17
ASTM F3125, Grade F1852, Type 1
Replace ASTM F593 or F738M in the row for Bolts, screws, studs, threaded rods, and nonheaded anchor
bolts in the table in the 1st paragraph of section 75-1.02A with:
04-20-18
ASTM F593
Replace A325 in the Material column in the table in the 1st paragraph of section 75-1.02B with:
07-21-17
F3125, Grade A325
Replace A325 in the second footnote in the table in the 1st paragraph of section 75-1.02B with:
07-21-17
F3125, Grade A325
Replace compounds in the 4th paragraph of section 75-3.02B with:
04-20-18
systems
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
City of San Luis Obispo
189
78 INCIDENTAL CONSTRUCTION
07-21-17
Add between the 1st and 2nd paragraphs of section 78-2.01:
07-21-17
Notify the Engineer at least 7 days before you construct a survey monument or adjust a monument cover to grade.
Do not disturb a survey monument without authorization.
Replace section 78-4.03 with:
07-21-17
78-4.03 PAINTING CONCRETE
78-4.03A General
78-4.03A(1) General
78-4.03A(1)(a) Summary
Section 78-4.03A includes general specifications for preparing and painting concrete surfaces.
78-4.03A(1)(b) Definitions
Reserved
78-4.03A(1)(c) Submittals
Submit the coating manufacturer's application instructions at least 7 days before use.
78-4.03A(1)(d) Quality Assurance
78-4.03A(1)(d)(i) General
Reserved
78-4.03A(1)(d)(ii) Test Panels
Reserved
78-4.03A(2) Materials
78-4.03A(2)(a) General
Coatings for concrete must be white.
78-4.03A(2)(b) Paint
Coatings for concrete must comply with the specifications for acrylic emulsion paint for exterior masonry.
78-4.03A(2)(c) Sealer
Reserved
78-4.03A(2)(d) Sealing Compound
Reserved
78-4.03A(3) Construction
78-4.03A(3)(a) General
Do not paint new concrete until it is at least 28 days old. Anywhere metal is adjacent to a joint, seal the joint
between surfaces to be painted and the adjacent metal with a sealing compound before applying the paint.
78-4.03A(3)(b) Surface Preparation
Prepare concrete surfaces under SSPC-SP 13/NACE no. 6.
Pressure rinse the prepared surfaces before applying the coating. The surfaces must be thoroughly dry at the time
of painting. You may use artificial drying methods if authorized.
78-4.03A(3)(c) Application
Apply at least 2 coats under the manufacturer's instructions and SSPC-PA 7. Protect adjacent surfaces during
painting using an authorized method.
78-4.03A(4) Payment
Not Used
City of San Luis Obispo
190
78-4.03B Simulated Stone Masonry and Textured Concrete
Reserved
78-4.03C–78-4.03G Reserved
Replace the paragraph of section 78-4.04A(3)(a) with:
07-21-17
Anywhere metal is adjacent to a joint, seal the joint between the surfaces to be stained and the adjacent metal with
a sealing compound before applying the stain.
Replace the heading of section 78-4.04B(1)(c)(iii) with:
07-21-17
Staining Quality Work Plan
Replace an application plan in the 1st sentence in the paragraph of section 78-4.04B(1)(c)(iii) with:
07-21-17
a staining quality work plan
Replace application in the 2nd sentence in the paragraph of section 78-4.04B(1)(c)(iii) with:
07-21-17
work
Replace application plan in the 1st sentence in the paragraph of section 78-4.04B(1)(d)(iii) with:
07-21-17
staining quality work plan
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
80 FENCES
04-20-18
Add to the list in the 2nd paragraph of section 80-3.02B:
04-20-18
3. Group IC, 50,000 psi yield, for round steel pipes
Add between the 2nd and 3rd paragraphs of section 80-3.02B:
04-20-18
Group IC, 50,000 psi yield, for round steel pipes may be used instead of group IA, regular grade steel round pipes
of the same diameter.
Replace 3-1/4-inch-vertical and 5-1/4-inch-horizontal mesh in the 4th paragraph of section 80-3.02C with:
04-20-18
3-1/2-inch-vertical and 5-inch-horizontal mesh
City of San Luis Obispo
191
Replace section 80-4 with:
07-15-16
80-4 WILDLIFE EXCLUSION FENCES
80-4.01 GENERAL
80-4.01A General
Section 80-4 includes specifications for constructing wildlife exclusion fences.
Constructing a wildlife exclusion fence includes the installation of any signs specified in the special provisions.
80-4.01B Materials
Each T post must:
1. Comply with ASTM A702
2. Be metal and have an anchor plate
3. Be painted black or galvanized
80-4.01C Construction
Not Used
80-4.01D Payment
Not Used
80-4.02 DESERT TORTOISE FENCES
80-4.02A General
Section 80-4.02 includes specifications for constructing desert tortoise fences.
80-4.02B Materials
80-4.02B(1) Permanent Desert Tortoise Fences
80-4.02B(1)(a) General
Each wire tie and hog ring for a permanent desert tortoise fence must comply with section 80-2.02F.
Each hold down pin must:
1. Be U-shaped, with 2 minimum 6-inch long legs
2. Have pointed ends
3. Be at least 11-gauge wire
4 Be galvanized
5. Be commercial quality
80-4.02B(1)(b) Hardware Cloth
The hardware cloth must:
1. Comply with ASTM A740
2. Be welded or woven galvanized steel wire fabric
3. Be made of at least 14-gauge wire
4. Be 36 inches wide
80-4.02B(1)(c) Barbless Wire
The barbless wire must:
1. Comply with ASTM A641/A641M
2. Be at least 14-gauge wire
3. Have a Class 1 zinc coating
City of San Luis Obispo
192
80-4.02B(1)(d) Posts
Each post must:
1. Comply with ASTM F1083
2. Be standard weight, schedule 40 steel pipe with a nominal pipe size of 1 inch
3. Be galvanized steel fence post conforming to ASTM A702
80-4.02B(2) Temporary Desert Tortoise Fences
The materials for a temporary desert tortoise fence must comply with section 80-4.02B(1), except the hardware
cloth must be made of at least 16-gauge wire.
80-4.02C Construction
80-4.02C(1) General
Extend the hardware cloth a minimum of 24 inches above the ground.
Plumb the posts and pull the hardware cloth taut. Correct any alignment issues.
80-4.02C(2) Permanent Desert Tortoise Fences
Excavate the ground to form a trench before installing the posts and hardware cloth. Embed the posts at maximum
5-foot intervals into the ground. If T posts are used, use 5-foot lengths and embed the posts to match the above-
ground height shown for the posts.
Securely fasten the hardware cloth to the posts with wire ties and to barbless wire with hog rings as shown. Pass
the wire ties through the hardware cloth. Encircle the posts and barbless wire with the ties and tie them by
twisting a minimum of 3 complete turns.
Bend the twisted ends of the ties down to prevent possible snagging. Close hog rings with their ends overlapping.
Bury the hardware cloth a minimum of 12 inches into the ground. Install the cloth in 1 continuous piece. You may
cut the cloth into shorter segments if authorized.
Overlap the hardware cloth segments at posts, with a minimum overlap of 6 inches centered at a post. Wire tie the
overlapped cloth to posts as shown. Prevent fraying by threading barbless wire along the vertical edges of the
hardware cloth on either side of the post or use 3 equally spaced hog rings (6 hog rings per location) along each
wire cloth edge.
Where bedrock or caliche substrate is encountered, use the bent hardware cloth detail if authorized. Transitions
from buried-to-bent or bent-to-buried configuration must occur at a post location with a minimum 6-inch overlap
of the hardware cloth as shown. The maximum spacing for hold down pins is 24 inches on center. Anchor in place
with hold down pins the beginning and end corners of the hardware cloth placed on the ground.
Backfill the removed earth material into the trench created to install the hardware cloth and posts. Use an 8 lb or
heavier hand tamper to compact the backfill around the posts and hardware cloth. Install a post at each corner of
the cloth segments.
If a gate must be installed, attach the hardware cloth to the gate frame such that there is contact along the entire
length of the gate between the finished ground surface and the lower edge of the cloth. Install the gate under
section 80-10.
80-4.02C(3) Temporary Desert Tortoise Fences
Fold the horizontal edge of the hardware cloth at a 90° angle toward the tortoise habitat area. Ensure the clearance
to the ground at the bend is from 0 to 2 inches.
Where the hardware cloth overlaps, secure the bend piece with one of the following:
1. Barbless wire threaded along the width of the cloth
2. Minimum of 4 hog rings equally spaced along the edge
Fasten the bent piece to the ground with hold down pins pushed completely into the ground.
When the temporary fence is no longer needed, compact soil into post holes with an 8 lb or heavier hand tamper.
80-4.02D Payment
Not Used
City of San Luis Obispo
193
80-4.03–80-4.09 RESERVED
Replace length at each occurrence in section 80-10.02 with:
07-21-17
width
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
DIVISION IX TRAFFIC CONTROL DEVICES
81 MISCELLANEOUS TRAFFIC CONTROL DEVICES
07-21-17
07-21-17
Delete section 81-3.02B.
Replace the 5th paragraph of section 81-3.03A with:
07-21-17
Apply pavement markers to the pavement with bituminous adhesive, flexible bituminous adhesive, standard set
epoxy, or rapid set epoxy adhesive. Apply markers in pavement recesses with flexible bituminous adhesive.
Replace the 1st sentence in the 7th paragraph of section 81-3.03A with:
07-21-17
Completely cover the pavement surface where the pavement marker is to be applied or the bottom of the
pavement marker with the adhesive without leaving any voids.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
83 RAILINGS AND BARRIERS
04-20-18
04-15-16
Delete to in the 4th paragraph of section 83-1.02B.
Replace the heading of section 83-2.01B with:
04-20-18
83-2.01B Minor Concrete Vegetation Control
Replace item 3 in the list in the 1st paragraph of section 83-2.02B(1)(e) with:
07-21-17
3. HS bolts must comply with ASTM F3125, Grade A325/A325M, or ASTM A449, or be fabricated from steel
rods complying with ASTM A449. The bolts or rods must comply with the mechanical requirements in ASTM
F3125, Grade A325/A325M after galvanizing. The nuts and washers must comply with ASTM F3125, Grade
A325/A325M.
Replace the row for Bolts in the table in the 1st paragraph of section 83-2.08B with:
07-21-17
Bolts ASTM F3125, Grade
A325/A325M
City of San Luis Obispo
194
Replace the row for Nuts and washers for bolts and threaded rods in the table in the 1st paragraph of
section 83-2.08B with:
07-21-17
Nuts for bolts and threaded rods ASTM A563/A563M
Washers for bolts and threaded rods ASTM F436/F436M
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
84 MARKINGS
04-20-18
Add to the end of item 2 in the list in the 1st paragraph of section 84-2.01C:
04-20-18
, except for thermoplastic
Add to the list in the 1st paragraph of section 84-2.01C:
07-21-17
4. Material data sheet for thermoplastic primer
Add between the 1st and 2nd paragraphs of section 84-2.01C:
04-20-18
For each lot or batch of thermoplastic, submit a manufacturer's certificate of compliance with test results for the
tests specified in section 84-2.01D. The date of test must be within 1 year of use.
Add to the end of section 84-2.01D:
04-20-18
Each lot or batch of thermoplastic must be tested under California Test 423 for:
1. Brookfield Thermosel viscosity
2. Hardness
3. Yellowness index, white only
4. Daytime luminance factor
5. Yellow color, yellow only
6. Glass bead content
7. Binder content
During the installation of thermoplastic traffic stripes or markings at the job site, apply a test stripe of the
thermoplastic on suitable material in the presence of the Engineer. The test stripe must be at least 1 foot in length.
The test stripe will be tested for yellow color, daytime luminance factor, and yellowness index requirements.
Replace the list in the1st paragraph of section 84-2.03C(2)(a) with:
07-21-17
1. To all roadway surfaces except for asphaltic surfaces less than 6 months old
2. At a minimum rate of 1 gallon per 300 square feet
3. To allow time for the thermoplastic primer to dry and become tacky prior to application of the thermoplastic
Replace 0.20 lb of thermoplastic per foot of 4-inch-wide solid stripe in the 2nd paragraph of section 84-
2.03C(2)(b) with:
07-21-17
0.36 lb of thermoplastic per foot of 6-inch-wide solid stripe
Replace 0.13 lb of thermoplastic per foot of 4-inch-wide solid stripe in the 2nd paragraph of section 84-
2.03C(2)(c) with:
07-21-17
0.24 lb of thermoplastic per foot of 6-inch-wide solid stripe
City of San Luis Obispo
195
Replace 0.38 lb of thermoplastic per foot of 4-inch-wide solid stripe in the 2nd paragraph of section 84-
2.03C(2)(e) with:
07-21-17
0.57 lb of thermoplastic per foot of 6-inch-wide solid stripe
Replace 4-inch-wide yellow stripes at each occurrence in section 84-2.03C(3)(a) with:
07-21-17
6-inch-wide yellow stripes
Replace 4-inch-wide yellow stripes at each occurrence in section 84-2.04 with:
07-21-17
6-inch-wide yellow stripes
Add to the beginning of section 84-8.03A:
07-15-16
Select the method and equipment for constructing ground-in indentations.
Replace the 1st paragraph of section 84-8.03A with:
07-15-16
Do not construct rumble strips:
1. On structures, approach slabs, or concrete weigh-in-motion slabs
2. At intersections
3. Bordering two-way left turn lanes, driveways, or other high-volume turning areas
4. Within 6 inches of any concrete pavement joint
Add between the 2nd and 3rd paragraphs of section 84-8.03A:
07-15-16
Modify rumble strip spacing to avoid locating a groove on a concrete pavement joint.
Replace the 3rd paragraph of section 84-8.03A with:
07-15-16
Indentations must comply with the dimensions shown and not vary more than:
1. 10 percent in length
2. 0.06 inch in depth
3. 10 percent in width
4. 1 inch in center-to-center spacing between rumble strips
Add to the end of section 84-8.03A:
07-15-16
The noise level created by the combined grinding activities must not exceed 86 dBA when measured at a distance
of 50 feet at right angles to the direction of travel.
Break rumble strips before and after intersections, driveways, railroad crossings, freeway gore areas, and freeway
ramps. Place breaks and break distances as shown. You may adjust breaks and the break distances as needed at
low-volume driveways or other locations if authorized.
07-15-16
Delete new in the 1st paragraph of section 84-8.03B.
07-15-16
Add to the end of section 84-8.03B:
Remove grinding residue under section 13-4.03E(7).
City of San Luis Obispo
196
Replace the 1st paragraph of section 84-8.03C with:
07-15-16
Construct rumble strips in the top layer of HMA and asphalt concrete surfacing by the ground-in method.
Add between the 2nd and 3rd paragraphs of section 84-8.03C:
07-15-16
Dispose of the removed material.
07-15-16
Delete the 2nd paragraph of section 84-8.03C.
Replace 37-2 in the 3rd paragraph of section 84-8.03C with:
07-15-16
37-4.02
Replace section 84-8.04 with:
07-15-16
The payment quantity for any type of rumble strip is the length measured by the station along the length of the
rumble strip without deductions for gaps between indentations.
Replace the 2nd paragraph of section 84-9.03B with:
04-15-16
Completely remove traffic stripes and pavement markings, including any paint in the gaps, by methods that do not
remove pavement to a depth of more than 1/8 inch.
Add between the 2nd and 3rd paragraphs of section 84-9.03B:
04-15-16
Submit your proposed method for removing traffic stripes and pavement markings at least 7 days before starting
the removal work. Allow 2 business days for the review.
Remove pavement marking such that the old message cannot be identified. Make any area removed by grinding
rectangular. Water must not puddle in the ground areas. Fog seal ground areas on asphalt concrete pavement.
04-15-16
Delete materially in the 1st paragraph of section 84-9.03D.
Replace the list in the 1st paragraph of section 84-9.04 with:
07-21-17
1. 1.34 for a single 8-inch-wide traffic stripe
2. 2 for a double traffic stripe
3. 3 for a triple traffic stripe
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
City of San Luis Obispo
197
DIVISION X ELECTRICAL WORK
Replace section 86 with:
04-15-16
86 GENERAL
04-20-18
86-1.01 GENERAL
86-1.01A Summary
Section 86 includes general specifications for furnishing electrical equipment and materials.
Electrical equipment and materials must comply with part 4 of the California MUTCD and 8 CA Code of Regs,
chapter 4, subchapter 5, "Electrical Safety Orders."
Galvanized equipment and materials must comply with section 75-1.02B.
86-1.01B Definitions
accessible pedestrian signal: Accessible pedestrian signal as defined in the California MUTCD.
accessible walk indication: Activated audible and vibrotactile action during the walk interval.
actuation: Actuation as defined in the California MUTCD.
ambient sound level: Background sound level in dB at a given location.
ambient sound sensing microphone: Microphone that measures the ambient sound level in dB and
automatically adjusts the accessible pedestrian signal speaker's volume.
audible speech walk message: Audible prerecorded message that communicates to pedestrians which street
has the walk interval.
channel: Discrete information path.
CALiPER: Commercially Available LED Product Evaluation and Reporting. A U.S. Department of Energy program
that individually tests and provides unbiased information on the performance of commercially available LED
luminaires and lights.
controller assembly: Assembly for controlling a system's operations, consisting of a controller unit and auxiliary
equipment housed in a waterproof cabinet.
controller unit: Part of the controller assembly performing the basic timing and logic functions.
correlated color temperature: Absolute temperature in kelvin of a blackbody whose chromaticity most nearly
resembles that of the light source.
detector: Detector as defined in the California MUTCD.
electrolier: Assembly of a lighting standard and luminaire.
07-21-17
fastening hardware [ICF1]: Bolts, nuts, washer, fasteners, hex nuts, lock nuts, or other metal components to
secure or lock down a device or equipment.
04-15-16
flasher: Device for opening and closing signal circuits at a repetitive rate.
flashing beacon control assembly: Assembly of switches, circuit breakers, terminal blocks, flasher, wiring, and
other necessary electrical components housed in a single enclosure for operating a beacon.
house side lumens: Lumens from a luminaire directed to light up areas between the fixture and the pole, such as
sidewalks at intersection or areas off the shoulders on freeways.
City of San Luis Obispo
198
illuminance gradient: Ratio of the minimum illuminance on a 1-foot square of sign panel to that on an adjacent
1-foot square of sign panel.
inductive loop detector: Detector capable of being actuated by an inductance change caused by a vehicle
passing or standing over the loop. An inductive loop detector includes a loop or group of loops installed in the
roadway and a lead-in cable installed and connected inside a controller cabinet.
junction temperature: Temperature of the electronic junction of the LED device. The junction temperature is
critical in determining photometric performance, estimating operational life, and preventing catastrophic failure
of the LED.
L70: Extrapolated life in hours of the luminaire when the luminous output depreciates 30 percent from the initial
values.
lighting standard: Pole and mast arm supporting the luminaire.
04-20-18
link: Part of a system which provides a data connection between a transmitter and receiver.
04-15-16
LM-79: Test method from the Illumination Engineering Society of North America specifying the test conditions,
measurements, and report format for testing solid state lighting devices, including LED luminaires.
LM-80: Test method from the Illumination Engineering Society of North America specifying the test conditions,
measurements, and report format for testing and estimating the long-term performance of LEDs for general
lighting purposes.
luminaire: Assembly that houses the light source and controls the light emitted from the light source.
04-20-18
mid-span access method: Procedure in which fibers from a single buffer tube are accessed and spliced to a
multi buffer tube cable without cutting the unused fibers in the buffer tube, or disturbing the remaining buffer
tubes in the cable.
04-15-16
National Voluntary Laboratory Accreditation Program: U.S. Department of Energy program that accredits
independent testing laboratories.
04-20-18
optical time domain reflectometer (OTDR): Fiber optic test equipment that is used to measure the total amount
of power loss between two points and over the corresponding distance. It provides a visual and printed
display of the relative location of system components such as fiber sections, splices and connectors as well
as the losses that are attributed to each component and or defects in the fiber.
07-21-17
pedestrian change interval: Pedestrian change interval as defined in the California MUTCD.
04-15-16
powder coating: Coating applied electrostatically using exterior-grade, UV-stable, polymer powder.
power factor: Ratio of the real power component to the complex power component.
04-20-18
power meter: A portable fiber optic test equipment that, when coupled with a light source, is used to perform end-
to-end attenuation testing. Its display indicates the amount of power injected by the light source at the
designed wavelength of the system under testing that arrives at the receiving end of the link.
04-15-16
pretimed controller assembly: Assembly operating traffic signals under a predetermined cycle length.
programming mechanism: Device to program the accessible pedestrian signal operation.
pull box: Box with a cover that is installed in an accessible place in a conduit run to facilitate the pulling in of
wires or cables.
push button information message: Push button information message as defined in the California MUTCD.
City of San Luis Obispo
199
push button locator tone: Push button locator tone as defined in the California MUTCD.
04-20-18
segment: A continuous cable terminated by 2 splices, 2 connectors or 1 splice and 1 connector.
04-15-16
signal face: Signal face as defined in the California MUTCD.
signal head: Signal head as defined in the California MUTCD.
signal indication: Signal indication as defined in the California MUTCD.
signal section: Signal section as defined in the California MUTCD.
signal standard: Pole with or without mast arms carrying 1 or more signal faces.
street side lumens: Lumens from a luminaire directed to light up areas between the fixture and the roadway,
such as traveled ways and freeway lanes.
surge protection device: Subsystem or component that protects equipment against short-duration voltage
transients in power line.
total harmonic distortion: Ratio of the rms value of the sum of the squared individual harmonic amplitudes to
the rms value of the fundamental frequency of a complex waveform.
traffic-actuated controller assembly: Assembly for operating traffic signals under the varying demands of traffic
as registered by detector actuation.
traffic phase: Traffic phase as defined in the California MUTCD.
vehicle: Vehicle as defined in the California Vehicle Code.
vibrotactile pedestrian device: Vibrotactile pedestrian device as defined in the California MUTCD.
86-1.01C Submittals
86-1.01C(1) General
Within 15 days after Contract approval, submit a list of equipment and materials you propose to install.
Submit the list before shipping equipment and materials to the job site. The list must include:
1. Manufacturer's name
2. Make and model number
3. Month and year of manufacture
4. Lot and serial numbers
5. Contract number
6. Your contact information
Submit confirmation of the vendor's acceptance of the order for the electrical equipment and materials as an
informational submittal.
Submit 3 sets of computer-generated, schematic wiring diagrams for each cabinet.
Diagrams, plans, and drawings must be prepared using graphic symbols in IEEE 315, "Graphic Symbols for
Electrical and Electronic Diagrams."
Submit a schedule of values within 15 days after Contract approval.
Do not include costs for the traffic control system in the schedule of values.
Submit a manufacturer's maintenance manual or combined maintenance and operation manual as an informational
submittal. The manual must have a master item index that includes:
1. Specifications
2. Design characteristics
3. General operation theory
4. Function of all controls
5. Troubleshooting procedure
6. Parts list, descriptions, stock numbers, and settings
City of San Luis Obispo
200
7. Block circuit diagram
8. Layout of components
9. Schematic diagrams
04-20-18
Submit a digital file for geographic information system mapping for:
1. Conduit
2. Pull Boxes
3. Cabinets
4. Enclosures
The digital file must consist of:
1. Longitudinal and latitude coordinates, in accordance with the WGS84 reference coordinate system. The
coordinates must be in decimal format having 6 significant figures after the decimal point. Coordinates must
be read at the center of pull boxes, cabinet and enclosures; and on top of conduit at 200 foot intervals before
backfill.
2. Type, depth and size for conduits.
3. Type for pull boxes, cabinets and enclosures.
04-15-16
86-1.01C(2) Pull Boxes
Submit the manufacturer's installation instructions for pull boxes, including:
1. Quantity and size of entries that can be made without degrading the strength of the pull box below the load
rating
2. Locations where side entries can be made
3. Acceptable method for creating the entry
07-21-17
Submit load-rating test reports for pull boxes from a laboratory that is accredited to International Standards
Organization/International Electrotechnical Commission 17025 by the American Association for Laboratory
Accreditation (A2LA) or the ANSI-ASQ National Accreditation Board (ANAB).
04-15-16
86-1.01C(3) LED Luminaires
Submit for an LED luminaire:
1. Maximum power in watts
2. Maximum designed junction temperature
3. Heat sink area in square inches
4. Designed junction-to-ambient thermal resistance calculation with thermal resistance components clearly
defined
5. L70 in hours when extrapolated for the average nighttime operating temperature
6. Life expectancy based on the junction temperature
7. Manufacturer's data sheet for the power supply, including the rated life
Submit the manufacturer's QC test data for LED luminaires as an informational submittal.
86-1.01C(4) Low-Pressure Sodium Luminaires
Submit the manufacturer's QC test data for low-pressure sodium luminaires as an informational submittal.
86-1.01C(5) Service Equipment Enclosures
Submit shop drawings for a service equipment enclosure to METS.
86-1.01C(6) Signal Heads
Submit a certificate of compliance and the manufacturer's QC test data for signal heads as an informational
submittal.
86-1.01C(7) LED Signal Modules
Submit the manufacturer's QC test data for LED signal modules as an informational submittal.
86-1.01C(8) Visors
Submit a certificate of compliance and the manufacturer's QC test data for visors as an informational submittal.
City of San Luis Obispo
201
86-1.01C(9) LED Countdown Pedestrian Signal Face Modules
Submit the manufacturer's QC test data for LED countdown pedestrian signal face modules as an informational
submittal.
86-1.01C(10) Accessible Pedestrian Signals
Submit the manufacturer's QC test data for accessible pedestrian signals as an informational submittal.
86-1.01D Quality Assurance
86-1.01D(1) General
Electrical equipment must comply with one or more of the following standards:
1. ANSI
2. ASTM
3. EIA/ECIA
4. NEMA
5. NETA
6. UL/NRTL
7. TIA
Materials must comply with:
1. FCC rules
2. ITE standards
3. NEC
4. California Electrical Code
86-1.01D(2) Source Quality Control
Service equipment enclosures and cabinets must be inspected and tested at the source.
86-1.01D(3) Department Acceptance
Deliver material and equipment for testing to METS.
Allow 30 days for testing. The Department notifies you when testing is complete.
If the Department accepts the material or equipment, you must pick it up from the test site and deliver it to the job
site.
If the Department rejects material or equipment, remove it within 5 business days after you are notified it is
rejected. If it is not removed within that period, the Department may remove it and ship it to you and deduct the
costs of labor, material and shipping.
Resubmit a new sample and allow 30 days for retesting. The retesting period starts when the replacement material
or equipment is delivered to METS.
86-1.02 MATERIALS
86-1.02A General
Anchor bolts, anchor bars or studs, and nuts and washers must comply with section 75-1.02.
Bolt threads must accept galvanized standard nuts without requiring tools or causing removal of protective
coatings.
86-1.02B Conduit and Accessories
86-1.02B(1) General
Conduit and fittings must comply with the requirements shown in the following table:
City of San Luis Obispo
202
Conduit and Fitting Requirements
Type Requirement
1 Must be hot-dip galvanized rigid steel complying with UL 6 and ANSI C80.1. The zinc
coating must comply with copper sulfate test requirements in UL 6. Fittings must be
electrogalvanized and certified under UL 514B.
2 Must comply with requirements for Type 1 conduit and be coated with PVC or
polyethylene. The exterior thermoplastic coating must have a minimum thickness of 35
mils. The internal coating must have a minimum thickness of 2 mils. Coated conduit must
comply with NEMA RN 1, or NRTL PVC-001.
3 Must be Type A, extruded, rigid PVC conduit complying with UL 651 or must be HDPE
conduit complying with UL 651A.
4 Must have an inner, flexible metal core covered by a waterproof, nonmetallic, sunlight-
resistant jacket, and must be UL listed for use as a grounding conductor. Fittings must be
certified under UL 514B.
5 Must be intermediate steel complying with UL 1242 and ANSI C80.6. The zinc coating
must comply with copper sulfate test requirements specified in UL 1242. Fittings must be
electrogalvanized and certified under UL 514B.
Bonding bushings installed on metal conduit must be insulated and either a galvanized or zinc-alloy type.
04-20-18
Conduit used for horizontal directional drilling must be high density polyethylene Type IPS, DR 9 and comply
with ASTM F714. The conduit material must comply with ASTM D3350.
Conduit for fiber optic cable systems must be high density polyethylene schedule 40 high density polyethylene,
complying with NEMA TC-7, except for horizontal directional drilling.
Sealing plug must:
1. Be reusable
2. Withstand a pressure of 5 psi
3. Provide an airtight seal
4. Seal conduit and innerducts simultaneously
Sealing plug for empty conduit must have a rope tie.
Innerduct must be:
1. HDPE tubing or fabric mesh pouch.
2. Nominal 1 inch inside diameter, with a minimum Standard Dimension Ratio (SDR) rating of 11
3. Continuous without splices or joints.
4. Ribbed inside and outside when used inside a conduit.
5. Ribbed inside and smooth on the outside for direct burial.
6. Unique color throughout the entire length of the conduit segment.
7. Shipped and stored on a reel, covered to protect colors from UV deterioration. The reel must be marked with:
7.1. Manufacturer's name
7.2. Contract number
7.3. Size and length of the innerduct
Polyethylene for innerduct must:
1. Comply with ASTM D3485, D3035, D2239, and D2447, and NEMA TC7 and TC2
2. Have a tensile yield strength of a minimum 3300 psi under ASTM D638
3. Have a density of 59.6187 lb/ft3 ± 0.3121 lb/in3 under ASTM D1505
Tracer wire must be a minimum No. 12 solid copper conductor with orange insulation Type TW, THW, RHW, or
USE.
City of San Luis Obispo
203
04-15-16
86-1.02B(2) Structures Accessories
Steel hangers, steel brackets, and other fittings used to support conduit in or on a wall or bridge superstructure
must comply with section 75-3.
Precast concrete cradles for conduit must be made of minor concrete and commercial-quality welded wire fabric.
The minor concrete must contain a minimum of 590 lb of cementitious material per cubic yard. The cradles must
be moist cured for a minimum of 3 days.
86-1.02C Pull Boxes
86-1.02C(1) General
07-21-17
A pull box cover must have a nonskid surface.
A metal pull box cover must include a fitting for a bonding conductor.
A pull box cover must have a marking on the top that is:
1. Clearly defined
2. Uniform in depth
3. Parallel to the longer side
4. From 1 to 3 inches in height
The cover marking must include CALTRANS and one of the following:
1. SERVICE for service circuits between a service point and service disconnect
2. SERVICE IRRIGATION for circuits from a service equipment enclosure to an irrigation controller
3. SERVICE BOOSTER PUMP for circuits from a service equipment enclosure to the booster pump
4. TDC POWER for circuits from a service equipment enclosure to telephone demarcation cabinet
5. LIGHTING for a lighting system
6. SIGN ILLUMINATION for a sign illumination system
7. SIGNAL AND LIGHTING for a signal and lighting system
8. RAMP METER for a ramp metering system
9. TMS for a traffic monitoring station
10. FLASHING BEACON for a flashing beacon system
11. CMS for a changeable message sign system
12. INTERCONNECT for an interconnect conduit and cable system
13. CALTRANS if more than one system is shared in the same pull box
The following circuits must not include CALTRANS in the cover marking:
1. Electrical service
2. Sprinkler-control
3. Telephone service
The load rating must be:
1. Stenciled or stamped on the inside and outside of the pull box
2. Stamped on the outside of the cover
If a transformer or other device must be placed in the pull box, include recesses for a hanger.
The hardware must be stainless steel containing 18 percent chromium and 8 percent nickel.
04-15-16
86-1.02C(2) Nontraffic Pull Boxes
A nontraffic pull box and cover must comply with ANSI/SCTE 77, "Specification for Underground Enclosure
Integrity," for Tier 22 load rating and must be gray or brown.
07-21-17
The cover markings must be cast in the mold of the cover or be engraved on a metal or UV resistant ABS plate
secured in the cover with stainless steel screws.
04-15-16
Each new pull box must have a cover with an electronic marker cast inside.
City of San Luis Obispo
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A pull box extension must be made of the same material as the pull box. The extension may be another pull box if
the bottom edge of the pull box fits into the opening for the cover.
07-21-17
The bolts, nuts, and washers must be a captive design. Captive bolts for securing the cover of nontraffic pull
boxes must be capable of withstanding a torque from 55 to 60 ft-lb and a minimum pull-out strength of 750 lb.
04-15-16
86-1.02C(3) Traffic Pull Boxes
07-21-17
A traffic pull box and cover must comply with AASHTO HS20-44 and AASHTO M 306.
The frame must be anchored to the box.
04-15-16
Nuts must be vibration-resistant, zinc-plated, carbon steel and have a wedge ramp at the root of the thread.
07-21-17
For a cast iron cover or before galvanizing a steel cover, the manufacturer must apply the cover marking by one of
the following methods:
1. Use a cast iron strip at least 1/4 inch thick with letters raised a minimum of 1/16 inch. Fasten the strip to the
cover with 1/4-inch, flathead, stainless steel machine bolts and nuts. Peen the bolts after tightening.
2. Use a sheet steel strip at least 0.027 inch thick with letters raised a minimum of 1/16 inch. Fasten the strip to
the cover by spot welding, tack welding, or brazing with 1/4-inch stainless steel rivets or 1/4-inch, roundhead,
stainless steel machine bolts and nuts. Peen the bolts after tightening.
3. Bead weld the letters on the cover such that the letters are raised a minimum of 3/32 inch.
4. Cast the logo into the cast iron cover.
The steel cover must:
1. Be countersunk approximately 1/4 inch to accommodate the bolt head. When tightened, the hold down bolt
head must be no more than 1/8 inch above the top of the cover.
2. Have slot holes for lifting with a guard under the cover to prevent entry of more than 3 inches below the
bottom surface of the cover without deflection to protect the pull box contents.
04-20-18
Hold-down bolts must be a Penta Head 1/2-13UNC and must have a thread lock material.
07-21-17
86-1.02C(4) Tamper Resistant Pull Boxes
04-20-18
86-1.02C(4)(a) General
Not Used
86-1.02C(4)(b) Tamper-Resistant Nontraffic Pull Box
A tamper resistant nontraffic pull box must include a pull box with one of the following:
1. Anchored cover
2. Lockable cover
3. Pull box insert
86-1.02C(4)(c) Tamper Resistant Traffic Pull Box
A tamper resistant traffic pull box must include a pull box with an anchored cover.
86-1.02C(4)(d) Anchored Cover
The anchored cover must:
1. Be of 1/2-inch-thick mild steel, hot dip galvanized, post fabrication.
2. Be hot dip galvanized after manufacturing with spikes removed from the galvanized surfaces.
3. Have a center space for a top lock nut that must be torqued to 200 ft-lb.
4. Have a center opening for a stainless steel threaded cap to cover the lock nut.
5. Weigh a minimum of 85 lb.
6. Include an all-around security skirt of 1/4-inch thick steel. The skirt must be sized to encase a nontraffic pull
box or sized to fit within a traffic pull box.
7. Be welded to the skirt.
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86-1.02C(4)(e) Lockable Cover
The lockable cover must:
1. Be manufactured from minimum 3/16-inch-thick galvanized steel or a polymer of minimum strength equal to
3/16 inch steel
2. Be secured to the pull box with a locking mechanism of equal or greater strength than the manufactured
material
3. Have 1/2-by-2-inch slot holes for lifting
4. Have dimensions complying with one of the following:
4.1. Department's standards for pull covers as shown if the lockable cover is secured to the inside lip of the pull
4.2. Department's standards for LO and WO for the length and width as shown for pull box covers if the lockable cover is
secured to the top of the pull box
86-1.02C(4)(f) Pull Box Insert
The pull box insert must:
1. Be made of minimum 3/16-inch-thick or 10 gauge mild hot-dipped galvanized steel
2. Have a minimum of 2 mounting brackets that rest under the side or end wall
3. Be lockable with a padlock having a minimum 3/8-inch shackle
4. Have dimensions complying with the Department's standards for LI and WI for the length and width as shown
for pull box covers
04-15-16
86-1.02D Tapes
86-1.02D(1) General
Reserved
86-1.02D(2) Pull Tape
Pull tape must be a flat, woven, lubricated, soft-fiber, polyester tape with a minimum tensile strength of 1,800 lb.
The tape must have sequential measurement markings every 3 feet.
04-20-18
86-1.02D(3) Warning Tape
Warning tape must comply with requirements shown in the following table:
Warning Tape Requirements
Description Parameters
Thickness Minimum 4 mil
Width 4 inches
Material Orange color polyolefin film
Tensile strength of
material
Minimum of 2800 psi
Elongation Minimum of 500 percent elongation before
breakage
Printed message
content
CAUTION: CALTRANS FACILITIES
BELOW
Printed message text
height and color
1 inch, black color text over bright orange
background
Message spacing
intervals
3 feet
Warning tape must be water and corrosion resistant.
City of San Luis Obispo
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07-21-17
86-1.02E Piezoelectric Axle Sensors
04-20-18
Piezoelectric axle sensors must be Class II and must be for vehicle classification purposes.
Each sensor must:
1. Be 1/4 inch wide by 6 feet long by 1/16 inch thick.
2. Have a screen transmission cable attached. The screened transmission cable must be RG-58C/U coaxial
cable, jacketed with high-density polyethylene, rated for direct burial and resistant to nicks and cuts.
3. Operate over a temperature range from -40 to 160 degrees F.
4. Have a signal to noise ratio equal to or greater than 10 to 1.
5. Have an output uniformity range of plus or minus 20 percent.
6. Have an output signal of a minimum 250 mV for a wheel load of 400 lb at 55 mph and 70 degrees F.
7. Have an insulation resistance greater than 500 MΩ.
8. Have a life cycle of a minimum 25 million equivalent single axle loadings.
04-20-18
86-1.02F Conductors and Cables
86-1.02F(1) General
Conductors and cables must be clearly and permanently marked the entire length of their outer surface with:
1. Manufacturer's name or trademark
2. Insulation-type letter designation
3. Conductor size
4. Voltage
5. Temperature rating
6. Number of conductors for a cable
The minimum insulation thickness and color code requirements must comply with NEC.
86-1.02F(2) Conductors
86-1.02F(2)(a) General
A conductor must be UL listed or NRTL certified and rated for 600 V(ac).
Conductors must be identified as shown in the following table:
Conductor Identification
Circuit Signal phase or function
Identification
Copper
Size
Insulation color
Band symbols Base Stripea
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Signals (vehicle)a,
b
2, 6
Red, yellow,
brown Black 2, 6 14
4, 8
Red, yellow,
brown Orange 4, 8 14
1, 5
Red, yellow,
brown None 1, 5 14
3, 7
Red, yellow,
brown Purple 3, 7 14
Ramp meter 1
Red, yellow,
brown None No band required 14
Ramp meter 2
Red, yellow,
brown Black No band required 14
Pedestrian signals
2p, 6p Red, brown Black 2p, 6p 14
4p, 8p Red, brown Orange 4p, 8p 14
1p, 5p Red, brown None 1p, 5p 14
3p, 7p Red, brown Purple 3p, 7p 14
Push button
assembly or
accessible
pedestrian signal
2p, 6p Blue Black P-2, P-6 14
4p, 8p Blue Orange P-4, P-8 14
1p, 5p Blue None P-1, P-5 14
3p, 7p Blue Purple P-3, P-7 14
Traffic signal
controller cabinet
Ungrounded circuit
conductor Black None CON-1 6
Grounded circuit conductor White None CON-2 6
Highway lighting
pull box to
luminaire
Ungrounded - line 1 Black None No band required 14
Ungrounded - line 2 Red None No band required 14
Grounded White None No band required 14
Multiple highway
lighting
Ungrounded - line 1 Black None ML1 10
Ungrounded - line 2 Red None ML2 10
Lighting control
Ungrounded - Photoelectric
unit Black None C1 14
Switching leg from
Photoelectric unit or SM
transformer Red None C2 14
Service
Ungrounded - line 1
(signals) Black None No band required 6
Ungrounded - line 2
(lighting) Red None No band required 8
Sign lighting Ungrounded - line 1 Black None SL-1 10
Ungrounded - line 2 Red None SL-2 10
Flashing beacons Ungrounded between flasher
and beacons Red or yellow None F-Loc.c 14
Grounded circuit
conductor
Push button assembly or
accessible pedestrian signal White Black No band required 14
Signals and multiple
lighting White None No band required 10
Flashing beacons and sign
lighting White None No band required 12
Lighting control White None C-3 14
Service White None No band required 14
Railroad
preemption Black None R 14
Spares Black None No band required 14
City of San Luis Obispo
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Notes:
aOn overlaps, the insulation is striped for the 1st phase in the designation, e.g., phase (2+3) conductor
is striped as for phase 2.
bBand for overlap and special phases as required
cFlashing beacons having separate service do not require banding.
The insulation color must be homogeneous throughout the full depth of the insulation. The identification stripe
must be continuous throughout the length of the conductor.
Conductors size no. 8 to size no. 2 must be aluminum except for bonding jumpers and equipment grounding
conductors.
86-1.02F(2)(b) Aluminum Conductors
Aluminum conductors must comply with ASTM B800 and 801.
Insulation for aluminum conductors must be one of the following:
1. Type XHHW-2
2. Type USE, RHH, or RHW cross-linked polyethylene
86-1.02F(2)(c) Copper Conductors
86-1.02F(2)(c)(i) General
Copper wire must comply with ASTM B3 and B8.
Insulation for no. 14 to no. 4 conductors must be one of the following:
1. Type TW PVC under ASTM D2219
2. Type THW PVC
3. Type USE, RHH, or RHW cross-linked polyethylene
The insulation for no. 2 and larger conductors must be one of the above or THWN.
86-1.02F(2)(c)(ii) Bonding Jumpers and Equipment Grounding Conductors
A bonding jumper must be copper wire or copper braid of the same cross-sectional area as a no. 8 conductor or
larger.
An equipment grounding conductor may be bare or insulated.
86-1.02F(2)(c)(iii) Inductive Loop Conductors
An inductive loop conductor must comply with the requirements shown in the following table:
Conductor Requirements for Inductive Loop Detectors
Loop wire Requirement
Type 1 Type RHW-USE neoprene-jacketed or Type USE cross-linked polyethylene, insulated,
no. 12, stranded copper wire with a minimum 40-mils insulation thickness at any point.
Type 2
Type THWN or Type XHHW, no. 14, stranded copper wire in a plastic tubing. The
plastic tubing must be polyethylene or vinyl rated for use at 105 degrees C and
resistant to oil and gasoline. The outside diameter of the tubing must be at most 0.27
inch with a wall thickness of at least 0.028 inch.
86-1.02F(2)(d) Reserved
86-1.02F(3) Cables
86-1.02F(3)(a) General
Not Used
86-1.02F(3)(b) Aluminum Cables
86-1.02F(3)(b)(i) General
Not Used
City of San Luis Obispo
209
86-1.02F(3)(b)(ii) Direct Burial Cables
Direct burial cable must be aluminum.
The direct burial aluminum cable must:
1. Be a metal-clad type
2. Be UL listed or NRTL certified for direct burial and concrete encasement
3. Include conductors rated for 90 degrees C
4. Have a galvanized steel or aluminum interlocking metal tape sheath with PVC jacket
5. Have a minimum no. 6 AWG aluminum or copper-clad aluminum equipment grounding conductor
86-1.02F(3)(c) Reserved
86-1.02F(3)(d) Copper Cables
86-1.02F(3)(d)(i) General
Not Used
86-1.02F(3)(d)(ii) Conductor Signal Cables
A conductor signal cable must have a black polyethylene jacket with an inner polyester binder sheath. The cable
jacket must be rated for 600 V(ac) and 75 degrees C. Filler material, if used, must be polyethylene.
The individual conductors in the cable must be solid copper complying with ASTM B286 with Type THWN
insulation. The minimum thickness of insulation must comply with NEC for conductor sizes no. 14 to no.10. The
minimum thickness of the nylon jacket must be 4 mils.
Cable must comply with the requirements shown in the following table:
Cable typea Conductor
quantity and type
Cable jacket thickness
(mils)
Maximum
nominal outside
diameter
(inch)
Conductor color code
Average Minimum
City of San Luis Obispo
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3CSC 3 no. 14 44 36 0.40 Blue/black, blue/orange,
white/black stripe
5CSC 5 no. 14 44 36 0.50 Red, yellow, brown, black,
white
9CSC 8 no. 14
1 no. 12
60 48 0.65 No. 12 - white,
no. 14 - red, yellow, brown,
black, and red/black,
yellow/black, brown/black,
white/black stripe
12CSC 11 no. 14
1 no. 12
60 48 0.80 No. 12 - white,
no. 14 - red, yellow, brown,
red/black stripe, yellow/black
stripe, brown/black stripe,
black/red stripe, black/white
stripe, black, red/white stripe,
brown/white stripe
28CSC 27 no. 14
1 no. 10
80 64 0.90 No. 10 - white
no. 14 - red/black stripe,
yellow/black stripe,
brown/black stripe, red/orange
stripe, yellow/orange stripe,
brown/orange stripe, red/silver
stripe, yellow/silver stripe,
brown/silver stripe, red/purple
stripe, yellow/purple stripe,
brown/purple stripe, red/2
black stripes, brown/2 black
stripes, red/2 orange stripes,
brown/2 orange stripes, red/2
silver stripes, brown/2 silver
stripes, red/2 purple stripes,
brown/2 purple stripes,
blue/black stripe, blue/orange
stripe, blue/silver stripe,
blue/purple stripe, white/black
stripe, black/red stripe, black
86-1.02F(3)(d)(iii) Detector Lead-in Cables
Conductors for a loop detector lead-in cable must be two no. 16, 19-by-29, stranded, tinned copper wires with
calculated cross-sectional areas complying with ASTM B286, Table 1 and the requirements shown in the
following table:
City of San Luis Obispo
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Conductor Requirements for Loop Detector Lead-In Cables
Lead-in cable Requirement
Type B Insulated with 20 mils of high-density polyethylene. Conductors must be twisted
together with at least 2 turns per foot, and the twisted pair must be protected with a
copper or aluminum polyester shield. A minimum no. 20 copper drain wire must be
connected to the equipment ground within the cabinet. Cable must have a high-
density polyethylene or high-density polypropylene outer jacket with a nominal
thickness of 32 mils. Include an amorphous, interior, moisture penetration barrier of
nonhydroscopic polyethylene or polypropylene fillers.
Type C Comply with International Municipal Signal Association Specification no. 50-2. A
minimum no. 20 copper drain wire must be connected to the equipment ground
within the cabinet.
86-1.02F(3)(d)(iv) Reserved
86-1.02F(3)(d)(v) Signal Interconnect Cables
A signal interconnect cable must be a 6-pair type with stranded, tinned, copper no. 20 conductors. The insulation
for each conductor must be color-coded polypropylene with a minimum 13-mils nominal thickness. The
conductors must be in color-coded, twisted pairs. Each pair must be wrapped with an aluminum polyester shield
and have a no. 22 or larger, stranded, tinned, copper drain wire inside the shielded pair.
The cable jacket must be black HDPE rated for a minimum of 300 V(ac) and 60 degrees C. The jacket must have
a minimum nominal wall thickness of 40 mils.
86-1.02F(3)(d)(vi) Communication Cables
86-1.02F(3)(d)(vi)(a) General
Not Used
86-1.02F(3)(d)(vi)(b) Category 5E Cables
A category 5E cable must be a 4-pair, unshielded, outdoor rated, nongel-filled type and comply with
ANSI/TIA/EIA 568-B.
86-1.02F(3)(d)(vi)(c) Category 6 Cables
A category 6 cable must be a 4-pair, unshielded, outdoor rated, nongel-filled type and comply with
ANSI/TIA/EIA 568-C.
86-1.02F(3)(d)(vi)(d) Telephone Cables
A telephone cable must be a 6-pair type with solid, tinned, copper no. 22 conductors and comply with RUS
Bulletin 1735F-205 (PE-39).
07-21-17
86-1.02G Equipment Identification Characters
Equipment identification characters must be 2-1/2 inch, series D lettering, except on wood poles, they must be 3-
inch lettering.
The characters must be self-adhesive reflective labels or paint, except on wood poles, they must be embossed on
aluminum.
04-20-18
Labels must have a white back ground, all black capital characters, and must extend beyond the character by a
minimum of 1/4 inch.
07-21-17
86-1.02H Splicing Materials
Splicing materials include:
City of San Luis Obispo
212
1. Connectors
2. Electrical insulating coating
3. PVC electrical tape
4. Butyl rubber stretchable tape
5. PVC pressure-sensitive adhesive tape
6. Heat shrink tubing
Connectors must be C-shaped compression or butt type.
Electrical insulating coating must be a fast drying sealant with low nontoxic fumes.
PVC electrical tape must have a minimum thickness of 80 mils.
Butyl rubber stretchable tape with liner must have a minimum thickness of 120 mils.
PVC pressure-sensitive adhesive electrical tape must have a minimum thickness of 6 mils.
Electrical tapes must be self-fusing, oil- and flame-resistant, synthetic rubber and be UL listed or NRTL certified.
Heat-shrink tubing must be made of irradiated polyolefin tubing with a minimum wall thickness of 40 mils before
contraction and an adhesive mastic inner wall. When heated, the inner wall must melt and fill the crevices and
interstices of the covered splice area and the outer wall must shrink to form a waterproof insulation.
Heat-shrink tubing must comply with the requirements for extruded, insulating tubing at 600 V(ac) specified in
UL Standard 468D and ANSI C119.1 and the requirements shown in the following table:
Heat-Shrink Tubing Requirements
Quality characteristic Requirement
Shrinkage ratio of supplied diametera (max, %) 33
Dielectric strength (min, kV/in) 350
Resistivity (min, Ω/in) 25 x 1013
Tensile strength (min, psi) 2,000
Operating temperature (°C) -40–90 (135 °C in emergency)
Water absorption (max, %) 0.5
aWhen heated to 125 °C and allowed to cool to 25 °C
04-20-18
86-1.02I Connectors and Terminals
Copper connectors must comply with UL-486A.
Aluminum connector must comply with UL-486 B.
Connectors and terminals must be rated for the conductors’ size and material type and be prefilled with oxide-
inhibiting compound.
Connectors and terminals for copper conductors must be a compression or crimp type.
Connectors and terminals for aluminum conductors must be a compression type.
07-21-17
86-1.02J Standards, Poles, Pedestals, and Posts
Standards for signals, lighting, and flashing beacons, poles for closed circuit television, pedestals for cabinets,
posts for extinguishable message sign and posts for pedestrian push button assemblies must comply with section
56-3.
86-1.02K Luminaires
86-1.02K(1) General
Luminaire must be either LED or low-pressure-sodium type.
86-1.02K(2) LED Luminaires
LED luminaire must be on the Authorized Material List for LED luminaires and must:
1. Be self-contained, not requiring assembly.
2. Comply with UL 1598 for luminaires in wet locations.
City of San Luis Obispo
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3. Have a power supply with:
3.1. ANSI/IEC rating of at least IP65.
3.2. 2 leads to accept standard 0-10 V(dc).
3.3. Dimming control compatible with IEC 60929, Annex E. If the control leads are open or the analog control signal is
lost, the circuit must default to 100-percent power.
3.4. Case temperature self rise of 77 degrees F or less above ambient temperature in free air with no additional heat sinks.
4. Weigh no more than 35 lb.
5. Have a minimum operating life of 63,000 hours when operated for an average time of 11.5 hours at an
average temperature of 70 degrees F.
6. Be designed to operate over a temperature range from 40 to 130 degrees F.
7. Be operationally compatible with photoelectric controls.
8. Have a correlated color temperature range from 3,500 to 6,500 K and a color rendering index of 65 or greater.
9. Have a maximum-effective projected area of 1.4 sq ft when viewed from either side or end.
10. Have a housing color that matches a color no. 26152 to 26440, 36231 to 36375, or 36440 of FED-STD-595.
11. Have an ANSI C136.41-compliant, locking-type, photocontrol receptacle with dimming connections and a
watertight shorting cap.
12. Comply with LM-79, LM-80 and California Test 611.
The individual LEDs must be connected such that a catastrophic loss or a failure of 1 LED does not result in the
loss of more than 20 percent of the luminous output of the luminaire.
The luminaire must be permanently marked inside the unit and outside of its packaging box. Marking consists of:
1. Manufacturer's name or trademark
2. Month and year of manufacture
3. Model, serial, and lot numbers
4. Rated voltage, wattage, and power in VA
An LED luminaire's onboard circuitry must include a surge protection device to withstand high-repetition noise
transients caused by utility line switching, nearby lightning strikes, and other interferences. The device must
protect the luminaire from damage and failure due to transient voltages and currents as defined in Tables 1 and 4
of ANSI/IEEE C64.41.2 for location category C-High. The surge protection device must comply with UL 1449
and ANSI/IEEE C62.45 based on ANSI/IEEE C62.41.2 definitions for standard and optional waveforms for
location category C-High.
An LED luminaire and its associated onboard circuitry must comply with the Class A emission limits under 47
CFR 15(B) for the emission of electronic noise.
The fluctuations of line voltage must have no visible effect on the luminous output.
The operating voltage may range from 120 to 480 V(ac), 60 ± 3 Hz. Luminaire must operate over the entire
voltage range or the voltage range must be selected from one of the following:
1. Luminaire must operate over a voltage range from 95 to 277 V(ac). The operating voltages for this option are
120 V(ac) and 240 V(ac).
2. Luminaire must operate over a voltage range from 347 to 480 V(ac). The operating voltage for this option is
480 V(ac).
LED luminaire must have a power factor of 0.90 or greater. The total harmonic distortion, current, and voltage
induced into a power line by a luminaire must not exceed 20 percent. The L70 of the luminaire must be the
minimum operating life or greater. Illuminance measurements must be calibrated to standard photopic
calibrations.
The maximum power consumption and maintained illuminance of the LED luminaires must comply with the
isofootcandle curves as shown.
LED luminaire must not allow more than 10 percent of the rated lumens to project above 80 degrees from vertical
and 2.5 percent of the rated lumens to project above 90 degrees from vertical.
Luminaire must have passive thermal management with enough capacity to ensure proper heat dissipation and
functioning of the luminaire over its minimum operating life. The maximum junction temperature for the
minimum operating life must not exceed 221 degrees F.
The junction-to-ambient thermal resistance must be 95 degrees F per watt or less. The use of fans or other
mechanical devices is not allowed for cooling the luminaire. The heat sink must be made of aluminum or other
City of San Luis Obispo
214
material of equal or lower thermal resistance. The luminaire must contain circuitry that automatically reduces the
power to the LEDs so the maximum junction temperature is not exceeded when the ambient temperature is 100
degrees F or greater.
The luminaire's housing must be fabricated from materials designed to withstand a 3,000-hour salt spray test
under ASTM B117. All aluminum used in housings and brackets must be made of a marine-grade alloy with less
than 0.2 percent copper. All exposed aluminum must be anodized. A chromate conversion undercoating must be
used underneath a thermoplastic polyester powder coat.
The housing must be designed to prevent the buildup of water on its top surface. Exposed heat sink fins must be
oriented to allow water to run off the luminaire and carry dust and other accumulated debris away from the unit.
The optical assembly of the luminaire must be protected against dust and moisture intrusion to at least an UL
60529 rating of IP66. The power supply enclosure must be protected to at least an UL 60529 rating of IP43.
The housing must have a slip fitter capable of being mounted on a 2-inch-diameter pipe tenon. Slip fitter must:
1. Fit on mast arms with outside diameters from 1-5/8 to 2-3/8 inches
2. Be adjustable to a minimum of ±5 degrees from the axis of the tenon in a minimum of 5 steps: +5, +2.5, 0, -
2.5, -5
3. Have clamping brackets that:
3.1. Are made of corrosion-resistant materials or treated to prevent galvanic reactions
3.2. Do not bottom out on the housing bosses when adjusted within the designed angular range
3.3. Do not permanently set in excess of 1/32 inch when tightened
Each refractor or lens must be made of UV-inhibiting high-impact plastic, such as acrylic or polycarbonate, or
heat- and impact-resistant glass. The refractor or lens must be resistant to scratching. Polymeric materials, except
for the lenses of enclosures containing either the power supply or electronic components of the luminaire, must be
made of UL94 V-0 flame-retardant materials.
An LED luminaire and its internal components must be able to withstand mechanical shock and vibration.
If the components are mounted on a down-opening door, the door must be hinged and secured to the luminaire's
housing separately from the refractor or flat lens frame. The door must be secured to the housing to prevent
accidental opening. A safety cable must mechanically connect the door to the housing.
An LED luminaire must have a barrier-type terminal block secured to the housing to connect field wires. The
terminal screws must be captive and equipped with wire grips for conductors up to no. 6.
The conductors and terminals must be identified and marked.
86-1.02K(3) Low-Pressure Sodium Luminaires
A low-pressure sodium luminaire must be an enclosed cutoff or semi-cutoff type and be self-contained, not
requiring assembly.
The housing must be either (1) a minimum 1/16-inch-thick, corrosion-resistant, die-cast aluminum sheet and plate
with concealed continuous welds or (2) a minimum 3/32-inch-thick, acrylonitrile-butadiene-styrene sheet material
on a cast aluminum frame. The housing must provide mounting for all electrical components and a slip fitter. The
housing must be divided into optical and power compartments that are individually accessible for service and
maintenance.
The painted exterior surface of the luminaire must be finished with a fused coating of electrostatically applied
polyester powder paint or other UV-inhibiting film. The color must be aluminum gray.
A sealing ring must be installed in the pipe tenon opening to prevent the entry of water and insects into the power
and optical compartments. The ring must be made of high-temperature neoprene or equal material.
The power unit assembly must be accessible through a weather-tight, hinged cover secured to the housing with
spring latches or captive screws.
The luminaire's hardware must be stainless steel or cadmium plated. Removable components must be secured
with machine screws or bolts instead of sheet metal screws.
A semi-cutoff luminaire or a molded refractor-style cutoff luminaire must include a refractor. Other cutoff
luminaires must include a flat lens. The refractor assembly and flat lens assembly must be designed to rigidly
maintain their shape and be hinged and secured to the housing with spring latches.
The refractor must be either a 1-piece injection-molded polycarbonate with a minimum thickness of 3/32 inch or a
1-piece injection-molded acrylic with a minimum thickness of 1/8 inch. Alternate methods of manufacturing the
refractor may be authorized provided minimum specified thicknesses are maintained.
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The flat lens must be a 1-piece polycarbonate with a minimum thickness of 3/32 inch, mounted to a metal frame.
The lamp socket must be made of high-temperature, flame-retardant, thermoset material with self-wiping contacts
or an equal. The socket must be rated for 660 W and 1,000 V(ac). The position of the socket and support must
maintain the lamp in the correct relationship with the reflector and refractor for the designed light distribution
pattern. The reflector may be an integral part of the housing.
The luminaire must comply with the isofootcandle curves as shown.
Low-pressure sodium lamp must:
1. Be a 180 W, single-ended, bayonet-base, tubular, gas-discharge lamp
2. Maintain a minimum of 93 percent of its initial lumens over its rated life
3. Reach 80 percent of its light output within 10 minutes
4. Restrike within 1 minute after a power outage or voltage drop at the lamp socket
5. Have ANSI L74/E designation
The lamp operating position must be at ±20 degrees from the horizontal.
Lamp must comply with the minimum performance requirements shown in the following table:
Minimum Performance Requirements
Quality characteristic Requirement
Initial lumens (lm) 33,000
Rated average life at 10 h/start (h) 18,000
The low-pressure sodium lamp ballast must be an autotransformer or high-reactance type. The power factor must
be not less than 90 percent when the ballast is operated at the nominal line voltage with a nominally-rated
reference lamp. The lamp wattage regulation spread must not vary by more than ±6 percent for ±10 percent input
voltage variation from nominal through life.
At the line voltage, the ballast must have a lamp current crest factor not exceeding 1.8 and ballast loss not
exceeding 24 percent for a 180 W ballast.
The ballast must include a multi-circuit connector for quick disconnection.
86-1.02K(4) Reserved
86-1.02L Reserved
86-1.02M Photoelectric Controls
Photoelectric control types are as shown in the following table:
Photoelectric Control Types
Control type Description
I Pole-mounted photoelectric unit. Test switch housed in an enclosure.
II Pole-mounted photoelectric unit. Contactor and test switch located in a service
equipment enclosure.
III Pole-mounted photoelectric unit. Contactor and a test switch housed in an
enclosure.
IV A photoelectric unit that plugs into a NEMA twist-lock receptacle, integral with
the luminaire.
V A photoelectric unit, contactor, and test switch located in a service equipment
enclosure.
The pole-mounted adaptor for Type I, II, and III photoelectric controls must include a terminal block and cable
supports or clamps to support the wires.
The enclosure for Type I and III photoelectric controls must be a NEMA 3R type. The enclosure must have a
factory-applied, rust-resistant prime coat and finish coat. The enclosure must be hot-dip galvanized or painted to
match the color of the lighting standard.
Photoelectric unit must:
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1. Have a screen to prevent artificial light from causing cycling.
2. Have a rating of 60 Hz, 105-130 V(ac), 210-240 V(ac), or 105-240 V(ac).
3. Operate at a temperature range from -20 to 55 degrees C.
4. Consume less than 10 W.
5. Be a 3-prong, twist-lock type with a NEMA IP 65 rating, ANSI C136.10-compliant
6. Have a fail-on state
7. Fit into a NEMA-type receptacle
8. Turn on from 1 to 5 footcandles and turn off from 1.5 to 5 times the turn-on level. Measurements must be
made by procedures in EEI-NEMA Standards for Physical and Electrical Interchangeability of Light-Sensitive
Control Devices Used in the Control of Roadway Lighting.
Type I, II, III, and V photoelectric controls must have a test switch to allow manual operation of the lighting
circuit. Switch must be:
1. Single-hole mounting, toggle type
2. Single pole and single throw
3. Labeled Auto-Test on a nameplate
Photoelectric control's contactor must be:
1. Normally open
2. Mechanical-armature type with contacts of fine silver, silver alloy, or equal or better material
3. Installed to provide a minimum space of 2-1/2 inches between the contactor terminals and the enclosure's
sides
The terminal blocks must be rated at 25 A, 600 V(ac), molded from phenolic or nylon material, and be the barrier
type with plated-brass screw terminals and integral marking strips.
86-1.02N Fused Splice Connectors
The fused splice connector for 240 and 480 V(ac) circuits must simultaneously disconnect both ungrounded
conductors. The connector must not have exposed metal parts except for the head of the stainless steel assembly
screw. The head of the assembly screw must be recessed a minimum of 1/32 inch below the top of the plastic boss
that surrounds the head.
The connector must protect the fuse from water or weather damage. Contact between the fuse and fuse holder
must be spring loaded.
Fuses must:
1. Be standard, midget, ferrule type
2. Have a nontime-delay feature
3. Be 3/32 by 1-1/2 inches
86-1.02O Grounding Electrodes
Grounding electrode must be:
1. 1 piece
2. Minimum 10-foot length of one of the following:
2.1. Galvanized steel rod or pipe not less than 3/4 inch in diameter
2.2. Copper clad steel rod not less than 5/8 inch in diameter
86-1.02P Enclosures
86-1.02P(1) General
The enclosures must be rated NEMA 3R and include a dead front panel and a hasp with a 7/16-inch-diameter hole
for a padlock.
The enclosure's machine screws and bolts must not protrude outside the cabinet wall.
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The fasteners on the exterior of an enclosure must be vandal resistant and not be removable. The exterior screws,
nuts, bolts, and washers must be stainless steel.
86-1.02P(2) Service Equipment Enclosures
A service equipment enclosure must be factory wired and manufactured from steel and galvanized or have
factory-applied, rust-resistant prime and finish coats, except Types II and III.
Type II and III service equipment enclosures must:
1. Be made of 0.125-inch minimum thickness 5052-H32 aluminum sheet complying with ASTM B209.
2. Be manufactured using gas metal arc welding with bare aluminum welding electrodes. The electrodes must
comply with AWS A5.10 Class ER5356.
3. Be manufactured using welding procedures, welders, and welding operators that comply with the
requirements for welding procedures, welders, and welding operators in in AWS B2.1, "Specification for
Welding Procedure and Performance Qualification."
4. Have full-seal weld exterior seams.
5. Exterior welds must be ground smooth and edges filed to a radius of at least 0.03 inch.
6. Have a surface finish that complies with MIL-A-8625 for a Type II, Class I coating, except the anodic coating
must have a minimum thickness of 0.0007 inch and a minimum coating weight of 0.001 oz/sq in.
If a Type III enclosure houses a transformer of more than 1 kVA, the enclosure must have effective screened
ventilation louvers of no less than 50 sq. in for each louver. The framed screen must be stainless no. 304 with a
no. 10 size mesh and secured with at least 4 bolts.
The dead front panel on a Type III service equipment enclosure must have a continuous stainless steel or
aluminum piano hinge. The panel must be secured with a latch or captive screws. No live part must be mounted
on the panel.
The enclosure must be watertight and marked as specified in NEC to warn of potential electric-arc flash hazards.
Internal conductors for the photoelectric control unit must be 600 V(ac), 14 AWG (THHN) stranded machine tool
wire. Where subject to flexing, 19 stranded wire must be used.
The meter area must be have a sealable, lockable, weather-tight cover that can be removed without the use of
tools.
For Type III-A, III-B, and III-C enclosures, the meter socket must be a 5-clip type, and the landing lug must be
suitable for multiple conductors.
For a Type III-D enclosure, the meter socket must be a 7-clip type, and the landing lug must be suitable for
multiple conductors. The pedestal must comply with the Electric Utility Service Equipment Requirements
Committee drawing no. 308 or 309.
Landing lugs must be (1) sized for the incoming service utility conductors, (2) compatible with either copper or
aluminum conductors, and (3) made of copper or tin-plated aluminum. Live parts of the electrical equipment must
be guarded against accidental contact.
The main and neutral busses of the enclosure must be made of tin-plated copper, be rated for 125 A, and be
suitable for copper or aluminum conductors.
Each service equipment enclosure must have up to 2 main circuit breakers that will simultaneously disconnect
ungrounded service-entrance conductors.
Circuit breaker for a service equipment enclosure must:
1. Be quick-break on either automatic or manual operation
2. Be trip indicating
3. Be internal-trip type
4. Be UL listed or NRTL certified and comply with UL 489 or equal
5. Be clearly marked with the frame size
6. Have an operating mechanism that is enclosed and trip-free from the operating handle on overload
7. Have the trip rating clearly marked on the operating handle
8. Have an interior made of copper
Circuit breakers used as disconnects must have a minimum interrupting capacity of 10,000 A, rms.
The interior of the enclosure must accept plug-in circuit breakers. A minimum of 6 standard single-pole circuit
breakers, 3/4" nominal, must be provided for branch circuits.
Identify each circuit breaker and component by description using an engraved phenolic nameplate attached with
stainless steel rivets or screws.
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Nameplate must be installed:
1. Adjacent to the breaker on the dead front panel. The characters must be a minimum of 1/8 inch high.
2. Adjacent to the component on the back panel. The characters must be a minimum of 1/8 inch high.
3. At the top exterior of the door panel. The nameplate must include the system number, voltage, and number of
phases engraved in minimum 3/16-inch-high characters.
A plastic-laminated wiring diagram must be attached inside the enclosure with brass eyelets by a UL-listed or
NRTL-certified method.
86-1.02P(3) Lighting and Sign Illumination Enclosures
A lighting and sign illumination enclosure must be manufactured from steel and either galvanized, cadmium
plated, or powder coated.
86-1.02Q Cabinets
86-1.02Q(1) General
Cabinets must be factory wired except for battery backup system cabinets.
The fasteners on the exterior of a cabinet, except for battery backup system cabinets, must be removable and
vandal resistant. The exterior screws, nuts, bolts, and washers must be stainless steel.
Terminal blocks, circuit breakers, and a power supply must be UL approved.
86-1.02Q(2) Department-Furnished Controller Cabinets
A Department-furnished controller assembly consists of a Model 170E or 2070E controller unit, a wired
controller cabinet, and all auxiliary equipment required to operate the system. The Department does not furnish
anchor bolts.
86-1.02Q(3) Controller Cabinets
The controller cabinet must be a Model 334L, comply with TEES, and be on the Authorized Material List for
traffic signal control equipment. The cabinet must have 3 drawer shelves. Each shelf must be attached to the tops
of 2 supporting angles with 4 screws.
86-1.02Q(4) Telephone Demarcation Cabinets
86-1.02Q(4)(a) General
07-21-17
The doors of a telephone demarcation cabinet must be attached using stainless steel piano hinges.
04-15-16
86-1.02Q(4)(b) Type A Telephone Demarcation Cabinets
Reserved
86-1.02Q(4)(c) Type B Telephone Demarcation Cabinets
A Type B telephone demarcation cabinet consists of a mounting panel, outlets, circuit breaker, fan, dead front
plates, and fuse.
The mounting panel must be made of 3/4-inch-thick ACX-grade plywood.
The mounting panel must be fastened to the cabinet with nuts, lock washers, and flat washers to 10 welded studs.
The cabinet must be made of 0.125-inch-thick anodized aluminum.
The cabinet door must be hung and secured with drawn latches, lockable with a padlock. The padlock latches
must each have a minimum 7/16-inch-diameter hole.
Ventilation louvers must be located on the door.
The fan must be located in a ventilator housing and be controlled thermostatically. The thermostat control must
have a range from 80 to 130 degrees F.
The thermostat and fan circuit must be protected with a fuse rated for 175 percent of the motor capacity. The fan
capacity must be a minimum 25 cfm.
86-1.02Q(4)(d) Type C Telephone Demarcation Cabinets
Reserved
86-1.02Q(5) Battery Backup System Cabinets
The cabinet for a battery backup system must comply with TEES and be on the Authorized Material List for
traffic signal control equipment.
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86-1.02R Signal Heads
86-1.02R(1) General
A signal head consists of a signal mounting assembly, backplate, and signal face.
The head must have a terminal block attached to the back of one housing. The terminal block must have enough
positions to accommodate all indications. Each position must be permanently labeled for the indications used.
The metal signal heads must not fracture or deflect more than half the lens diameter when tested under California
Test 666.
The plastic signal heads must not fracture or deflect when tested under California Test 605.
The deflection must not be more than 10 degrees in either the vertical or horizontal plane after the wind load has
been removed from the front of the signal face or more than 6 degrees in either the vertical or horizontal plane
after the wind load has been removed from the back of the signal face.
86-1.02R(2) Signal Mounting Assemblies
Signal mounting assembly must include:
1. 1-1/2-inch-diameter steel pipe or galvanized conduit
2. Pipe fitting made of ductile iron, galvanized steel, bronze, or aluminum alloy, Type AC-84B, no. 380
3. Mast arm and post-top slip fitters and terminal compartments made of cast bronze or hot-dip galvanized
ductile iron
The horizontal distance between the vertical centerlines of the terminal compartment or slip fitter and of each
signal face must not exceed 11 inches except where required for proper signal face alignment or to allow
programming of programmed visibility signal sections.
The mounting assembly must be watertight and free of sharp edges or protrusions that might damage conductor
insulation. The assembly must have positive-locking serrated fittings that prevent signal faces from rotating when
the fittings are mated with similar fittings on the faces.
Each terminal compartment must be fitted with a terminal block having a minimum of 12 positions, each with 2
screw-type terminals. Each terminal must accommodate at least five no. 14 conductors. The terminal
compartment must have a cover for easy access to the terminal block.
86-1.02R(3) Backplates
The backplate material must be a homogeneous black color with a lusterless finish.
A metal backplate must be made of a minimum 1/16-inch-thick 3001-14 aluminum.
A plastic backplate must have a minimum thickness of 1/16 inch and be formed from sheet plastic or assembled
from extruded, molded, or cast plastic sections. Sections must be factory joined using one of the following:
1. Appropriate solvent cement.
2. Aluminum rivets and washers painted or permanently colored to match the backplate.
3. No. 10 machine screws with flat washers, lock washers, and nuts painted to match the backplate.
Each plastic backplate must be secured to the plastic signal face such that it resists removal or permanent
deformation.
86-1.02R(4) Signal Faces
Signal face consists of signal sections with signal housings, LED modules, and visors.
Signal face must:
1. Be adjustable and allow for 360-degree rotation about the vertical axis
2. Comply with ITE publications ST-052-E, Vehicle Traffic Control Signal Heads: Light Emitting Diode (LED)
Circular Signal Supplement and ST-054, Vehicle Traffic Control Signal Heads: Light Emitting Diode (LED)
Vehicle Arrow Traffic Signal Supplement
3. Be sealed with a neoprene gasket at the top opening
A metal signal face must have a metal backplate and visor.
A plastic signal face must have a plastic backplate and visor.
If a signal face is supported by a Type MAS slip fitter, spacers are required between the 2 sections. The spacers
must be made of the same material as the housing. The vertical dimension of the spacers must allow proper
seating of the serrations between the slip fitter and the 2 sections. The 2 sections must be joined with at least two
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no. 10 minimum machine screws through holes near the front of the housing and the spacers and matching holes
in a reinforcing plate installed in the housing.
86-1.02R(4)(a) Signal Sections
86-1.02R(4)(a)(i) General
Signal section must have:
1 Opening at the top and bottom for a 1-1/2-inch pipe
2. Maximum height of 10-1/4 inches for an 8-inch section and 14-3/4 inches for a 12-inch section
3. Hinge pins, door-latching devices, and other exposed hardware manufactured of Type 304/304L or 305
stainless steel
4. Interior screws and fittings manufactured of stainless steel or steel with a corrosion-resistant plating or coating
5. Gaskets made of a material that is not degraded if installed in a section with metal or plastic housing
Sections must be capable of being joined together to form a signal face in any combination. This
interchangeability is not required between metal and plastic sections.
Each section must be joined to an adjacent section by one of the following:
1. Minimum of 3 machine screws for 8-inch sections and 4 machine screws for 12-inch sections, installed
through holes near the front and back of the housing. Each screw must be a no. 10 and have a nut, flat
washer, and lock washer.
2. 2 machine screws, each with a nut, flat washer, and lock washer, installed through holes near the front of the
housing and a fastener through the 1-1/2-inch pipe opening. The fastener must have 2 large, flat washers to
distribute the load around the pipe's opening and 3 carriage bolts, each with a nut and lock washer. The
minimum screw size must be no. 10, and the carriage bolt size must be 1/4 inch.
The holes for the machine screws must be either cast or drilled during signal section fabrication. Each hole must
be surrounded by a minimum 1/8-inch-wide boss to allow contact between signal sections about the axis of the
hole.
A serrated nylon washer must be inserted between each plastic signal section and the metal mounting assembly.
Each serrated nylon washer must be from 3/16 to 1/4 inch thick. The serrations must match those on the signal
section and the mounting assembly.
86-1.02R(4)(a)(ii) Programmed Visibility Signal Sections
Programmed visibility signal section must have:
1. Nominal 12-inch-diameter circular or arrow indication
2. Cap visor
3. Adjustable connection that:
3.1. Provides incremental tilting from 0 to 10 degrees above or below the horizontal
3.2. Maintains a common vertical axis through couplers and mountings
The terminal connection must allow external adjustment about the mounting axis in 5-degree increments.
The visibility of each signal section must be capable of adjustment or programming within the section.
The adjustment for the section must be preset at 4 degrees below the horizontal.
86-1.02R(4)(a)(iii) Signal Housings
The signal housing must:
1. Be die-cast aluminum, permanent mold-cast aluminum, or if specified, structural plastic
2. Comply with ITE publications ST-052-E, Vehicle Traffic Control Signal Heads: Light Emitting Diode (LED)
Circular Signal Supplement and ST-054, Vehicle Traffic Control Signal Heads: Light Emitting Diode (LED)
Vehicle Arrow Traffic Signal Supplement if made of die-cast or permanent mold-cast aluminum
3. Have a 1-piece, hinged, square-shaped door that is:
3.1. Designed to allow access for replacement of modules without the use of tools
3.2. Secured such that it remains closed during loading tests
4. Have a watertight module or lens mounted in the door
5. Have a terminal block attached to the back, with the terminals permanently labeled for conductors to facilitate
field wiring
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Each housing must have reinforcement plates. Reinforcement plates must be either sheet aluminum, galvanized
steel, or cast aluminum. Each plate must have a minimum thickness of 0.11 inch and a hole concentric with a 1-
1/2-inch pipe-mounting hole in the housing. Reinforcement plates must be placed as specified in the following
table:
Reinforcement Plate Placement
Material Placement
Sheet aluminum Inside and outside of housing
Galvanized steel Inside of housing
Cast aluminum Outside of housing
Reinforcement plates placed outside of the housing must be finished to match the signal housing color and be
designed to allow a proper serrated coupling between the signal face and the mounting hardware. A minimum of
three no. 10 machine screws must be installed through holes in each plate and matching holes in the housing.
Each screw must have a round or binder head, a nut, and a lock washer.
A metal housing must have a metal visor.
Plastic housing must:
1. Be molded in a single piece or fabricated from 2 or more pieces joined into a single piece
2. Be a black color throughout, including the door, matching color no. 17038, 27038, or 37038 of FED-STD-595
3. Have UV stability
4. Be self-extinguishing
If reinforcing webs are used to connect the back of the housing to the top, bottom, and sides of the adjacent
housing, reinforcement plates are not required.
The exterior of the housing must be painted as specified in sections 78-4.08 and 59.
86-1.02R(4)(b) LED Signal Modules
An LED signal module must be on the Authorized Material List for LED traffic signal modules.
An LED signal module must comply with ITE publications ST-052-E, Vehicle Traffic Control Signal Heads:
Light Emitting Diode (LED) Circular Signal Supplement and ST-054, Vehicle Traffic Control Signal Heads: Light
Emitting Diode (LED) Vehicle Arrow Traffic Signal Supplement, except:
1. Maximum module weight must be 4 lb
2. Module must be a sealed unit with:
2.1. 2 color-coded conductors for the power connection except lane control modules must use 3 color-coded conductors
2.2. Printed circuit board that complies with TEES, chapter 1, section 6
2.3. Lens that is:
2.3.1. Convex or flat with a smooth outer surface
2.3.2. Made of UV-stabilized plastic or glass
2.4. 1-piece EPDM gasket
3. Module must include 3-foot-long conductors with attached quick-disconnect terminals
4. Identification must include:
4.1. Month and year of manufacture
4.2. 1-inch-diameter symbol of the module type with the module color written adjacent to the symbol in 0.50-inch-high
letters
5 LED must be the ultra-bright type rated for 100,000 hours of continuous operation
6. Module must have an integral power supply
Individual LEDs must be wired such that a loss or failure of 1 LED will not result in a loss of more than 5 percent
of the module's light output. Failure of an individual LED in a string must not result in a loss of an entire string or
other indication.
The symbol for a 12-inch U-turn section must be a 15/16-inch-wide inverted U with an arrow on the left end.
A lane control section must be a combination module with a red X and green arrow. The conductor function and
color code must be as shown in the following table:
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Conductor Function and Color Code
Function Color
Neutral White
Red X Red
Green arrow Brown
The minimum power consumption for an LED signal module must be 5 W.
The maximum power consumption for an LED signal module must be as shown in the following table:
Maximum Power Consumption
LED signal module
type
Power consumption (W)
Red Yellow Green
25 °C 74 °C 25 °C 74 °C 25 °C 74 °C
8-inch circular 8 13 13 16 12 12
12-inch circular 11 17 22 25 15 15
12-inch arrow 9 12 10 12 11 11
12-inch U-turn 9 12 10 12 11 11
Bicycle 11 17 22 25 15 15
Programmed visibility 11 17 22 25 15 15
Lane control (X) 9 12 -- -- -- --
Lane control (Arrow) -- -- -- -- 11 11
Red and green LED signal modules operating over a temperature range from -40 to 74 degrees C and yellow LED
signal modules operating at 25 degrees C must maintain the minimum illumination values for 48 months as shown
in the following tables:
Minimum Maintained Intensities for Circular Indications
Angle (v,h)
Intensities (cd)
8-inch 12-inch
Red Yellow Green Red Yellow Green
2.5, ±2.5 133 267 267 339 678 678
2.5, ±7.5 97 194 194 251 501 501
2.5, ±12.5 57 113 113 141 283 283
2.5, ±17.5 25 48 48 77 154 154
7.5, ±2.5 101 202 202 226 452 452
7.5, ±7.5 89 178 178 202 404 404
7.5, ±12.5 65 129 129 145 291 291
7.5, ±17.5 41 81 81 89 178 178
7.5, ±22.5 18 37 37 38 77 77
7.5, ±27.5 10 20 20 16 32 32
12.5, ±2.5 37 73 73 50 101 101
12.5, ±7.5 32 65 65 48 97 97
12.5, ±12.5 28 57 57 44 89 89
12.5, ±17.5 20 41 41 34 69 69
12.5, ±22.5 12 25 25 22 44 44
12.5, ±27.5 9 16 16 16 32 32
17.5, ±2.5 16 32 32 22 44 44
17.5, ±7.5 14 28 28 22 44 44
17.5, ±12.5 10 20 20 22 44 44
17.5, ±17.5 9 16 16 22 44 44
17.5, ±22.5 6 12 12 20 41 41
17.5, ±27.5 4 9 9 16 32 32
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Minimum Maintained Luminance for Indications
Indication type Luminance (fL)
Red Yellow Green
Arrow 1,610 3,210 3,210
U-turn 1,610 3,210 3,210
Bicycle 1,610 1,610 1,610
Lane control (X) 1,610 -- --
Lane control (Arrow) -- -- 1,610
Minimum Maintained Luminance for Programmed Visibility Indications
Indication type
Luminance (cd)
Red Yellow Green
PV at angle v=2.5, h=±2.5 314 314 314
Conductors must be prewired to the terminal block.
86-1.02R(4)(c) Visors and Directional Louvers
The visor must be a tunnel type.
The visor must have a downward tilt from 3 to 7 degrees with a minimum length of 9-1/2 inches for nominal 12-
inch round lenses and 7 inches for nominal 8-inch round lenses.
A metal visor must be formed from minimum 0.050-inch-thick aluminum alloy sheet.
A plastic visor must be either formed from sheet plastic or blow-molded. The plastic must be a black
homogeneous color with a lusterless finish. A visor must withstand a wind load applied to its side for 24 hours
without permanent deformation or removal from its door when tested under California Test 605 for plastic visors
and California Test 666 for metal visors.
If directional louvers are used, the louvers must fit into full-circular signal visors. Louvers must consist of one of
the following:
1. Outside cylinder constructed of sheet steel with a minimum nominal thickness of 0.030 inch and vanes
constructed of sheet steel with a minimum nominal thickness of 0.016 inch.
2. Outside cylinder and vanes constructed of 5052-H32 aluminum alloy of equal thickness.
86-1.02S Pedestrian Signal Heads
86-1.02S(1) General
A pedestrian signal head consists of a pedestrian signal mounting assembly and a pedestrian signal face
comprising of a pedestrian signal housing, an LED countdown pedestrian signal face module, and a front screen.
86-1.02S(2) Pedestrian Signal Mounting Assemblies
A pedestrian signal mounting assembly must comply with the specifications for a signal mounting assembly in
section 86-1.02R, except mast arm slip fitters are not required.
86-1.02S(3) Pedestrian Signal Faces
86-1.02S(3)(a) General
Each pedestrian signal face must include a light-duty terminal block rated at 5 A and have 12 positions with no. 6-
by-1/8-inch binder head screws. Each position must have 1 screw-type terminal.
The wiring and terminal block must comply with ITE publication ST-055-E, Pedestrian Traffic Control Signal
Indicators: Light Emitting Diode (LED) Signal Modules.
86-1.02S(3)(b) Pedestrian Signal Housings
Pedestrian signal housing must comply with the specifications for a signal housing in 86-1.02R(4)(a)(iii), except
the maximum overall dimensions must be 18-1/2 inches wide, 19 inches high, and 11-1/2 inches deep and
without:
1. Visor
2. Watertight module or lens mounted in the door
3. Reinforcement plates
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The housing must have a terminal block attached to the back. The terminal block must have enough positions to
accommodate all indications. Each position must be permanently labeled for the indications used.
86-1.02S(3)(c) LED Countdown Pedestrian Signal Face Modules
An LED countdown PSF module must comply with ITE publication ST-055-E, Pedestrian Traffic Control Signal
Indicators: Light Emitting Diode (LED) Signal Modules, except the material must comply with ASTM D3935 and
the module must have:
1. Ultra-bright-type LED rated for 100,000 hours of continuous operation.
2. Lot number and month and year of manufacture permanently marked on the back of the module
3. Prominent and permanent vertical markings for accurate indexing and orientation within the pedestrian signal
housing if a specific mounting orientation is required. Markings must be a minimum of 1 inch in height and
include an up arrow and the word up or top.
4. Circuit board complying with TEES, chapter 1, section 6.
Individual LEDs must be wired such that a loss or failure of 1 LED will not result in a loss of more than 5 percent
of the module's light output. Failure of an individual LED in a string must not result in a loss of an entire string or
other indication.
Each symbol must be at least 9 inches high and 5-1/4 inches wide. The 2-digit countdown timer, Upraised Hand,
and Walking Person indications must be electronically isolated from each other. The 3 indications must not share
a power supply or interconnect circuitry.
The module must operate over the specified ambient temperature and voltage range and be readable both day and
night at distances up to the full width of the area to be crossed. Upon initial testing at 25 degrees C, the module
must have at least the luminance values shown in the following table:
Luminance Values
PSF module symbol Luminance
Upraised hand and 2-digit
countdown timer (fL)
1,094
Walking person (fL) 1,547
The module must not exceed the power consumption requirements shown in the following table:
Maximum Power Consumption Requirements
PSF module display At 24 ºC At 74 ºC
Upraised Hand 10.0 W 12.0 W
Walking Person 9.0 W 12.0 W
2-digit countdown timer 6.0 W 8.0 W
07-21-17
If the pedestrian change interval is interrupted, then the 2-digit countdown timer and display must reset to the full
pedestrian change interval before being initiated the next time. The 2-digit countdown display on the PSF module
must go dark within a second after displaying "0".
04-15-16
86-1.02S(3)(d) Front Screen
Pedestrian signal face must have a front screen that is one of the following types:
1. 3/8-inch-thick aluminum honeycomb screen with 0.2-inch-wide cells or a 1/2-inch-thick plastic screen with 3/8-
inch-wide squares with 1/16-inch wall thickness that:
1.1. Is installed so it tilts downward at an angle of 15 ± 2 degrees from the top and completely covers the message plate.
1.2. Includes a clear front cover made of either a minimum 1/8-inch-thick acrylic plastic sheet or a minimum 1/16-inch-
thick polycarbonate plastic.
1.3. Is held firmly in place, including the cover, with stainless steel or aluminum clips or stainless steel metal screws.
2. Polycarbonate screen that:
2.1. Has a nominal thickness of 1/32 inch.
2.2. Is a 1-1/2-inch-deep eggcrate or Z-crate type.
2.3. Is mounted in a frame constructed of aluminum alloy or polycarbonate with a minimum thickness of 0.040 inch.
2.4. Is held in place with stainless steel screws.
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The screen and frame of a pedestrian signal face must be made of either (1) plastic that is a flat black color or (2)
anodized aluminum that is a flat black color or finished with lusterless, black, exterior-grade latex paint
formulated for application to metal surfaces.
86-1.02T Accessible Pedestrian Signals
Accessible pedestrian signal must comply with the California MUTCD, chapter 4E, and have:
07-21-17
1. Audible speech message that plays when the push button is actuated. The accessible pedestrian signal must
have at least 5 audible message options.
04-15-16
2. Push button locator tone that clicks or beeps.
04-20-18
3. Feature that activates the pedestrian phase during any failure without causing the pedestrian phase to be on
RECALL.
04-15-16
An accessible pedestrian signal must function with the Department-furnished Model 170E/2070E controller
assembly.
No part of the accessible pedestrian signal must be installed inside the controller cabinet.
Power for the accessible pedestrian signal must be from the pedestrian signal housing terminal block.
The housing for the signal assembly must be made of corrosion-resistant material. Theft-proof bolts used for
mounting the housing to the standard must be stainless steel with a content of 17 percent chromium and 8 percent
nickel. The housing must be shaped to fit the pole's curvature.
The color of a metallic housing must match color no. 33538 of FED-STD-595.
The color of a plastic housing must match color no. 17038, 27038, or 37038 of FED-STD-595.
Accessible pedestrian signal must:
1. Have electronic switches, a potentiometer, or an access port for a device for controlling and programming the
volume level and messaging
2. Be weatherproof and shockproof
Enclosure for the accessible pedestrian signal must:
1. Weigh less than 7 lb
2. Measure less than 16 by 6 by 5 inches
3. Have a wiring hole with a diameter not exceeding 1-1/8 inches
5. Have a switch for a push button
6. Have a vibrotactile device on the push button or on the arrow
7. Have an internal weatherproof speaker and microphone that senses the ambient sound level
The separation between adjacent holes used for conductors and mounting must be at least twice the diameter of
the larger hole.
The speaker grills must be located on the surface of the enclosure. The speakers must not interfere with the
housing or its mounting hardware.
04-20-18
The cable between the accessible pedestrian signal assembly and the pedestrian signal head must have a:
1. Minimum four no. 18 stranded or larger tinned copper conductors with a minimum insulation thickness of 15
mils
2. Cable jacket with a minimum thickness of 20 mils and rated for a minimum:
2.1. 300 V(ac)
2.2. 80 degrees C
3. Nominal outside diameter less than 350 mils
4. Conductor color code of black, white, red and green
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04-15-16
86-1.02U Push Button Assemblies
The housing for a push button assembly must be made of die-cast aluminum, permanent mold-cast aluminum, or
UV-stabilized self-extinguishing structural plastic. The plastic housing must have a color throughout that matches
color no. 17038, 27038, or 37038 of FED-STD-595.
If the push button is to be attached to a pole, the housing must be shaped to fit the pole's curvature.
The assembly must be waterproof and shockproof.
The push button's switch must be a single-pole, double-throw switching unit with screw-type terminals rated 15 A
at 125 V(ac).
Switch for the push button must have:
1. Plunger actuator and a U frame to allow recessed mounting in the push button housing
2. Operating force of 3.5 lb
3. Maximum pretravel of 5/64 inch
4. Minimum overtravel of 1/32 inch
5. Differential travel from 0.002 to 0.04 inch
6. Minimum 2-inch diameter actuator
86-1.02V Reserved
86-1.02W Loop Detector Sealants
86-1.02W(1) General
Sealant for filling loop detector slots must be one of the following:
1. Asphaltic emulsion
2. Elastomeric sealant
3. Epoxy sealant for inductive loops
4. Hot-melt rubberized asphalt
86-1.02W(2) Asphaltic Emulsion Sealant
Asphaltic emulsion sealant must comply with the State Specification 8040-41A-15.
86-1.02W(3) Elastomeric Sealant
Elastomeric sealant must be a polyurethane material that cures only in the presence of moisture if used within the
stated shelf life. The sealant must be suitable for use in both asphalt concrete and concrete pavement.
The cured elastomeric sealant must comply with the requirements shown in the following table:
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Cured Elastomeric Sealant Requirements
Quality characteristic Test method Requirement
Hardness ASTM D2240a 65–85
Tensile strength (min, MPa) ASTM D412b 3.45
Elongation (min, %) 400
Flex at -40 °Cc -- No cracks
Weathering resistance ASTM D822d Slight chalking
Salt spray resistance:
ASTM B117e
Tensile strength (min, MPa) 3.45
Elongation (min, %) 400
Dielectric constant (%) ASTM D150f <25
aIndentation at 25 °C and 50% relative humidity (Rex. Type A, Model 1700 only)
bDie C pulled at 508 mm/minute
c0.6-mm free film bend (180°) over 13-mm mandrel
dWeatherometer 350 h, cured 7 days at 25 °C and 50% relative humidity
e28 days at 38 °C with 5% NaCl, Die C, and pulled at 508 mm/minute)
fChange over a temperature range from -30 to 50 °C
86-1.02W(4) Hot-Melt Rubberized Asphalt Sealant
Hot-melt rubberized asphalt sealant must:
1. Be in solid form at room temperature and fluid at an application temperature range from 190 to 205 degrees C
2. Not produce toxic fumes
3. Be suitable for use in both asphalt concrete and concrete pavement
4. Be packaged in containers clearly marked Detector Loop Sealant with the manufacturer's batch and lot
number.
The cured hot-melt rubberized asphalt sealant must comply with the requirements shown in the following table:
Cured Hot-Melt Rubberized Asphalt Sealant Requirements
Quality characteristic Test method Requirement
Cone penetration (max, 1/10 mm) ASTM D5329, sec. 6a 35
Flow (max, mm) ASTM D5329, sec. 8b 5
Resilience (min, %) ASTM D5329, sec. 12c 25
Softening point (min, °C) ASTM D36 82
Ductility (min, cm) ASTM D113d 30
Flash point, Cleveland Open Cup (min, °C) ASTM D92 288
Viscosity (Pa·s) ASTM D4402e 2.5–3.5
aAt 25 °C, 150 g, 5 s
bAt 60 °C
cAt 25 °C
dAt 25 °C, 5 cm/minute
eBrookfield Thermosel, no. 27 spindle, 20 rpm, 190 °C
07-21-17
86-1.02X Electronic Markers and Locators
04-20-18
The electronic marker must be discrete or cast inside the pull box cover.
An electronic marker must:
1. Be passive
2. Be energized solely by electromagnetic energy received from the interrogating electronic marker locator
3. Operate over a temperature range from -4 to 122 degrees F
4. Operate at a frequency range between 30 kHz to 300 kHz and comply with FCC part 15
5. Have a watertight and moisture-resistant housing
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In addition, a discrete electronic marker must:
1. Have a maximum diameter of 6 inches
2. Weigh a maximum of 2 lb
3. Be colored red for power and orange for communication circuits
4. Be self-leveling or omnidirectional
The electronic marker locator must:
1. Be compatible with the electronic marker
2. Detect the electronic marker in pull boxes buried under dirt, sand, or snow
3. Detect the electronic marker from a maximum distance of 5 feet vertically with a 6-inch offset
4. Have a headphone jack
5. Have a battery level indicator
6. Have a large character display
7. Have a numeric and audible signal strength indicator
8. Have a speaker volume adjustment
04-15-16
86-1.02Y Transformers
A transformer must be single-phase and may be a nonsubmersible or submersible type.
A transformer must be a dry type designed for operation on a 60 Hz supply. The transformer must have a decal
showing a connection diagram. The diagram must show either color coding or wire tagging with primary (H1,
H2) or secondary (X1, X2) markers and the primary and secondary voltage and volt-ampere rating. A transformer
must comply with the electrical requirements shown in the following table:
Transformer Electrical Requirements
Quality characteristic Requirement
Rating (V(ac)) 120/480, 120/240, 240/480, or
480/120
Efficiency (%) > 95
Secondary voltage regulation and tolerance from half load to
full load (%)
±3
Secondary 240 and 480 V(ac) windings must be center tapped.
The transformer must withstand the application of 2,200 V(ac) from core to coils and from coil to coil for a 1-
minute period when tested immediately after operation of the transformer at full load for 24 hours.
The external leads for the secondary connections must be no. 10 Type USE rated for 600 V(ac).
The transformer's leads must extend a minimum of 12 inches from the case.
The transformer's insulation must be NEMA 185 C or better.
Each transformer must:
1. Include metal half-shell coil protection.
2. Have moisture-resistant, synthetic-varnish-impregnated windings.
3. Be waterproof and suitable for outdoor operation.
Each submersible transformer must:
1. Include a handle and a hanger.
2. Be securely encased in a rugged, corrosion-resistant, watertight case.
3. Have leads that extend out through 1 or more sealed hubs.
4. Be manufactured to withstand a 5-day test with 12-hour on and off periods submerged in 2 feet of salt water
that is 2 percent salt by weight. The operating periods must be at full load.
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86-1.02Z Batteries
Battery must:
1. Be deep-cycle, sealed, prismatic, lead-calcium-based, absorbed-glass-mat, valve-regulated, lead-acid type
2. Be rated for 12 V
3. Be rated for a temperature range from -25 to 60 degrees C
4. Be group size 24
5. Be commercially available and stocked locally
6. Be marked with a date code, maximum recharge data, and recharge cycles
7. Be new and fully charged when furnished
8. Be free from damage or deformities
9. Have a carrying handle
10. Have 2 top-mounted, threaded-stud posts that include all washers and nuts
11. Include insulating rubber covers for protecting the lugs, posts, and wiring: red for the positive terminal and
black for the negative terminal
If a battery is used for a battery backup system, it must accommodate 3/8-inch ring lugs of a Department-
furnished battery harness.
86-1.03 CONSTRUCTION
Not Used
86-1.04 PAYMENT
Not Used
Replace section 87 with:
04-15-16
87 ELECTRICAL SYSTEMS
04-20-18
87-1 GENERAL
87-1.01 GENERAL
87-1.01A Summary
Section 87 includes general specifications for constructing and installing electrical systems.
The Department deducts the cost for maintenance performed by the Department on new or portions of existing
systems modified under the Contract.
87-1.01B Definitions
Reserved
87-1.01C Submittals
Reserved
87-1.01D Quality Assurance
87-1.01D(1) General
Reserved
04-20-18
87-1.01D(2) Quality Control
87-1.01D(2)(a) General
Before shipping the material to the job site, submit to METS test samples of:
1. Accessible pedestrian signals
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230
2. LED countdown pedestrian signal face modules
3. LED signal modules
4. LED luminaires
Submit a sample size as shown in the following table:
Electrical Material Sampling
Contract quantity Test sample size
1–8 1
9–15 2
16–25 3
26–90 5
91–150 8
151–280 13
281–500 20
501–1200 32
Before starting operation of an electrical system, perform a conductor test in the presence of the Engineer.
Conductor test consists of testing each conductor and the conductors in cables for:
1. Continuity.
2. Grounds.
3. Insulation resistance at 500 V(dc) between the circuit and ground. A minimum insulation resistance of 100
MΩ on circuits must be attained.
Start the operational test of the system on any day except Friday or the day before a holiday. The operational test
for signals must start from 9:00 a.m. to 2:00 p.m. Notify the Engineer 48 hours before starting the test.
An operational test consists of a minimum of 5 business days of continuous, satisfactory operation of the system.
If the system fails, correct the problem and retest the system. A shutdown of the system caused by traffic, a power
interruption, or unsatisfactory performance of Department-furnished materials does not constitute discontinuity of
the test.
87-1.01D(2)(b) Electronic Markers
Electronic marker test consists of placing the electronic marker in the pull box, temporarily marking the pull box
location with a utility flag, and using a compatible electronic marker locator to perform the following location test
in the presence of the Engineer:
1. Within a 10 foot radius of the electronic marker, slowly move the locator toward the marker to determine the
exact location of the pull box
2. Repeat the test at four different points at 90 degree from each other on a horizontal plane, away from the
marker location, as shown. Take the average of the four points to determine the detected location of the pull
box.
3. Detected location of the pull box must be within 0.5 feet of the actual location.
87-1.01D(2)(c) Battery Backup System
Notify the Engineer 48 hours before testing the battery backup system.
Test the system in the presence of the Engineer by turning off the power to the signal system at the service
equipment enclosure. The signal system must run continuously for 30 minutes. If the battery backup system fails,
correct the problem and retest the system for another 30 minutes. After successful completion of the test, turn the
power on for the signal system.
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231
87-1.01D(2)(d) Piezoelectric Axle Sensors
Piezoelectric axle sensors consists of testing each piezoelectric axle sensor for each lane of data collection as
follows:
1. Capacitance must be 20 percent of the sensor's data sheet as provided by the manufacturer.
2. Dissipation factor must be less than 0.04 nF when measured in the 20 nF range.
3. Resistance must be greater than 20 Megaohms.
4. Minimum of 100 per-vehicle records must be collected for each lane. Collected data must have:
4.1 Total volume of ±3 percent accuracy.
4.2 Vehicle classification of 95 percent accuracy by type.
Collect data files from the on-site equipment using the central office host computer to verify the communication
link is working.
04-15-16
87-1.02 MATERIALS
Not Used
87-1.03 CONSTRUCTION
87-1.03A General
The Engineer determines the final locations of electrical systems.
Verify the locations of electrical systems and the depths of existing detectors, conduits, and pull boxes.
Notify the Engineer before performing work on the existing system.
You may shut down the system for alteration or removal.
Where an existing Department underground facility is shown within 10 feet of any excavation, locate and field
mark the facility before performing work that could damage or interfere with the existing facility.
If an existing facility is within 2 feet of an excavation, determine the exact location of the facility by excavating
with hand tools before using any power-operated or power-driven excavating or boring equipment. A vacuum
excavator may be used if authorized.
Notify the Engineer immediately if an existing facility is damaged by your activities.
If existing underground conduit is to be incorporated into a new system, clean it with a mandrel or cylindrical
wire brush and blow it clean with compressed air.
Limit the shutdown of traffic signal systems to normal working hours. Notify the local traffic enforcement agency
before shutting down the signal.
Place temporary W3-1 and R1-1 signs in each direction to direct traffic through the intersection during shutdown
of the signal. Place two R1-1 signs for 2-lane approaches. The signs must comply with part 2 of the California
MUTCD.
Cover signal faces when the system is shut down overnight. Cover temporary W3-1 and R1-1 signs when the
system is turned on.
If you work on an existing lighting system and the roadway is to remain open to traffic, ensure the system is in
operation by nightfall.
Replace detectors you damage within 72 hours, or the Department replaces them and deducts the cost.
Work performed on an existing system not described is change order work.
Do not use electrical power from existing highway facilities unless authorized.
Maintain a minimum 48-inch clearance for a pedestrian pathway when placing equipment.
Except for service installation or work on service equipment enclosures, do not work above ground until all
materials are on hand to complete the electrical work at each location.
Bond all metal components to form a continuous grounded system as specified in NEC.
Ground metallic equipment mounted less than 8 feet above the ground surface on a wood pole.
If you damage any portion of a concrete curb, sidewalk, curb ramp, driveway, or gutter depression, replace the
entire section between contraction or expansion joints under section 73.
Apply equipment identification characters.
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232
Orient louvers, visors, and signal faces such that they are clearly visible to approaching traffic from the direction
being controlled.
Test loops and the detector lead-in cable circuit for continuity, ground, and insulation resistance at the controller
cabinet before connecting detector lead-in cable to the terminal block.
Perform an operational test of the systems.
Before starting the operational test for systems that impact traffic, the system must be ready for operation, and all
signs, pavement delineation, and pavement markings must be in place at that location.
87-1.03B Conduit Installation
87-1.03B(1) General
The installation of conduit includes installing caps, bushings, and pull tape and terminating the conduit in pull
boxes, foundations, poles, or a structure.
04-20-18
Notify the Engineer at least 4 business days before starting horizontal directional drilling method or jack and drill
activities.
04-15-16
Limit the number of bends in a conduit run to no more than 360 degrees between pull points.
Use conduit to enclose conductors except where they are installed overhead or inside standards or posts.
You may use a larger size conduit than specified for the entire length between termination points. Do not use a
reducing coupling.
Extend an existing conduit using the same material. Terminate conduits of different materials in a pull box.
Install 2 conduits between a controller cabinet and the adjacent pull box.
Use a minimum trade size of conduit of:
1. 1-1/2 inches from an electrolier to the adjacent pull box
2. 1 inch from a pedestrian push button post to the adjacent pull box
3. 2 inches from a signal standard to the adjacent pull box
4. 3 inches from a controller cabinet to the adjacent pull box
5. 2 inches from an overhead sign to the adjacent pull box
6. 2 inches from a service equipment enclosure to the adjacent pull box
7. 1-1/2 inches if unspecified
Use Type 1 conduit:
1. On all exposed surfaces
2. In concrete structures
3. Between a structure and the nearest pull box
Ream the ends of shop-cut and field-cut conduit to remove burrs and rough edges. Make the cuts square and true.
Do not use slip joints and running threads to couple conduit. If a standard coupling cannot be used for metal-type
conduit, use a threaded union coupling. Tighten the couplings for metal conduit to maintain a good electrical
connection.
04-20-18
Cap the ends of conduit to prevent debris from entering before installing the conductors or cables. Use a plastic
cap for Type 1, 2, and 5 conduits and a standard pipe cap for all other types of conduit or bell.
04-15-16
For Type 1, 2, and 5 conduits, use threaded bushings and bond them using a jumper. For other types of conduit,
use nonmetallic bushings.
Do not install new conduit through foundations.
Cut Type 2 conduit with pipe cutters; do not use hacksaws. Use standard conduit-threading dies for threading
conduit. Tighten conduit into couplings or fittings using strap wrenches or approved groove joint pliers.
Cut Type 3 conduit with tools that do not deform the conduit. Use a solvent weld for connections.
Protect shop-cut threads from corrosion under the standards shown in the following table:
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Shop-Cut Thread Corrosion Protection
Conduit Standard
Types 1 and 2 ANSI C80.1
Type 5 ANSI C80.6
Apply 2 coats of unthinned, organic zinc-rich primer to metal conduit before painting. Use a primer on the
Authorized Material List for organic zinc-rich primers. Do not use aerosol cans. Do not remove shop-installed
conduit couplings.
For conduits, paint:
1. All exposed threads
2. Field-cut threads, before installing conduit couplings to metal conduit
3. Damaged surfaces on metal conduit
If a Type 2 conduit or conduit coupling coating is damaged:
1. Clean the conduit or fitting and paint it with 1 coat of rubber-resin-based adhesive under the manufacturer's
instructions
2. Wrap the damaged coating with at least 1 layer of 2-inch-wide, 20 mils-minimum-thickness, PVC tape under
ASTM D1000 with a minimum tape overlap of 1/2 inch
You may repair damaged spots of 1/4 inch or less in diameter in the thermoplastic coating by painting with a
brushing-type compound supplied by the conduit manufacturer.
If factory bends are not used, bend the conduit to a radius no less than 6 times its inside diameter without
crimping or flattening it. Comply with the bending requirements shown in the following table:
Conduit-Bending Requirements
Type Requirement
1 Use equipment and methods under the conduit manufacturer's instructions.
2 Use a standard bending tool designed for use on thermoplastic-coated conduit. The
conduit must be free of burrs and pits.
3 Use equipment and methods under the conduit manufacturer's instructions. Do not
expose the conduit to a direct flame.
5 Use equipment and methods under the conduit manufacturer's instructions.
Install pull tape with at least 2 feet of slack in each end of the conduit that will remain empty. Attach the tape's
ends to the conduit.
Install conduit terminating in a standard or pedestal from 2 to 3 inches above the foundation. Slope the conduit
toward the handhole opening.
Terminate conduit installed through the bottom of a nonmetallic pull box 2 inches above the bottom and 2 inches
from the wall closest to the direction of the run.
87-1.03B(2) Conduit Installation for Structures
87-1.03B(2)(a) General
Paint exposed Type 1 conduit the same color as the structure.
Install galvanized steel hangers, steel brackets, and other fittings to support conduit in or on a wall or bridge.
87-1.03B(2)(b) New Structures
Seal and make watertight the conduits which lead to soffits, wall-mounted luminaires, other lights, and fixtures
located below the pull box grade.
If you place a conduit through the side of a nonmetallic pull box, terminate the conduit 2 inches from the wall and
2 inches above the bottom. Slope the conduit toward the top of the box to facilitate pulling conductors.
For ease of installation and if authorized, you may use Type 4 conduit instead of Type 1 conduit for the final 2
feet of conduit entering a pull box in a reinforced concrete structure.
Install an expansion fitting where a conduit crosses an expansion joint in a structure. Each expansion fitting for
metal conduit must include a copper bonding jumper having the ampacity as specified in NEC.
City of San Luis Obispo
234
Install an expansion-deflection fitting for an expansion joint with a 1-1/2-inch movement rating. The fitting must
be watertight and include a molded neoprene sleeve, a bonding jumper, and 2 silicon bronze or zinc-plated iron
hubs.
For an expansion joint with a movement rating greater than 1-1/2 inches, install the expansion-deflection fitting as
shown.
For conduit installed inside of bridge structures, you must:
1. Install precast concrete cradles made of minor concrete and commercial-quality welded wire fabric. The minor
concrete must contain a minimum of 590 lb of cementitious material per cubic yard. The cradles must be
moist cured for a minimum of 3 days.
2. Bond precast concrete cradles to a wall or bridge superstructure with one of the following:
2.1. Epoxy adhesive for bonding freshly-mixed concrete to hardened concrete.
2.2. Rapid-set epoxy adhesive for pavement markers.
2.3. Standard-set epoxy adhesive for pavement markers.
3. Use a pipe sleeve or form an opening for a conduit through a bridge superstructure. The sleeve or opening
through a prestressed member or conventionally reinforced precast member must be:
3.1. Oriented transverse to the member.
3.2. Located through the web.
3.3. No more than 4 inches in size.
4. Wrap the conduit with 2 layers of asphalt felt building paper and securely tape or wire the paper in place for a
conduit passing through a bridge abutment wall. Fill the space around the conduit with mortar under section
51-1, except the proportion of cementitious material to sand must be 1 to 3. Fill the space around the conduits
after prestressing is completed.
Thread and cap a conduit installed for future use in structures. Mark the location of the conduit's end in a
structure, curb, or wall directly above the conduit with a Y that is 3 inches tall.
87-1.03B(2)(c) Existing Structures
Run surface-mounted conduit straight and true, horizontal or vertical on the wall, and parallel to walls on ceilings
or similar surfaces. Support the conduit at a maximum of 5-foot intervals where needed to prevent vibration or
deflection. Support the conduit using galvanized, malleable-iron, conduit clamps, and clamp backs secured with
expansion anchorage devices complying with section 75-3.02C. Use the largest diameter of galvanized, threaded
studs that will pass through the mounting hole in the conduit clamp.
87-1.03B(3) Conduit Installation Underground
87-1.03B(3)(a) General
Install conduit to a depth of:
1. 14 inches for the trench-in-pavement method
2. 18 inches, minimum, under sidewalk and curbed paved median areas
3. 42 inches, minimum, below the bottom of the rail of railroad tracks
4. 30 inches, minimum, everywhere else below grade
Place conduit couplings at a minimum of 6 inches from the face of a foundation.
Place a minimum of 2 inches of sand bedding in a trench before installing Type 2 or Type 3 conduit and 4 inches
of sand bedding over the conduit before placing additional backfill material.
If installing conduit within the limits of hazardous locations as specified in NEC for Class I, division 1, install and
seal Type 1 or Type 2 conduit with explosion-proof sealing fittings.
87-1.03B(3)(b) Conduit Installation under Paved Surfaces
You may lay conduit on existing pavement within a new curbed median constructed on top.
07-21-17
Install conduit under existing pavement by either the horizontal directional drill method or jack and drill method.
You may use the trench-in-pavement method for either of the following conditions:
1. If conduit is to be installed behind the curb under the sidewalk
2. If the delay to vehicles will be less than 5 minutes
04-15-16
Do not use the trench-in-pavement method for conduit installations under freeway lanes or freeway-to-freeway
connector ramps.
City of San Luis Obispo
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04-20-18
87-1.03B(3)(c) High Density Polyethylene Conduit Installation
For sweeps, maintain a conduit bend radius of a minimum 10 times the outside diameter of the conduit.
Conduits must not protrude more than 2 inches inside the pull box and vaults, and must enter at an angle less than
20 degrees from either the vertical or horizontal axis.
Demonstrate a minimum of 2 test fusions to the Engineer prior to performing fusion operations on HDPE conduit
to be installed.
Join HDPE conduit using the electro fusion method recommended by the conduit manufacturer. Do not expose
conduit to direct flame. The electro-fusion must be performed by a person certified by the conduit manufacturer.
Place warning tape in the trench 6 inches below finished grade.
Backfill trench with slurry concrete pigmented matching FED-STD-595 under 19-3.02E. The size of the
aggregate must be no larger than 3/8 inch. Provide adequate spacers, tie-downs and bracing to maintain conduits
in place during backfill.
For trenches in paved areas, only the top 4 inch of concrete backfill must be pigmented.
Blow out all conduits with compressed air until all foreign material is removed, before installing innerducts.
Install innerducts in accordance with the manufacturer's installation procedures. Innerducts must be one
continuous unit between splice vaults. Innerducts may be interrupted inside pull boxes located between splice
vaults and cabinets.
Lubricate innerducts per manufacturer's instructions during installation.
Install a pull tape in conduits and innerducts to remain empty.
Seal the ends of conduit after cables or pull tape are installed.
04-15-16
87-1.03B(3)(d) Conduit Installation under Railroad Tracks
Install Type 1 or Type 2 conduit with a minimum diameter of 1-1/2 inches under railroad tracks. If you use the
jacking or drilling method to install the conduit, construct the jacking pit a minimum of 13 feet from the tracks'
centerline at the near side of the pit. Cover the jacking pit with planking if left overnight.
04-20-18
87-1.03B(4) Conduit Installation by Horizontal Directional Drilling Method
Install a conduit to a minimum depth of 4 feetand maximum depth of 6 feet. If you must install a conduit less than
4 feet in depth or greater than 6 feet in depth, the installation must be authorized.
The diameter of the bore hole must be no larger than 1.5 times the outside diameter of the conduit.
Water-based mineral slurry or wetting solution may be used to lubricate the boring tool and stabilize the soil
surrounding the boring path.
Disposal of residue must comply with section 13-4.03D.
The horizontal directional drilling equipment must have directional control of the boring tool and have an
electronic boring tool location detection system. During operation, the equipment must be able to determine the
location of the tool both horizontally and vertically.
Do not use slurry cement backfill.
Use a mandrel to prove the conduit is free and clear of dirt, rocks, and other debris after installation.
07-21-17
87-1.03B(5) Conduit Installation by the Jack and Drill Method
04-15-16
Keep the jacking or drilling pit 2 feet away from the pavement's edge. Do not weaken the pavement or soften the
subgrade with excessive use of water.
If an obstruction is encountered, obtain authorization to cut small holes in the pavement to locate or remove the
obstruction.
You may install Type 2 or Type 3 conduit under the pavement if a hole larger than the conduit's diameter is
predrilled. The predrilled hole must be less than one and half the conduit's diameter.
Remove the conduit used for drilling or jacking and install new conduit for the completed work.
87-1.03B(6) Conduit Installation by the Trenching-In-Pavement Method
Install conduit by the trenching-in-pavement method using a trench approximately 2 inches wider than the
conduit's outside diameter but not exceeding 6 inches in width.
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Where additional pavement is to be placed, you must complete the trenching before the final pavement layer is
applied.
If the conduit shown is to be installed under the sidewalk, you may install it in the street within 3 feet of and
parallel to the face of the curb. Install pull boxes behind the curb.
Cut the trench using a rock-cutting excavator. Minimize the shatter outside the removal area of the trench.
Dig the trench by hand to the required depth at pull boxes.
Place conduit in the trench.
Backfill the trench with minor concrete to the pavement's surface by the end of each work day. If the trench is in
asphalt concrete pavement and no additional pavement is to be placed, backfill the top 0.10 foot of the trench with
minor HMA within 3 days after trenching.
87-1.03C Installation of Pull Boxes
87-1.03C(1) General
Install pull boxes no more than 200 feet apart.
You may install larger pull boxes than specified or shown and additional pull boxes to facilitate the work except
in structures.
Install a pull box on a bed of crushed rock and grout it before installing conductors. The grout must be from 0.5 to
1 inch thick and sloped toward the drain hole. Place a layer of roofing paper between the grout and the crushed
rock sump. Make a 1-inch drain hole through the grout at the center of the pull box.
Set the pull box such that the top is 1-1/4 inches above the surrounding grade in unpaved areas and leveled with
the finished grade in sidewalks and other paved areas.
Place the cover on the box when not working in it.
Grout around conduits that are installed through the sides of the pull box.
Bond and ground the metallic conduit before installing conductors and cables in the conduit.
Bond metallic conduits in a nonmetallic pull box using bonding bushings and bonding jumpers.
Do not install pull boxes in concrete pads, curb ramps, or driveways.
Reconstruct the sump of a pull box if disturbed by your activities. If the sump was grouted, remove and replace
the grout.
87-1.03C(2) Nontraffic Pull Boxes
04-20-18
For buried pull boxes, install the electronic marker.
04-15-16
If you bury a nontraffic pull box, set the box such that the top is 6 to 8 inches below the surrounding grade. Place
a 20-mil-thick plastic sheet made of HDPE or PVC virgin compounds to prevent water from entering the box.
Place mortar between a nontraffic pull box and a pull box extension.
Where a nontraffic pull box is in the vicinity of curb in an unpaved area, place the box adjacent to the back of the
curb if practical.
07-21-17
Where a nontraffic pull box is adjacent to a post or standard, place the box within 5 feet downstream from traffic
if practical.
04-15-16
If you replace the cover on a nontraffic pull box, anchor it to the box.
04-20-18
Perform the electronic marker test.
04-15-16
87-1.03C(3) Traffic Pull Boxes
Place minor concrete around and under a traffic pull box.
Bolt the steel cover to the box when not working in it.
Bond the steel cover to the conduit with a jumper and bolt it down after installing the conductors and cables.
87-1.03C(4) Structure Pull Boxes
Bond metallic conduit in a metal pull box in a structure using locknuts, inside and outside of the box, bonding
bushings, and bonding jumpers connected to bonding wire running in the conduit system.
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04-20-18
87-1.03C(5) Tamper-Resistant Pull Boxes
Install the tamper-resistant pull boxes under the manufacturer’s instructions.
04-15-16
04-20-18
87-1.03D Battery Backup System Cabinets
Install the battery backup system cabinet to the right of the Model 332L cabinet.
If installation on the right side is not feasible, obtain authorization for installation on the left side.
Provide access for power conductors between the cabinets using:
1. 2-inch nylon-insulated, steel chase nipple
2. 2-inch steel sealing locknut
3. 2-inch nylon-insulated, steel bushing
Remove the jumper between the terminals labeled BBS-1 and BBS-2 in the 5 position terminal block in the
controller cabinet before connecting the Department-furnished electronics assembly.
04-15-16
87-1.03E Excavating and Backfilling for Electrical Systems
87-1.03E(1) General
Notify the Engineer at least 72 hours before starting excavation activities.
Dispose of surplus excavated material.
Restrict closures for excavation on a street or highway to 1 lane at a time unless otherwise specified.
87-1.03E(2) Trenching
07-21-17
Dig a trench for the electrical conduits. Do not excavate until the installation of the conduit.
04-15-16
Place excavated material in a location that will not interfere with traffic or surface drainage.
07-21-17
After placing the conduit, backfill the trench with the excavated material.
04-15-16
Compact the backfill placed within the hinge points and in areas where pavement is to be constructed to a
minimum relative compaction of 95 percent.
Restore the sidewalks, pavement, and landscaping at a location before starting excavation at another location.
87-1.03E(3) Concrete Pads, Foundations, and Pedestals
Construct foundations for standards, poles, metal pedestals, and posts under section 56-3.
Construct concrete pads, foundations, and pedestals for controller cabinets, telephone demarcation cabinets, and
service equipment enclosures on firm ground.
Install anchor bolts using a template to provide proper spacing and alignment. Moisten the forms and ground
before placing the concrete. Keep the forms in place until the concrete sets for at least 24 hours to prevent damage
to the surface.
Use minor concrete for pads, foundations, and pedestals.
In unpaved areas, place the top of the foundation 6 inches above the surrounding grade, except place the top:
1. 1 foot 6 inches above the grade for Type M and 336L cabinets
2. 1 foot 8 inches above the grade for Type C telephone demarcation cabinets
3. 2 inches above the grade for Type G and Type A cabinets and Type III service equipment enclosures
The pad must be 2 inches above the surrounding grade.
In and adjacent to the sidewalk and other paved areas, place the top of the foundation 4 inches above the
surrounding grade, except place the top:
1. 1 foot 6 inches above the grade for Type M and 336L cabinets
2. 1 foot 8 inches above the grade for Type C telephone demarcation cabinets
3. Level with the finished grade for Type G and Type A cabinets and Type III service equipment enclosures
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The pad must be level with the finished grade.
Apply an ordinary surface finish under section 51-1.03F.
Allow the foundation to cure for at least 7 days before installing any equipment.
87-1.03F Conductors and Cable Installations
87-1.03F(1) General
The installation of conductors and cables includes splicing conductors and attaching the terminals and connectors
to the conductors.
Clean the conduit and pull all conductors and cables as a unit.
If new conductors or cables are to be added in an existing conduit:
1 Remove the content
2. Clean the conduit
3. Pull both old and new conductors and cables as a unit
Wrap conductors and secure cables to the end of the conduit in a pull box.
Seal the ends of conduits with a sealing compound after installing conductors or cables.
Neatly arrange conductors and cables inside pull boxes and cabinets. Tie the conductors and cables together with
self-clinching nylon cable ties or enclose them in a plastic tubing or raceway.
Identify conductors and cables by direct labeling, tags, or bands fastened in such a way that they will not move.
Use mechanical methods for labeling.
Provide band symbol identification on each conductor or each group of conductors comprising a signal phase in
each pull box and near the end of terminated conductors.
Tape the ends of unused conductors and cables in pull boxes to form a watertight seal.
Do not connect the push-button or accessible pedestrian signal neutral conductor to the signal neutral conductor.
04-20-18
Install a continuous tracer throughout the length of the trench.
04-15-16
87-1.03F(2) Cables
87-1.03F(2)(a) General
Reserved
04-20-18
87-1.03F(2)(b) Communication Cables
87-1.03F(2)(b)(i) General
Terminate the ends of the communication cables as shown.
87-1.03F(2)(b)(ii) Category 5E and 6 Cables
Do not splice category 5E and 6 cables between components.
Provide a minimum of 3 feet of slack at each pull box and vault and minimum of 6 feet of slack at the cabinet.
87-1.03F(2)(b)(iii) Telephone Cables
Do not splice telephone cables between the telephone demarcation point and the controller cabinet.
Provide a minimum of 6 feet of slack at each cabinet, including the telephone demarcation cabinet.
04-15-16
87-1.03F(2)(c) Copper Cables
87-1.03F(2)(c)(i) General
Reserved
87-1.03F(2)(c)(ii) Detector Lead-in Cables
Install a Type B or C detector lead-in cable in conduit.
City of San Luis Obispo
239
Waterproof the ends of the lead-in cable before installing it in the conduit to prevent moisture from entering the
cable.
Splice loop conductors for each direction of travel for the same phase, terminating in the same pull box, to a
separate lead-in cable running from the pull box adjacent to the loop detector to a sensor unit mounted in the
controller cabinet. Install the lead-in cable without splices except at the pull box when connecting to loop wire.
Verify in the presence of the Engineer that the loops are operational before making the final splices between loop
conductors and the lead-in cable.
Identify and tag each lead-in cable with the detector designation at the cabinet and pull box adjacent to the loops.
87-1.03F(2)(c)(iii) Conductors Signal Cables
Do not splice signal cables except for a 28-conductor cable.
Provide identification at the ends of terminated conductors in a cable as shown.
Provide identification for each cable in each pull box showing the signal standard to which it is connected except
for the 28-conductor cable.
Connect conductors in a 12-conductor cable as shown in the following table:
12CSC Color Code and Functional Connection
Color code Termination Phase
Red Red signal 2, 4, 6, or 8
Yellow Yellow signal 2, 4, 6, or 8
Brown Green signal 2, 4, 6, or 8
Red/black stripe Red signal 1, 3, 5, or 7
Yellow/black stripe Yellow signal 1, 3, 5, or 7
Brown/black stripe Green signal 1, 3, 5, or 7
Black/red stripe Spare or as required for red or DONT
WALK
--
Black/white stripe Spare or as required for yellow --
Black Spare or as required for green or WALK --
Red/white stripe Pedestrian signal DONT WALK --
Brown/white stripe Pedestrian signal WALK --
White Terminal block Neutral
Provide identification for each 28-conductor cable C1 or C2 in each pull box. The cable labeled C1 must be used
for signal phases 1, 2, 3, and 4. The cable labeled C2 must be used for signal phases 5, 6, 7, and 8.
Connect conductors in a 28-conductor cable as shown in the following table:
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28CSC Color Code and Functional Connection
Color code Termination Phase
Red/black stripe Red signal 2 or 6
Yellow/black stripe Yellow signal 2 or 6
Brown/black stripe Green signal 2 or 6
Red/orange stripe Red signal 4 or 8
Yellow/orange stripe Yellow signal 4 or 8
Brown/orange stripe Green signal 4 or 8
Red/silver stripe Red signal 1 or 5
Yellow/silver stripe Yellow signal 1 or 5
Brown/silver stripe Green signal 1 or 5
Red/purple stripe Red signal 3 or 7
Yellow/purple stripe Yellow signal 3 or 7
Brown/purple stripe Green signal 3 or 7
Red/2 black stripes Pedestrian signal DONT WALK 2 or 6
Brown/2 black stripes Pedestrian signal WALK 2 or 6
Red/2 orange stripes Pedestrian signal DONT WALK 4 or 8
Brown/2 orange
stripes
Pedestrian signal WALK 4 or 8
Red/2 silver stripes Overlap A, C OLAa, OLCa
Brown/2 silver stripes Overlap A, C OLAc, OLCc
Red/2 purple stripes Overlap B, D OLBa, OLDa
Brown/2 purple
stripes
Overlap B, D OLBc, OLDc
Blue/black stripe Pedestrian push button 2 or 6
Blue/orange stripe Pedestrian push button 4 or 8
Blue/silver stripe Overlap A, C OLAb, OLCb
Blue/purple stripe Overlap B, D OLBb, OLDb
White/black stripe Pedestrian push button common --
Black/red stripe Railroad preemption --
Black Spare --
White Terminal block Neutral
OL = Overlap; A, B, C, and D = Overlapping phase
designation
aFor red phase designation
bFor yellow phase designation
cFor green phase designation
Use the neutral conductor only with the phases associated with that cable. Do not intermix neutral conductors
from different cables except at the signal controller.
87-1.03F(2)(c)(iv) Signal Interconnect Cable
For a signal interconnect cable, provide a minimum of 6 feet of slack inside each controller cabinet.
Do not splice the cable unless authorized.
If splices are authorized, insulate the conductor splices with heat-shrink tubing and overlap the insulation at least
0.6 inch. Cover the splice area of the cable with heat-shrink tubing and overlap the cable jacket at least 1-1/2
inches. Provide a minimum of 3 feet of slack at each splice.
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87-1.03F(3) Conductors
87-1.03F(3)(a) General
Do not run conductors to a terminal block on a standard unless they are to be connected to a signal head mounted
on that standard.
Provide 3 spare conductors in all conduits containing ramp metering and traffic signal conductors.
Install a separate conductor for each terminal of a push button assembly and accessible pedestrian signal.
Provide conductor slack to comply with the requirements shown in the following table:
Conductor Slack Requirements
Location Slack (feet)
Signal standard 1
Lighting standard 1
Signal and lighting standard 1
Pull box 3
Splice 3
Standards with slip base 0
87-1.03F(3)(b) Reserved
87-1.03F(3)(c) Copper Conductors
87-1.03F(3)(c)(i) General
07-21-17
Install a minimum no. 8 grounding copper conductor in conduit and connect it to all-metal components.
04-15-16
Where conductors from different service points occupy the same conduit or standard, enclose the conductors from
one of the services in flexible or rigid metal conduit.
87-1.03F(3)(c)(ii) Inductive Loop Conductors
Install a Type 1 or 2 inductive loop conductor except use Type 2 for Type E loop detectors.
Install the conductor without splices except at the pull box.
87-1.03F(4) Manual Installation Method
Use an inert lubricant for placing conductors and cables in conduit.
Pull the conductors and cables into the conduit by hand using pull tape.
04-20-18
87-1.03F(5) Direct Burial Aluminum Cable Installation Method
Install direct burial aluminum cable at a minimum 30 inches below grade in unpaved areas or at a minimum 18
inches below finished grade in paved areas.
Do not splice the direct burial aluminum cable between pull boxes and enclosures.
Fill trench with slurry cement backfill to between 4to 6 inches below finished grade under section 19-3.02E.
Fill the remaining trench to finished grade with native material. In paved area, fill the remaining trench to finished
grade with the same material of the paved area.
04-15-16
87-1.03G Equipment Identification Characters
The Engineer provides you with a list of the equipment identification characters.
Stencil the characters or apply the reflective self-adhesive labels to a clean surface.
Treat the edges of self-adhesive characters with an edge sealant.
Place the characters on the side facing traffic on:
1. Front doors of cabinets and service equipment enclosures.
2. Wood poles, fastened with 1-1/4-inch aluminum nails, for pole mounted enclosures
3. Adjacent bent or abutment at approximately the same station as an illuminated sign or soffit luminaire
4. Underside of the structure adjacent to the illuminated sign or soffit luminaire if no bent or abutment exists
nearby
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5. Posts of overhead signs
6. Standards
Before placing new characters on existing or relocated equipment, remove the existing characters.
04-20-18
For luminaires, place equipment identification character labels outside the unit on the side facing the road.
Equipment identification characters consist of:
1. R1 for Roadway 1, R2 for Roadway 2, R3 for Roadway 3, and R4 for Roadway 4
2. Rated wattage
04-15-16
87-1.03H Conductor and Cables Splices
87-1.03H(1) General
You may splice:
1. Grounded conductors in a pull box
2. Accessible pedestrian signal and push bottom conductors in a pull box
3. Ungrounded signal conductors in a pull box if signals are modified
4. Ungrounded signal conductors to a terminal compartment or a signal head on a standard with conductors of
the same phase in the pull box adjacent to the standard
5. Ungrounded lighting circuit conductors in a pull box if lighting circuits are modified
07-21-17
Solder all copper conductor splices using the hot iron, pouring, or dipping method. Do not perform open-flame
soldering.
04-20-18
Do not solder aluminum conductors.
04-15-16
87-1.03H(2) Splice Insulation Methods
Insulate splices in a multiconductor cable to form a watertight joint and to prevent moisture absorption by the
cable.
Use heat-shrink tubing or Method B to insulate a splice.
Use heat-shrink tubing as follows:
1. Cover the splice area completely with an electrical insulating coating and allow it to dry.
2. Place mastic around each conductor before placing them inside the tubing. Use the type of mastic specified in
the tubing manufacturer's instructions.
3. Heat the area under the manufacturer's instructions. Do not perform open-flame heating. After contraction,
each end of the heat-shrink tubing or the open end of the tubing's end cap must overlap the conductor
insulation at least 1-1/2 inches.
4. Cover the entire splice with an electrical insulating coating and allow it to dry.
Use Method B as follows:
1. Cover the splice area completely with an electrical insulating coating and allow it to dry.
04-20-18
2. Apply 3 layers of half-lapped, minimum 60-mils, PVC tape.
04-15-16
3. Apply 2 layers of 120-mils, butyl-rubber, stretchable tape with liner.
04-20-18
4. Apply 3 layers of half-lapped, minimum 6-mils, PVC, pressure-sensitive, adhesive tape.
04-15-16
5. Cover the entire splice with an electrical insulating coating and allow it to dry.
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87-1.03I Connectors and Terminals
Apply connectors and terminals to cables and conductors using a crimping compression tool under the
manufacturer's instructions. The tool must prevent opening of the handles until the crimp is completed.
Install crimp-style terminal lugs on stranded conductors smaller than no. 14.
07-21-17
Solder no. 8 and smaller copper conductors to connectors and terminal lugs.
04-15-16
87-1.03J Standards, Poles, Pedestals, and Posts
Install standards, poles, pedestals, and posts under section 56-3.
Ground standards with a handhole by attaching a bonding jumper from the bolt or lug inside the standard to a
metal conduit or to the grounding wire in the adjacent pull box. The bonding jumper must be visible when the
handhole cover is removed.
Ground standards without a handhole or standards with a slip base by attaching a bonding jumper to all anchor
bolts using ground clamps and connecting it to a metal conduit or to the grounding wire in the adjacent pull box.
The bonding jumper must be visible after mortar has been placed on the foundation.
04-20-18
87-1.03K Piezoelectric Axle Sensors
Obtain authorization for exact locations for installation of the piezoelectric axle sensors.
Cut slots for axle sensors and screened transmission cables under section 87-1.03V(2).
Install the piezoelectric axle sensors in a channel under the manufacturer's instructions. Fill the channel with
epoxy grout under section 95-1.02H. The grout must not exceed 165 degrees F while curing. Do not reopen the
lane to traffic until the epoxy sets.
Perform the conductor test.
Connect the field wiring to the terminal blocks in the controller cabinet.
Perform the piezoelectric axle sensor test.
Perform the operational test. Failure of the system to record and store data as required for an accumulated time
exceeding 3 hours during the 5-day period is cause for the operational test to be rejected and repeated.
04-15-16
87-1.03L Utility Service
87-1.03L(1) General
Install the service equipment early enough to allow the utility to complete its work before completion of the
electrical work.
At least 15 days before permanent electrical and telecommunication service is required, request the service
connections for permanent installations. The Department arranges with the utilities for completion of the
connections and pays all costs and fees required by the utilities.
87-1.03L(2) Electric Service
87-1.03L(2)(a) General
If service equipment is to be installed on a utility-owned pole, furnish and install the conduit, conductors, pull
boxes, and other necessary material to complete the service installation. The service utility decides the position of
the riser and equipment on the pole.
87-1.03L(2)(b) Electric Service for Irrigation
Establishing electric service for irrigation includes installing conduit, conductors, and pull boxes and making
connections from the service point to the irrigation controllers.
87-1.03L(2)(c) Electric Service for Booster Pumps
Establishing electric service for a booster pump includes installing conduit, conductors, and pull boxes and
making connections from the service point to the booster pump enclosure.
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87-1.03L(3) Telecommunications Service
Establishing telecommunication service includes installing conduit, conductors, and pull boxes and making
connections from the service point to the telephone demarcation cabinet.
87-1.03M Photoelectric Controls
Mount the photoelectric unit on the top of the pole for Type I, II, and III photoelectric controls. Use mounting
brackets where pole-top mounting is not possible. Orient the photoelectric unit to face north.
Mount the enclosure at a height of 6 feet above finished grade on the same standard as the photoelectric unit.
Install a minimum 100 VA, 480/120 V(ac) transformer in the contactor enclosure to provide 120 V(ac) for the
photoelectric control unit when switching 480 V(ac), 60 Hz circuits.
87-1.03N Fused Splice Connectors
04-20-18
Install a fuse splice connector with a fuse:
1. In each ungrounded conductor for luminaires
2 On primary side of transformer when a transformer is installed
07-21-17
The connector must be located in the pull box adjacent to the standard.
04-15-16
Crimp the connector terminals onto the ungrounded conductors using a tool under the manufacturer's instructions.
Insulate the terminals and make them watertight.
87-1.03O Grounding Electrodes
Install a grounding electrode for each cabinet, service equipment enclosure, and transformer.
Attach a grounding conductor from the electrode using either a ground clamp or exothermic weld. Connect the
other end of the conductor to the cabinet, service equipment enclosure, and transformer.
87-1.03P Service Equipment Enclosures
Installing a service equipment enclosure includes constructing the foundation and pad and installing conduit,
adjacent pull boxes, and grounding electrode.
Locate the foundation such that the minimum clearance around the front and back of the enclosure complies with
NEC, article 110.26, "Spaces About Electrical Equipment, (600 V, nominal or less)."
Bond and ground metal conduit as specified in NEC and by the service utility except the grounding electrode
conductor must be no. 6 or larger.
If circuit breakers and components do not have a description on engraved phenolic nameplates, install them using
stainless steel rivets or screws under section 86-1.02P(2).
87-1.03Q Cabinets
87-1.03Q(1) General
Installing a cabinet includes constructing the foundation and pad and installing conduit, adjacent pull boxes, and
grounding electrode.
Apply a mastic or caulking compound before installing the cabinet on the foundation to seal the openings.
Connect the field wiring to the terminal blocks in the cabinet. Neatly arrange and lace or enclose the conductors in
plastic tubing or raceway. Terminate the conductors with properly sized captive or spring spade terminals. Apply
a crimp-style connector and solder them.
Install and solder a spade-type terminal on no. 12 and smaller field conductors and a spade-type or ring-type
terminal on conductors larger than no. 12.
87-1.03Q(2) Department-Furnished Controller Cabinets
Arrange for the delivery of Department-furnished controller cabinets.
City of San Luis Obispo
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87-1.03Q(3) Reserved
87-1.03Q(4) Telephone Demarcation Cabinets
Installing a telephone demarcation cabinet includes installing conduit, cable, and pull boxes to the controller
cabinet.
Install the cabinet with the back toward the nearest lane of traffic.
87-1.03R Signal Heads
87-1.03R(1) General
Installing a signal head includes mounting the heads on standards and mast arms, installing backplates and visors,
and wiring conductors to the terminal blocks.
Keep the heads covered or direct them away from traffic until the system is ready for operation.
87-1.03R(2) Signal Faces
Use the same brand and material for the signal faces at each location.
Program the programmable visibility signal faces under the manufacturer's instructions. The indication must be
visible only in those areas or lanes to be controlled.
87-1.03R(3) Backplates
Install backplates using at least six 10-24 or 10-32 self-tapping and locking stainless steel machine screws and flat
washers.
If a plastic backplate requires field assembly, attach each joint using at least four no.10 machine screws. Each
machine screw must have an integral or captive flat washer, a hexagonal head slotted for a standard screwdriver,
and either a locking nut with an integral or captive flat washer or a nut, flat washer, and lock washer. Machine
screws, nuts, and washers must be stainless steel or steel with a zinc or black oxide finish.
If a metal backplate has 2 or more sections, fasten the sections with rivets or aluminum bolts peened after
assembly to avoid loosening.
Install the backplate such that the background light is not visible between the backplate and the signal face or
between sections.
87-1.03R(4) Signal Mounting Assemblies
Install a signal mounting assembly such that its members are arranged symmetrically and plumb or level. Orient
each mounting assembly to allow maximum horizontal clearance to the adjacent roadway.
For a bracket-mounted assembly, bolt the terminal compartment or pole plate to the pole or standard.
In addition to the terminal compartment mounting, attach the upper pipe fitting of Type SV-1-T with 5 sections or
a SV-2-TD to the standard or pole using the mounting detail for signal heads without a terminal compartment.
Use a 4-1/2-inch slip fitter and set screws to mount an assembly on a post top.
After installing the assembly, clean and paint the exposed threads of the galvanized conduit brackets and bracket
areas damaged by the wrench or vise jaws. Use a wire brush to clean and apply 2 coats of unthinned, organic zinc-
rich primer. Do not use an aerosol can to apply the primer.
Install the conductors in the terminal compartment and secure the cover.
87-1.03S Pedestrian Signal Heads
Installing a pedestrian signal head includes mounting the heads on standards and wiring conductors to the
terminal blocks.
Install the pedestrian signal mounting assembly under section 87-1.03R(4).
Use the same brand and material for the pedestrian signal faces at each location.
Install a pedestrian signal face such that its members are arranged symmetrically and plumb or level.
87-1.03T Accessible Pedestrian Signals
Use the same brand for the accessible pedestrian signals at each location.
Install an accessible pedestrian signal and the R10 series sign on the crosswalk side of the standard.
Attach the accessible pedestrian signal to the standard with self-tapping screws.
Attach the sign to the standard using 2 straps and saddle brackets.
City of San Luis Obispo
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Point the arrow on the accessible pedestrian signal in the same direction as the corresponding crosswalk.
Furnish the equipment and hardware to set up and calibrate the accessible pedestrian signal.
Arrange to have a manufacturer's representative at the job site to program the accessible pedestrian signal with an
audible message or tone.
87-1.03U Push Button Assemblies
Install the push button assembly and the R10 series sign on the crosswalk side of the standard.
Attach the sign to the assembly for Type B assemblies.
Attach the sign to the standard using 2 straps and saddle brackets for Type C assemblies.
You may use straps and saddle brackets to secure the push button to the standard.
Use a slip fitter to secure the assembly on top of a 2-1/2-inch-diameter post.
87-1.03V Detectors
87-1.03V(1) General
Installing a detector includes installing inductive loop conductors, sealant, conduit, and pull boxes.
Center the detectors in the traffic lanes.
Do not splice the detector conductor.
87-1.03V(2) Inductive Loop Detectors
Mark the location of the inductive loop detectors such that the distance between the side of the loop and a lead-in
saw cut from an adjacent detector is at least 2 feet. The distance between lead-in saw cuts must be at least 6
inches.
Saw cut the slots under section 13-4.03E(7). The bottoms of the slots must be smooth with no sharp edges. For
Type E detector loops, saw the slots such that the sides are vertical.
Wash the slots clean using water and blow dry them with compressed air to remove all moisture and debris.
Identify the start of the conductor.
Waterproof the ends of a Type 2 loop conductor before installing it in the conduit to prevent moisture from
entering the cable.
Install the loop conductor in the slots and lead-in saw cuts using a 3/16- to 1/4-inch-thick wood paddle. Hold the
conductors in place at the bottom of the slot with wood paddles during placement of the sealant.
Wind adjacent loops on the same sensor unit channel in opposite directions.
Twist the conductors for each loop into a pair consisting of a minimum of 2 turns per foot before placing them in
the lead-in saw cut and the conduit leading to the pull box. Do not install more than 2 twisted pairs of conductors
per lead-in saw cut.
Provide 5 feet of slack in the pull box.
Test each loop for continuity, circuit resistance, and insulation resistance before filling the slots with sealant.
Remove excess sealant from the adjacent road surface before it sets. Do not use solvents to remove the excess.
Identify the loop conductor pair in the pull box, marking the start with the letter S and the end with the letter F.
Band conductors in pairs by lane in the pull box adjacent to the loops and in the cabinet. Identify each pair with
the detector designation and loop number.
Install the conductors in a compacted layer of HMA immediately below the uppermost layer if more than one
layer will be placed. Install the loop conductors before placing the uppermost layer of HMA. Fill the slot with a
sealant flush to the surface.
Install the conductors in the existing pavement if one layer of HMA is to be placed. Install the loop conductors
before placing the layer of HMA. Fill the slot with a sealant flush to the surface.
87-1.03V(3) Preformed Inductive Loop Detectors
04-20-18
Install a preformed inductive loop detector consisting of 4 turns in the loop and a lead-in conductor pair twisted at
least 2 turns per foot all encased in conduit and sealed to prevent water penetration. The detector must be 6-foot
square unless shown otherwise.
Construct the loop detector using a minimum 3/8-inch Schedule 40 or Schedule 80 PVC or polypropylene conduit
and no. 16 or larger conductor with Type THWN insulation.
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04-15-16
In new roadways, place the detector in the base course with the top of the conduit flush with the top of the base.
Cover with HMA or concrete pavement. Protect the detector from damage before and during pavement
placement.
In new reinforced concrete bridge decks, secure the detector to the top of the uppermost layer of reinforcing steel
using nylon wire ties. Hold the detector parallel to the bridge deck using PVC or polypropylene spacers where
necessary. Place conduit for lead-in conductors between the uppermost 2 layers of reinforcing steel.
Do not install detectors in existing bridge decks unless authorized.
Install a detector in existing pavement before placement of concrete or HMA as follows:
04-20-18
1. Saw cut slots at least 1-1/4 inches wide into the pavement.
04-15-16
2. Place the detector in the slots. The top of the conduit must be at least 2 inches below the top of the
pavement.
3. Test each loop circuit for continuity, circuit resistance, and insulation resistance.
4. Fill saw cuts with elastomeric or hot melt rubberized asphalt sealant for asphalt concrete pavement and with
epoxy sealant or hot melt rubberized asphalt sealant for concrete pavement.
87-1.03W Sealants
87-1.03W(1) General
Reserved
87-1.03W(2) Elastomeric Sealant
Apply an elastomeric sealant with a pressure feed applicator.
87-1.03W(3) Asphaltic Emulsion Sealant
Asphaltic emulsion sealant must:
1. Be used for filling slots in asphalt concrete pavement of a maximum width of 5/8 inch
2. Not be used on concrete pavement or where the slope causes the material to run from the slot
3. Be thinned under the manufacturer's instructions
4. Be placed when the air temperature is at least 45 degrees F
87-1.03W(4) Hot-Melt Rubberized Asphalt Sealant
Melt the sealant in a jacketed, double-boiler-type, melting unit. The temperature of the heat transfer medium must
not exceed 475 degrees F.
Apply the sealant with a pressure feed applicator or a pour pot when the surface temperature of the pavement is
greater than 40 degrees F.
87-1.03X Reserved
87-1.03Y Transformers
Installing a transformer includes placing the transformer inside a pull box, a cabinet, or an enclosure.
Wire the transformer for the appropriate voltage.
Ground the secondary circuit of the transformer as specified in the NEC.
87-1.03Z Reserved
87-1.04 PAYMENT
Not Used
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87-2 LIGHTING SYSTEMS
87-2.01 GENERAL
87-2.01A Summary
Section 87-2 includes specifications for constructing lighting systems.
Lighting system includes:
1. Foundations
2. Pull boxes
3. Conduit
4. Conductors
5. Standards
6. Luminaires
7. Service equipment enclosure
8. Photoelectric control
9. Fuse splice connectors
10. High mast lighting assemblies
The components of a lighting system are shown on the project plans.
87-2.01B Definitions
Reserved
87-2.01C Submittals
Submit a certificate of compliance and test data for the high mast lighting luminaires.
87-2.01D Quality Assurance
Reserved
87-2.02 MATERIALS
87-2.02A General
Reserved
87-2.02B High Mast Lighting Assemblies
A high mast lighting assembly includes the foundation, pole, lowering device system, luminaires, and control
pedestal.
Each luminaire in a high mast lighting assembly must include a housing, an optical system, and a ballast.
The housing must be made of aluminum.
A painted or powder-coated housing for a high mast lighting luminaire must be able to withstand a 1,000-hour salt
spray test as specified in ASTM B117.
The optical system, consisting of the reflector, refractor or lens, lamp socket, and lamp, must be in a sealed
chamber. The chamber must be sealed by a gasket between the reflector and refractor or lens and a gasket
between the reflector and lamp socket. The chamber must have a separate filter or filtering gasket for flow of air.
An asymmetrical luminaire must have a refractor or reflector that is rotatable 360 degrees around a vertical axis to
orient the distribution of light.
The luminaire must have a slip fitter for mounting on a 2-inch horizontal pipe tenon and must be adjustable ±3
degrees from the axis of the tenon.
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The reflector must have a specular surface made of silvered glass or aluminum protected by either an anodized
finish or a silicate film. The reflector must be shaped such that a minimum of light is reflected through the arc
tube of the lamp.
The refractor and lens must be made of heat-resistant glass.
The lamp socket must be a porcelain-enclosed, mogul-multiple type. The shell must contain integral lamp grips to
ensure electrical contact under conditions of normal vibrations. The socket must be rated for 1,500 W, 600 V(ac)
and 4,000 V(ac) pulse for a 400 W lamp and 5,000 V(ac) pulse for a 1,000 W lamp.
The luminaire must have a dual fuse holder for 2 fuses rated at 5 A, 480 V(ac). The fuses must be 13/32 inch by
1-1/2 inches, standard midget ferrule type with a nontime-delay feature.
The lamps must be vertical burning, protected from undue vibration, and prevented from backing out of the socket
by a stainless steel clamp attached to the luminaire.
A 1,000 W metal halide lamp must have an initial output of 100,000 lumens and an average rated life of 12,000
hours based on 10 hours per start.
A 400 W high-pressure sodium lamp must have an initial output of 50,000 lumens. A 1,000 W high-pressure
sodium lamp must have an initial output of 140,000 lumens.
The ballast for the luminaire must be a regulator type and have a core and coils, capacitors, and starting aid.
Ballast must be:
1. Mounted within a weatherproof housing that integrally attaches to the top of a luminaire support bracket and
lamp support assembly
2. Readily removable without removing the luminaire from the bracket arm
3. Electrically connected to the optical assembly by a prewired quick disconnect
The ballast for a metal halide luminaire must comply with luminaire manufacturer's specifications.
The wattage regulation spread at any lamp voltage, from nominal through the life of the lamp, must vary no more
than 22 percent for a 1,000 W lamp and a ±10 percent input voltage variation. The ballast's starting line current
must be less than its operating current.
87-2.02C Soffit and Wall-Mounted Luminaires
87-2.02C(1) General
Soffit and wall-mounted luminaires must be weatherproof and corrosion resistant.
Each luminaire must include a 70 W high-pressure sodium lamp with a minimum average rated life of 24,000
hours. The lamp socket must be positioned such that the light center of the lamp is located within 1/2 inch of the
designed light center of the luminaire.
Luminaire wiring must be SFF-2.
Flush-mounted soffit luminaire must have:
1. Metal body with two 1-inch-minimum conduit hubs and a means of anchoring the body into the concrete
2. Prismatic refractor made of heat-resistant polycarbonate:
2.1. Mounted in a door frame
2.2. With the street side identified
3. Aluminum reflector with a specular anodized finish
4. Ballast located either within the housing or in a ceiling pull box if shown
5. Lamp socket
The door frame assembly must be hinged, gasketed, and secured to the luminaire body with at least 3 machine
screws.
A pendant soffit luminaire must be enclosed and gasketed and have an aluminum finish. Luminaire must have:
1. Aluminum reflector with a specular anodized finish
2. Refractor made of heat-resistant polycarbonate
3. Optical assembly that is hinged and latched for lamp access and a device to prevent dropping
4. Ballast designed for operation in a raintight enclosure
5. Galvanized metal box with a gasketed cover, 2 captive screws, and 2 chains to prevent dropping and for
luminaire mounting
Wall-mounted luminaire must have:
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250
1. Cast metal body
2. Prismatic refractor:
2.1. Made of glass
2.2. Mounted in a door frame
3. Aluminum reflector with a specular anodized finish
4. Integral ballast
5. Lamp socket
6. Gasket between the refractor and the body
7. At least 2 mounting bolts of minimum 5/16-inch diameter
A cast aluminum body of a luminaire to be cast into or mounted against concrete must have a thick coat of alkali-
resistant bituminous paint on all surfaces to be in contact with the concrete.
87-2.02C(2) High-Pressure Sodium Lamp Ballasts
87-2.02C(2)(a) General
A high-pressure sodium lamp ballast must operate the lamp for its rated wattage.
Starting aids for a ballast must be interchangeable between ballasts of the same wattage and manufacturer without
adjustment.
The ballast must be provided with a heat-generating component to serve as a heat sink. The capacitor must be
placed at the maximum practicable distance from the heat-generating components or thermally shielded to limit
the case temperature to 75 degrees C.
The transformer and inductor must be resin impregnated for protection against moisture. Capacitors, except for
those in starting aids, must be metal cased and hermetically sealed.
The ballast must have a power factor of 90 percent or greater.
For the nominal input voltage and lamp voltage, the ballast design center must not vary more than 7.5 percent
from the rated lamp wattage.
87-2.02C(2)(b) Regulator-Type Ballasts
A regulator-type ballast must be designed such that a capacitance variance of ±6 percent does not cause more than
±8 percent variation in the lamp wattage regulation.
The ballast must have a current crest factor not exceeding 1.8 for an input voltage variation of ±10 percent.
The lamp wattage regulation spread for a lag-type ballast must not vary by more than 18 percent for ±10 percent
input voltage variations. The primary and secondary windings must be electrically isolated.
The lamp wattage regulation spread for a constant-wattage, autoregulator, lead-type ballast must not vary by more
than 30 percent for ±10 percent input voltage variations.
87-2.02C(2)(c) Nonregulator-Type Ballasts
A nonregulator-type ballast must have a current crest factor not exceeding 1.8 for an input voltage variation of ±5
percent.
The lamp wattage regulation spread for an autotransformer or high reactance type ballast must not vary by more
than 25 percent for ±5 percent input voltage variations.
87-2.03 CONSTRUCTION
87-2.03A General
Set the foundations for standards such that the mast arm is perpendicular to the centerline of the roadway.
Tighten the cap screws of the luminaire's clamping bracket to 10 ft-lb for LED and low-pressure luminaires.
Label the month and year of the installation inside the luminaire housing's door.
Perform the conductor and operational tests for the system.
87-2.03B High Mast Lighting Assemblies
Mount and connect the luminaires to the accessory support ring. Aim the asymmetrical luminaire to orient the
distribution of light.
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87-2.03C Soffit and Wall-Mounted Luminaires
For a flush-mounted soffit luminaire:
1. Prevent concrete from getting into the housing during pouring of the concrete for the structure
2. Install the luminaire with the axis vertical and the street side of the refractor oriented as indicated
3. Locate the luminaire to provide a minimum 2-foot clearance from the inside surface of the girders and 1-foot
clearance from the near face of the diaphragm
4. Install the bridge soffit and ceiling pull box over the same lane
For a pendant soffit luminaire:
1. Cast in place the inserts for the no. 8 pull box during concrete placement for a new structure
2. Drill holes for expansion anchors to support the no. 8 pull box on existing structures
3. Bond the suspension conduit and luminaire to the pull box
For a wall-mounted luminaire, provide:
1. Extension junction box or ring on a new structure
2. 4 external mounting taps on an existing structure
Place the soffits or wall-mounted luminaires in operation as soon as practicable after the falsework has been
removed from the structure.
If the Engineer orders soffit or wall-mounted luminaires to be activated before permanent power service is
available, installing and removing the temporary power service is change order work.
87-2.04 PAYMENT
Not Used
87-3 SIGN ILLUMINATION SYSTEMS
87-3.01 GENERAL
87-3.01A Summary
Section 87-3 includes specifications for constructing sign illumination systems.
Sign illumination system includes:
1. Foundations
2. Pull boxes
3. Conduit
4. Conductors
5. Sign lighting fixtures
6. Enclosure for the disconnect circuit breaker
7. Service equipment enclosure
8. Photoelectric control
The components of a sign illumination system are shown on the project plans.
87-3.01B Definitions
Reserved
87-3.01C Submittals
Submit the manufacturer's test data for the induction sign-lighting fixtures.
87-3.01D Quality Assurance
Reserved
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252
87-3.02 MATERIALS
An induction sign-lighting fixture must include a housing with a door, reflector, refractor or lens, lamp, socket
assembly, power coupler, high-frequency generator, fuse block, and fuses.
The fixture must comply with the isofootcandle curves as shown.
Fixture must weigh no more than 44 lb, be rated for 87 W at 120/240 V(ac), and have a mounting assembly made
of one of the following materials:
1. Cast aluminum
2. Hot-dip galvanized steel plate
3. Galvanized steel plate finished with one of the following:
3.1. Polymeric coating
3.2. Same finish used for the housing
Housing must:
1. Be corrosion resistant and suitable for wet locations
2. Be above the top of the mounting rails at a maximum height of 12 inches
3. Have weep holes
Door must:
1. Hold a refractor or lens
2. Open without the use of special tools
3. Have a locking position at 50 degrees minimum from the plane of the door opening
4. Be hinged to the housing on the side of the fixture away from the sign panel
5. Have 2 captive latch bolts or other latching device
When the door is opened, it must lock in the 50 degrees position when an 85 mph, 3-second wind-gust load
strikes the door from either side.
The housing and door must be manufactured of sheet or cast aluminum and have a gray powder coat or polyester
paint finish. The sheet aluminum must comply with ASTM B209 or B209M for 5052-H32 aluminum sheet.
External bolts, screws, hinges, hinge pins, and door closure devices must be corrosion resistant.
The housing and door must be gasketed. The thickness of the gasket must be a minimum of 1/4 inch.
Reflector must not be attached to the outside of the housing and must be:
1. Made of a single piece of aluminum with a specular finish
2. Protected with an electrochemically applied anodized finish or a chemically applied silicate film
3. Designed to drain condensation away from it
4. Secured to the housing with a minimum of 2 screws
5. Removable without removing any fixture parts
Refractor or lens must have a smooth exterior and must be manufactured from the materials shown in the
following table:
Refractor and Lens Material Requirements
Component Material
Flat lens Heat-resistant glass
Convex lens Heat-resistant, high-impact-resistant tempered glass
Refractor Borosilicate heat-resistant glass
The refractor and convex lens must be designed or shielded such that no luminance is visible if the fixture is
approached directly from the rear and viewed from below. If a shield is used, it must be an integral part of the
door casting.
Lamp must:
1. Be an 85 W induction type with a fluorescent, phosphor-coated, interior wall
2. Have a minimum 70 percent light output of its original lumen output after 60,000 hours of operation
3. Have a minimum color-rendering index of 80
4. Be rated at a color temperature of 4,000K
5. Be removable with common hand tools
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The lamp socket must be rated for 1,500 W and 600 V(ac) and be a porcelain-enclosed mogul type with a shell
that contains integral lamp grips to ensure electrical contact under normal vibration conditions. The shell and
center contact must be made of nickel-plated brass. The center contact must be spring loaded.
The power coupler must be removable with common hand tools.
High-frequency generator must:
1. Start and operate lamps at an ambient temperature of -25 degrees C or greater for the rated life of the lamp
2. Operate continuously at ambient air temperatures from -25 to 55 degrees C without a reduction in the
generator life
3. Have a design life of at least 100,000 hours at 55 degrees C
4. Have an output frequency of 2.65 MHz ± 10 percent
5. Have radio frequency interference that complies with 47 CFR 18 regulations regarding harmful interference
6. Have a power factor greater than 90 percent and total harmonic distortion less than 10 percent
The high frequency generator must be mounted such that the fixture can be used as a heat sink and be replaceable
with common hand tools.
Each fixture must include a barrier-type fuse block for terminating field connections. Fuse block must:
1. Be rated 600 V(ac)
2. Have box terminals
3. Be secured to the housing and accessible without removal of any fixture parts
4. Be mounted to leave a minimum of 1/2 inch of air space from the sidewalls of the housing
5. Be designed for easy removal of fuses with a fuse puller
The fixture's fuses must be 13/32-inch-diameter, 1-1/2-inch-long ferrule type and UL listed or NRTL certified.
For a 120 V(ac) fixture, only the ungrounded conductor must be fused and a solid connection must be provided
between the grounded conductor and the high frequency generator.
The fixture must be permanently marked with the manufacturer's brand name, trademark, model number, serial
number, and date of manufacture on the inside and outside on the housing. The same information must be marked
on the package.
If a wire guard is used, it must be made of a minimum 1/4-inch-diameter galvanized steel wire. The wires must be
spaced to prevent rocks larger than 1-1/2-inch diameter from passing through the guard. The guard must be either
hot-dip galvanized or electroplated zinc-coated as specified in ASTM B633, service condition SC4, with a clear
chromate dip treatment.
87-3.03 CONSTRUCTION
Perform the conductor and operational tests for the system.
87-3.04 PAYMENT
Not Used
87-4 SIGNAL AND LIGHTING SYSTEMS
87-4.01 GENERAL
87-4.01A Summary
Section 87-4 includes specifications for constructing signal and lighting systems.
Signal and lighting system includes:
1. Foundations
2. Pull boxes
3. Conduit
04-20-18
4. Conductors and cables
5. Standards
6. Signal heads
7. Internally illuminated street name signs
8. Service equipment enclosure
City of San Luis Obispo
254
9. Department-furnished controller assembly
10. Detectors
11. Telephone demarcation cabinet
12. Accessible pedestrian signals
13. Push button assemblies
14. Pedestrian signal heads
15. Luminaires
16. Photoelectric control
17. Fuse splice connectors
18. Battery backup system
19. Flashing beacons
20. Flashing beacon control assembly
04-15-16
The components of a signal and lighting system are shown on the project plans.
87-4.01B Definitions
Reserved
87-4.01C Submittals
Submit shop drawings showing the message for each internally illuminated street sign, including the size of
letters, symbols, and arrows.
87-4.01D Quality Assurance
87-4.01D(1) General
Reserved
87-4.01D(2) Quality Control
87-4.01D(2)(a) General
Reserved
87-4.02 MATERIALS
87-4.02A General
Reserved
87-4.02B Reserved
87-4.02C Internally Illuminated Street Name Signs
An internally illuminated street name sign includes housing, brackets, sign panels, gaskets, ballast, lampholder,
terminal blocks, conductors, and fuses.
An internally illuminated street sign must be designed and constructed to prevent deformation or failure when
subjected to an 85 mph, 3-second wind-gust load as specified in the AASHTO publication, "Standard
Specifications for Structural Supports of Highway Signs, Luminaires and Traffic Signals."
Sign must:
1. Be Types A or B
2. Have galvanized or cadmium-plated ferrous parts
3. Have screened weep holes
4. Have fasteners, screws, and hardware made of passive stainless steel, Type 302 or 304, or aluminum Type
6060-T6
5. Operate at a temperature from -20 to 74 degrees C
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Photoelectric unit sockets are not allowed.
The housing must be constructed to resist torsional twist and warp. The housing must be designed such that
opening or removing the panels provides access to the interior of the sign for lamp, ballast, and fuse replacement.
The top and bottom of the sign must be manufactured from formed or extruded aluminum and attached to formed
or cast aluminum end fittings. The top, bottom, and end fittings must form a sealed housing.
For a Type A sign, both sides of the sign must be hinged at the top to allow installation or removal of the sign
panel.
For a Type B sign, the sign panel must be slide mounted into the housing.
The top of the housing must have 2 free-swinging mounting brackets. Each bracket must be vertically adjustable
for leveling the sign to either a straight or curved mast arm. The bracket assembly must allow the lighting fixture
to swing perpendicular to the sign panel.
The reflectors must be formed aluminum and have an acrylic, baked-white-enamel surface with a minimum
reflectance of 0.85.
Sign panel must be translucent, high-impact-resistant, and made of one of the following plastic materials:
1. Glass-fiber-reinforced, acrylated resin
2. Polycarbonate resin
3. Cellulose acetate butyrate
The sign panel must be designed not to crack or shatter if a 1-inch-diameter steel ball weighing 2.4 ounces is
dropped from a height of 8.5 feet above the sign panel to any point on the panel. For this test, the sign panel must
be lying in a horizontal position and supported within its frame.
The sign panel's surface must be evenly illuminated. The brightness measurements for the letters must be a
minimum of 150 foot-lamberts, average. The letter-to-background brightness ratio must be from 10:1 to 20:1. The
background luminance must not vary by more than 40 percent from the average background brightness
measurement. The luminance of letters, symbols, and arrows must not vary by more than 20 percent from their
average brightness measurement.
The sign panel's white or green color must not fade or darken if exposed to an accelerated test of UV light
equivalent to 2 years of outdoor exposure.
The sign panel's legend, symbols, arrows, and border on each face must be white on a green background. The
background must comply with color no. 14109 of FED-STD-595.
The message must appear on both sides of the sign and be protected from UV radiation. The letters must be 8-inch
upper case and 6-inch lower case, series E.
A Type A sign must have a closed-cell, sponge-neoprene gasket installed between the sign panel frame to prevent
the entry of water. The gasket must be uniform and even textured.
The sign ballast must be a high-power-factor type for outdoor operation from 110 to 125 V(ac) and 60 Hz and
must comply with ANSI C82.1 and C82.2.
The ballast for a Type A sign must be rated at 200 mA. The ballast for a Type B sign must be rated at 430 mA.
Sign lampholder must:
1. Be the spring-loaded type
2. Have silver-coated contacts and waterproofed entrance leads
3. Have a heat-resistant, circular cross section with a partially recessed neoprene ring
Removal of the lamp from the socket must de-energize the primary of the ballast.
The springs for the lampholders must not be a part of the current-carrying circuit.
The sign's wiring connections must terminate on a molded, phenolic, barrier-type, terminal block rated at 15 A,
1,000 V(ac). The connections must have a white, integral, waterproof marking strip. The terminal screws must not
be smaller than a no. 10.
The terminal block must be insulated from the fixture to provide protection from the line-to-ground flashover
voltage.
A sectionalized terminal block must have an integral barrier on each side and must allow rigid mounting and
alignment.
Fixture's conductors must:
1. Be stranded copper wire with a minimum thermoplastic insulation of 28 mils
2. Be rated at 1,000 V(ac) and for use up to 90 degrees C
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3. Be a minimum of no. 16
4. Match the color coding of the ballast leads
5. Be secured with spring cross straps, installed 12 inches apart or less in the chassis or fixture
Stranded copper conductors connected to screw-type terminals must terminate in crimp-type ring connectors.
No splicing is allowed within the fixture.
The sign's fuse must be the Type 3AG, miniature, slow-blow type.
The fuse holder must be a panel-mounting type with a threaded or bayonet knob that grips the fuse tightly for
extraction. Each ballast must have a separate fuse.
87-4.03 CONSTRUCTION
87-4.03A General
Set the foundations for standards such that the mast arm is perpendicular to the centerline of the roadway.
Tighten the cap screws of the luminaire's clamping bracket to 10 ft-lb for LED and low-pressure luminaires.
Label the month and year of the installation inside the luminaire housing's door.
Perform the conductor and operational tests for the system.
87-4.03B Reserved
87-4.03C Internally Illuminated Street Name Signs
Mount the internally illuminated street name sign to the signal mast arm using the adjustable brackets. Connect
the conductors to the terminal blocks in the signal head mounting terminal block.
87-4.04 PAYMENT
Not Used
87-5 RAMP METERING SYSTEMS
87-5.01 GENERAL
Section 87-5 includes specifications for constructing ramp metering systems.
Ramp metering system includes:
1. Foundations
2. Pull boxes
3. Conduit
4. Conductors
5. Standards
6. Signal heads
7. Service equipment enclosure
8. Department-furnished controller assembly
9. Detectors
10. Telephone demarcation cabinet
The components of a ramp metering system are shown on the project plans.
87-5.02 MATERIALS
Not Used
87-5.03 CONSTRUCTION
Connect the field wiring to the terminal blocks in the controller cabinet. The Engineer provides you a list of field
conductor terminations for each controller cabinet.
Perform the conductor and operational tests for the system.
City of San Luis Obispo
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87-5.04 PAYMENT
Not Used
87-6 TRAFFIC MONITORING STATION SYSTEMS
87-6.01 GENERAL
Section 87-6 includes specifications for constructing traffic monitoring station systems.
Traffic monitoring station system includes:
1. Foundations
2. Pull boxes
3. Conduit
4. Cables
5. Conductors
6. Service equipment enclosure
7. Controller cabinet
8. Detectors
9. Telephone demarcation cabinet
The components of a traffic monitoring station system are shown on the project plans.
87-6.02 MATERIALS
Not Used
87-6.03 CONSTRUCTION
Connect the field wiring to the terminal blocks in the controller cabinet. The Engineer provides you a list of field
conductor terminations for the controller cabinet.
Perform the conductor and operational tests for the system.
87-6.04 PAYMENT
Not Used
87-7 FLASHING BEACON SYSTEMS
87-7.01 GENERAL
Section 87-7 includes specifications for constructing flashing beacon systems.
Flashing beacon system includes:
1. Foundations
2. Pull boxes
3. Conduit
4. Conductors
5. Standards
6. Service equipment enclosure
7. Signal heads
8. Flashing beacon control assembly
The components of a flashing beacon system are shown on the project plans.
The flash rate for the flashing beacon must comply with chapter 4L, "Flashing Beacons," of the California
MUTCD.
The flashing beacon must allow alternating flashing wig-wag operation.
The flashing beacon must have a separate flasher unit installed in the flashing beacon control assembly.
87-7.02 MATERIALS
Flashing beacon control assembly must:
1. Have a NEMA 3R enclosure with a dead front panel and a hasp with a 7/16-inch hole for a padlock. The
enclosure must have one of the following finishes:
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1.1. Powder coating.
1.2. Hot-dip galvanized coating.
1.3. Factory-applied, rust-resistant prime coat and finish coat.
2. Have barrier-type terminal blocks rated for 25 A, 600 V(ac), made of molded phenolic or nylon material and
have plated-brass screw terminals and integral marking strips.
3. Include a solid state flasher complying with section 8 of NEMA standards publication no. TS 1 for 10 A, dual
circuits.
87-7.03 CONSTRUCTION
Perform the conductor and operational tests for the system.
87-7.04 PAYMENT
Not Used
04-20-18
87-8 PEDESTRIAN HYBRID BEACON SYSTEMS
87-8.01 GENERAL
87-8.01A Summary
Section 87-8 includes specifications for constructing pedestrian hybrid beacon systems.
A pedestrian hybrid beacon system includes:
1. Foundations
2. Pull boxes
3. Conduit
4. Conductors and cables
5. Standards
6. Pedestrian hybrid beacon face
7. Pedestrian signal heads
8. Service equipment enclosure
9. Department-furnished controller assembly
10. Accessible pedestrian signals
11. Push button assemblies
12 Luminaires
13 Fuse splice connectors
14. Battery backup system
87-8.01B Definitions
Reserved
87-8.01C Submittals
Reserved
87-8.01D Quality Assurance
87-8.01D(1) General
Reserved
87-8.01D(2) Quality Control
Verify the sequence for the pedestrian hybrid beacon system per California Chapter 4F, Figure 3F-3 "Sequence
for a Pedestrian Hybrid Beacon" during the operational test.
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87-8.02 MATERIALS
87-8.02A General
The system must comply with California MUTCD, Chapter 4F.
87-8.02B Pedestrian Hybrid Beacon Face
A pedestrian hybrid beacon face consists of 3 12-inch signal heads.
87-8.03 CONSTRUCTION
Install pedestrian hybrid beacon system under sections 87-4.03A and 87-4.03B.
87-8.04 PAYMENT
Not Used
04-15-16
87-9–87-11 RESERVED
87-12 CHANGEABLE MESSAGE SIGN SYSTEMS
87-12.01 GENERAL
Section 87-12 includes specifications for constructing changeable message sign systems.
Changeable message sign system includes:
1. Foundations
2. Pull boxes
3. Conduit
04-20-18
4. Conductors and cables
5. Service equipment enclosure
6. Department-furnished controller cabinet
7. Department-furnished changeable message sign
8. Department-furnished wiring harness
9. Sign disconnect
04-15-16
The components of a changeable message sign system are shown on the project plans.
87-12.02 MATERIALS
Not Used
87-12.03 CONSTRUCTION
Install the changeable message sign.
Connect the field wiring to the terminal blocks in the sign assembly and controller cabinet.
The Engineer provides you a list of field conductor terminations for each sign cabinet and controller cabinet.
The Department maintains the sign assemblies.
87-12.04 PAYMENT
Not Used
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87-13 RESERVED
04-20-18
87-14 RADAR SPEED FEEDBACK SIGN SYSTEMS
87-14.01 GENERAL
87-14.01A Summary
Section 87-14 includes specifications for installing radar speed feedback sign systems.
Radar speed feedback sign system includes:
1. Foundations
2. Pull boxes
3. Conduit
4. Conductors and cables
5. Standards or wood posts
6 Vehicle speed feedback sign
7. Service equipment enclosure
The components of a radar speed feedback sign system are shown on the project plans.
87-14.01B Definitions
Not Used
87-14.01C Submittals
Submit 2 copies of:
1. Test data report complying with NEMA-TS-2 for the vehicle speed feedback sign
2. Shop drawings or installation manuals for the sign support, electrical connections, attachments, and mounting
configurations
87-14.01D Quality Assurance
87-14.01D(1) General
Not Used
87-14.01D(2) Quality Control
Equipment setup must comply with the sign manufacturer's instructions.
Notify the Engineer at least 5 business days before performing the system test. Test the system in the presence of
the Engineer.
Radar speed feedback sign system test consists of:
1. Turning on the radar speed feedback sign system
2 Driving a vehicle and recording the speeds displayed:
2.1 By the vehicle speedometer
2.2 On the vehicle speed feedback sign for the vehicles
3. Performing the test 5 times per lane detected
4. Ensuring that the 5 recorded speeds of the vehicle speed feedback sign are within ± 1 mph of the vehicle
speeds recorded from the vehicle speedometer
After successful testing, present the recorded results to the Engineer.
87-14.01D(3) Training
Provide training to a maximum of 4 Department employees on the operation of the vehicle speed feedback sign.
Training must be a minimum of 1 hour and include how to program, adjust, troubleshoot, and repair the sign.
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87-14.02 MATERIALS
87-14.02A General
Not Used
87-14.02B Vehicle Speed Feedback Signs
Vehicle speed feedback sign consists of a housing, display window, and radar unit.
Sign must:
1. Comply with the California MUTCD, Chapter 2B
2. Have an operating voltage of 120 V(ac) for permanent installations
3. Have a maximum weight of 45 lb
4. Have a wind load rating of 90 mph
5. Have an operating temperature range from -34 to 165 degrees F
6. Have a retroreflective white sheeting background
87-14.02B(1) Housings
Housing must:
1. Be weather proof (NEMA 3R or better) and vandal resistant
2. Be made of 0.09-inch-gauge welded aluminum with the outer surfaces being UV resistant
3. Have the manufacturer's name, model number, serial number, date of manufacture, rated voltage and rated
current marked inside
4. Have the internal components easily accessible for field repair without removal of the sign
87-14.02B(2) Display Windows
Display window consists of a cover, LED character display, and dimming control. Character display and cover
must deflect together without damage to the internal electronics and speed detection components.
87-14.02B(2)(a) Covers
Cover must be:
1. Vandal resistant and shock absorbent
2. Field replaceable with the removal of external stainless-steel, tamper proof fasteners
Cover must be made of a minimum .25-inch-thick, shatter-resistant polycarbonate.
87-14.02B(2)(b) LED Character Displays
LED character display must:
1. Consist of two 7-segment, solid-state, numeric characters
2. Be capable of displaying the detected vehicle speed within 1 second
3. Remain blank when no vehicles are detected within the radar detection zone
4. Have the option to flash the pre-set speed limit when the detected vehicle speed is 5 miles higher than the
pre-set speed
5. Be viewable only by the approaching traffic
Characters must:
1. Be a minimum 15 inches in height
2. Be visible and legible from a minimum distance of 1500 feet and legible from a minimum distance of 750 feet
3. Consist of a minimum 16 LEDs
LEDs must:
1. Be amber and have a wavelength from 590 to 600 nm andrated for minimum 100,000 hours
2. Must maintain a minimum 85 percent of the initial light output after 48 months of continuous use over the
temperature range
87-14.02B(2)(c) Dimming Controls
Dimming control must:
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1. Automatically adjust the character light intensity to provide optimum character visibility and legibility under all
ambient lighting conditions
2. Have minimum 3 manual dimming modes of different intensities
87-14.02B(3) Radar Units
Radar unit must:
1. Be able to detect up to 3 lanes of approaching traffic
2. Operate with an internal, low power, 24.159 GHz (K-band)
3. Be FCC approved Part 15 certified
4. Have a speed accuracy of ±1 mph
5 Have a maximum 15W power consumption
87-14.03 CONSTRUCTION
Install the vehicle speed feedback sign under the manufacturer's instructions.
Perform the conductor test.
Configure the radar speed feedback sign system to detect only traffic in the approach direction of travel.
Perform the radar speed feedback sign system test.
Perform the operational test for the system.
87-14.04 PAYMENT
Not Used
04-15-16
87-15–87-17 RESERVED
87-18 INTERCONNECTION CONDUIT AND CABLE
87-18.01 GENERAL
Section 87-18 includes specifications for constructing interconnection conduit and cable.
Interconnection conduit and cable includes:
1. Pull boxes
2. Conduit
3. Signal interconnect cables
The components of an interconnection conduit and cable are shown.
87-18.02 MATERIALS
Not Used
87-18.03 CONSTRUCTION
Test the signal interconnect cable.
Connect the signal interconnect cable to the terminal block in the controller cabinets. The Engineer provides you a
list of terminations for each controller cabinet.
87-18.04 PAYMENT
Not Used
04-20-18
87-19 FIBER OPTIC CABLE SYSTEMS
87-19.01 GENERAL
87-19.01A Summary
Section 87-19 includes specifications for constructing fiber optic cable systems.
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A fiber optic cable system includes:
1. Conduit and accessories
2. Splice vaults
3. Warning tape
4. Fiber optic cables
5. Fiber optic splice enclosures
6. Fiber distribution units
7. Fiber optic markers
8 Fiber optic connectors and couplers
The components of a fiber optic system are shown on the project plans.
87-19.01B Definitions
Reserved
87-19.01C Submittals
At least 15 days before cable installation, submit:
1. Manufacturer’s procedures for pulling fiber optic cable
2. Test reports from a laboratory accredited to International Standards Organization/International
Electrotechnical Commission 17025 by the American Association for Laboratory Accreditation (A2LA) or the
ANSI-ASQ National Accreditation Board (ANAB) for:
2.1. Water penetration
2.2. Cable temperature cycling
2.3. Cable impact
2.4. Cable tensile loading and fiber strain
2.5. Cable compressive loading
2.6. Compound flow
2.7. Cyclic flexing
3. Proof of calibration for the test equipment including:
3.1. Name of calibration facility
3.2. Date of calibration
3.3. Type of equipment, model number and serial number
3.4. Calibration result
Submit the data file and software from the OTDR with the test results for all OTDR tests. The software must
support Windows computer operating systems.
After performing the OTDR and the power meter and light source tests, submit within 4 business days:
1. Cable Verification Worksheet
2. Segment Verification Worksheet
3. Link Loss Budget Worksheet
The worksheets are available at the Division of Construction website and copies are included in the Information
Handout. Submittals must be in Microsoft Excel format. Include hard copies and copies in an electronic format.
87-19.01D Quality Assurance
87-19.01D(1) General
Reserved
87-19.01D(2) Quality Control
Notify the Engineer 4 days before performing field tests. Include exact location of the system or components to be
tested. Do not proceed with the testing until authorized. Perform each test in the presence of the Engineer.
The OTDR test consists of:
1. Inspecting the cable segment for physical damage.
2. Measuring the attenuation levels for wavelengths of 1310 nm and 1550 nm in both directions for each fiber
using a light source at one end and OTDR at the other end.
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3. Comparing the test results with the data sheet provided with the shipment. If there are attenuation deviations
greater than 5 percent, the test will be considered unsatisfactory and the cable segment will be rejected. The
failure of any single fiber is a cause for rejection of the entire segment. Replace any rejected cable segments
and repeat the test.
The power meter and light source test consists of:
1. Testing each fiber in a link using a light source at one end of the link and a power meter at the other end
2. Measuring and recording the power loss for wavelengths of 1310 nm and 1550 nm in both directions
Index matching gel is not allowed in connectors during power meter and light source test.
Test results must be generated from test equipment software and recorded, compared and proven to be within the
calculated link loss budget, and filed with the other recordings of the same link.
Installation and splicing of the fiber optic cable system must be performed by a certified fiber optic installer.
The OTDR test and the power meter and light source test must be performed by a certified fiber optic technician.
The certification for the fiber optic installer and fiber optic technician must be from an organization recognized by
the International Certification Accreditations Council and must be current through the installation of the fiber
optic system.
87-19.02 MATERIALS
87-19.02A General
All metal components of the fiber optic cable system must be corrosion resistant.
All connectors must be factory-installed and tested.
Patch cords, pigtails and connectors must comply with ANSI/TIA-568.
Pigtails must have a minimum 80 N pull out strength.
Each cable reel must be labeled as specified in ANSI/ICEA S-87-640 including:
1. Contractor's name
2. Contract number
3. Cable diameter
4. Number of fibers
5. Cable attenuation loss per fiber at 1310 nm and 1550 nm
The information must be on a weatherproof label or tag and in a shipping record in a weatherproof envelope. The
envelope must be removed only by the Engineer.
87-19.02B Splice Vaults
A splice vault must:
1. Comply with section 86 1.02C, AASHTO HS 20-44 and AASHTO M 306.
2. Be a minimum of 4 feet wide by 4 feet high by 4 feet long nominal inside dimensions or a minimum of 4 feet
outside diameter for round splice vaults.
3. Be precast either modular or monolithic.
4. Have cable racks installed on the interior sides. A rack must:
4.1. Be fabricated from ASTM A36 steel plate
4.2 Support a minimum of 100 pounds per rack arm.
4.3 Support a minimum of 4 splice enclosures and a minimum of 4 cables with a minimum slack of 50 feet each.
4.4 Be hot-dip galvanized after manufacturing.
4.5 Be bonded and grounded.
5. Have a minimum of 4 knockouts for cable entry points. Entry points must not cause the cable to exceed its
maximum bend radius.
6. Have a minimum 2 inch diameter drain hole at the base.
7. Be weatherproof.
8. Have cable accesses with rubber grommets or similar material to prevent the cable from coming in contact
with the bare metal.
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The cover must:
1. Be in two-piece torsion-assisted sections for non-rounded enclosures.
2. Be galvanized steel with a minimum of 30 inches diameter for round enclosures.
3. Have inset lifting pull slots.
4. Have markings "CALTRANS FIBER OPTIC" on each section.
87-19.02C Fiber Optic Cable
The fiber optic cable must:
1. Comply with 7 CFR 1755.900 to 1755.902 and ANSI/ICEA S-87-640
2. Be a single mode, zero-dispersion, and have non-gel loose type buffer tubes
3. Have no splices, including factory splices
4. Have a Type H or Type M outer jacket
The fiber optic cable must:
1. Be shipped on a reel
2. Have 10 feet of length on each end of the cable accessible for testing
The fiber optic riser cable must:
1. Comply with ICEA S-104-696
2. Be rated for underground and riser application
3. Have a minimum of 4 fibers.
4. Be singlemode and operate at wavelengths of 1310 and 1550 nanometers
Fiber optic cable must be identified as shown in the following table:
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Cable Identification
No. Description Code
1 Fiber Type S: Singlemode
2 Fiber Count 048 (example): Actual number of fibers
3 Begin Point T: TMC
H: Hub
V: Video Node
D: Data Node
C: Cable Node
TV: CCTV Camera
CM: CMS
E: Traffic Signal
RM: Ramp Meter
TM: Traffic Monitoring/ Count Station/Vehicle Count
Station (VDS, TMS)
HA: Highway Advisory Radio
EM: Extinguishable Message Sign
RW: Roadway Weather Information System
WM: Weigh In Motion
WS: Weigh-Station Bypass System
SV: Splice Vault or Fiber Optic Vault
SC: Splice Cabinet
4 Begin Point
County
Abbreviation
Examples: Orange (Ora), San Mateo (SM).
County abbreviations are available Plans Preparation
Manual at Division of Design website.
5 Begin Point Route
Number
Examples 005, 082, 114
6 Begin Point Post
Mile
02470 (example 024.70): Actual PM value to the 1/100
value
7 End Point
In the same manner as for Begin Point
8 End Point County
Abbreviation
9 End Point Route
Number
10 End Point Post
Mile
87-19.02D Fiber Optic Splice Enclosures
A fiber optic splice enclosure must:
1. Be a maximum of 36 by 8 inches
2. Be thermoplastic, weather proof, chemical and UV resistant, and resealable
3. Accommodate a minimum of 8 internal splice trays
4. Have 1/4 to 1 inch diameter cable entry ports to accommodate cables as shown
5. Have brackets, clips and cable ties
5. Have means to anchor the dielectric member of the fiber optic cable
6. Include grounding hardware
87-19.02E Fiber Distribution Units
The Fiber Distribution Unit (FDU) consists of a housing, a patch panel, a 12 multicolor pigtail, and a splice tray.
The FDU must be self-contained and pre-assembled.
The housing must:
1. Be a 19-inch rack mountable modular metal enclosure
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2. Be a one rack unit
3. Have cable clamps to secure fiber optic cables to the chassis
4. Have cable accesses with rubber grommets or similar material to prevent the cable from coming in contact
with the bare metal
5. Be weatherproof
6. Have a hinged top door with a latch or thumbscrew to hold it in the closed position
A patch panel must have a minimum of 12 single-fiber type connector sleeves.
A pigtail must:
1. Be a simplex single mode fiber in a 900 µm tight buffer with a 0.12 inch outer diameter PVC jacket
2. Have a fiber optic connector attached on one end and bare fiber on the other end
3. Be at least 3 feet in length
4. Have the manufacturer's part number on the jacket
Pigtails must be single-fiber or ribbon type.
Patch cords must:
1. Be a single mode fiber in a 900 µm tight buffer with a 0.12 inch outer diameter PVC jacket
2. Have fiber optic connectors attached on both ends
3. Be at least 6 feet in length
4. Have manufacturer's part number on the jacket
Duplex patch cords must be of round cable structure, and not have zip-cord structure.
Splice trays must:
1. Have brackets to spool incoming fibers a minimum of 2 turns.
2. Have means to secure and protect incoming buffer tubes, pigtails, and a minimum of 12 heat shrink fusion
splices.
3. Be stackable.
4. Have a snap-on or hinged cover. The cover may be transparent.
A splice cassette may be used in place of a pigtail and a splice tray.
87-19.02F Fiber Optic Markers
Fiber optic markers must be:
1. Type K-2 (CA) object markers for splice vaults or pull boxes.
2. Type G retroreflective pavement markers for paved areas and transition points from unpaved to paved areas.
3. Non-reflective Class 1, Type F, flexible post delineators for unpaved areas.
87-19.02G Fiber Optic Connectors and Couplers
Singlemode fiber optic connectors must have a yellow strain relief boot or a yellow base.
Connectors must be:
1. 0.1-inch ceramic ferrule pre-radiused type
2. Capped when not used
Couplers must be made of the same material as the connector's housing and have ceramic sleeves.
87-19.03 CONSTRUCTION
87-19.03A General
Perform the OTDR test:
1. On the fiber optic cable upon its arrival to the job site and before its installation. Complete the Cable
Verification Worksheet. Do not install the fiber optic cable until the Engineer's written approval is received.
2. After the fiber optic cable segments have been pulled but before breakout and termination. Complete the
Segment Verification Worksheet.
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3. Once the passive cabling system has been installed and is ready for activation. If the measured individual
fusion splice losses exceed -0.30 dB, re-splice and retest. At the conclusion of the OTDR test, perform the
power meter and light source test. If the measured link loss exceeds the calculated link loss, replace the
unsatisfactory cable segments or splices and retest. Complete the Link Loss Budget Worksheet.
87-19.03B Splice Vaults Installation
Install a splice vault as shown and with the side facing the roadway a minimum of 2 feet from the edge of
pavement or back of dike, away from traffic.
Install the top of the vault flush with surrounding grade in paved areas and 2 inches above the surrounding grade
in unpaved areas.
Place minor concrete around and under vaults. In unpaved areas, finish top of concrete at a 2 percent slope away
from cover. In paved areas, finish top of concrete to match existing slope.
Bolt the steel cover to the vault when not working in it.
87-19.03C Fiber Optic Cable Installation
Install fiber optic cable under manufacturer's instructions. Fiber optic cable must be installed by a certified
installer or a representative from the fiber optic cable manufacturer must be present during installation.
For installation of fiber optic cable using mechanical aids:
1. Maintain a cable bend radius at least twenty times the outside diameter of the cable.
2. Cable grips have a ball bearing swivel.
3. Pulling force on a cable must not exceed 500 pound-foot or manufacturer’s recommended pulling tension,
whichever is less.
Cable installed using the air blown method must withstand a static air pressure of 110 psi.
Lubricate the cable using a lubricant recommended by the cable manufacture.
Use only a non-abrasive pull tape.
Install fiber optic cable without splices except where shown or authorized.
Provide a minimum of 65 feet of slack for each fiber optic cable at each splice vault. Divide the slack equally on
each side of the splice enclosure.
Install tracer wires in the fiber optic conduits and innerducts as shown. Provide a minimum 5 feet of slack tracer
wire in each pull box and splice vault from each direction. You may splice tracer wire at intervals of not less than
500 feet and only inside splice vaults or pull boxes.
If a fiber optic cable and tracer wire is installed in an innerduct, pulling a separate fiber optic cable into a spare
duct to replace damaged fiber will not be allowed.
Apply a flooding material to fiber optic cable openings.
Seal the ends of conduit after cables are installed.
Install strain relief for fiber optic cable entering a fiber optic enclosure.
Identify fibers and cables by direct labeling, metal tags, or bands fastened in such a way that they will not move.
Use mechanical methods for labeling.
Provide identification on each fiber or each group of fibers in each splice vault and near the end of terminated
fibers.
Place labels on the cables at the following points:
1. Fiber optic splice vault entrance and exit
2. Splice enclosures entrance and exit
3. FDU entrance
For fiber optic riser cable inside controller cabinets, lace and secure the cable to the cage.
Support the fiber optic riser cable within 6 inches from a termination and every 2 feet.
Secure fiber optic cables to the cable racks. Store excess cable in a figure 8 fashion.
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87-19.03D Fiber Optic Cable Splices
Use fusion splicing for fiber optic cables.
Splice single-buffer tube cable to multi-buffer tube cable using the mid-span access method under manufacturer's
instructions. Any mid-span access splice or FDU termination must involve only those fibers being spliced as
shown.
Place fiber splices in the splice enclosures installed in the splice vaults.
87-19.03E Splice Enclosures Installation
Maintain an equal amount of slack on each side of the splice enclosure.
Secure the fiber optic splices in splice tray.
Secure the splice trays to the inner enclosure.
Label cables and buffer tubes.
Do not seal fiber splice enclosure until authorized and the power meter and light source test is performed. Seal the
enclosure under manufacturer's recommendation.
Flash test the outer enclosure under manufacturer's instructions in the presence of the Engineer. Visually inspect
the enclosure. If bubbles are present, identify the locations where the bubbles are present, take corrective actions
and repeat the flash test until no bubbles are present.
Attach the splice enclosure to the side wall of a splice vault or hub with a minimum 2 feet distance between the
ground and the bottom of the enclosure.
Secure fiber optic cables to the chassis using cable clamps for fiber optic units.
Connect a minimum of one bonding conductor to a grounding electrode after mounting the fiber optic enclosure
to the wall. If there are multiple bonding conductors, organize the conductors in a neat manner.
87-19.03F Fiber Optic Distribution Unit Installation
Spool incoming buffer tubes 2 feet in the splice tray and expose 1 foot of individual fibers.
Maintain a minimum 2-inch-bend radius during and after installation in the splice tray.
Splice incoming fibers in the splice tray.
Restrain each fiber in the splice tray. Do not apply stress on the fiber when located in its final position.
Secure buffer tubes near the entrance of the splice tray.
Secure splice trays under manufacturer's instructions.
Label splice tray after splicing is completed.
Install patch cords in FDUs and patch panels. Permanently label each cord and each connector in the panel with
the system as shown.
87-19.03G Fiber Optic Markers Installation
Install fiber optic markers at 12-inch offset on the side furthest away from the edge of travel way:
1. For fiber optic cable at 500 feet apart in areas where the distance between splice vaults or pull boxes is
greater than 500 feet
2. Adjacent to pull boxes and splice vaults
3. For fiber optic cable turns at:
3.1. Beginning of the turn
3.2. Middle of the arc
3.3. End of the turn
When a fiber optic cable crosses a roadway or ramp, install a Type G marker over the conduit on:
1. Every shoulder within 6 inches from the edge of pavement
2. Delineated median
3. Each side of the barrier
Install markers under section 81 except each retroreflective face must be parallel to the road centerline and facing
away from traffic.
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87-19.04 PAYMENT
Not Used
04-15-16
87-20 TEMPORARY ELECTRICAL SYSTEMS
87-20.01 GENERAL
Section 87-20 includes specifications for providing temporary electrical systems.
Obtain the Department's authorization for the type of temporary electrical system and its installation method.
A temporary system must operate on a continuous, 24-hour basis.
01-20-17
Temporary wood poles must comply with section 48-6.
04-15-16
87-20.02 MATERIALS
87-20.02A General
Material and equipment may be new or used.
The components of a temporary system are shown on the project plans.
If you use Type UF-B cable, the minimum conductor size must be no. 12.
87-20.02B Temporary Flashing Beacon Systems
A temporary flashing beacon system consists of a flashing beacon system, wood post, generator, and photovoltaic
system.
The system must comply with the specifications for a flashing beacon system in section 87-7, except it may be
mounted on a wood post or a trailer.
87-20.02C Temporary Lighting Systems
A temporary lighting system consists of a lighting system, generator, and wood poles.
The system must comply with the specifications for a lighting system in section 87-2, except it may be mounted
on a wood pole or a trailer.
87-20.02D Temporary Signal Systems
A temporary signal system consists of a signal and lighting system, wood poles and posts, and a generator.
System must comply with the specifications for a signal and lighting system in section 87-4, except:
1. Signal heads may be mounted on a wood pole, mast arm, tether wire, or a trailer
2. Flashing beacons may be mounted on a wood post, or a trailer
87-20.03 CONSTRUCTION
87-20.03A General
Provide electrical and telecommunication services for temporary systems. Do not use existing services unless
authorized.
Provide power for the temporary electrical systems under section 12-3.33, except you may use a photovoltaic
system for the temporary flashing beacon system.
Install conductors and cables in a conduit, suspended from wood poles at least 25 feet above the roadway, or use
direct burial conductors and cables.
You may saw slots across paved areas for burial conductors and cables.
Install conduit outside the paved area at a minimum of 12 inches below grade for Type 1 and 2 conduit and at a
minimum of 18 inches below grade for Type 3 conduit.
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Install direct burial conductors and cables outside the paved area at a minimum depth of 24 inches below grade.
Place the portions of the conductors installed on the face of wood poles in either Type 1, 2, or 3 conduit between
the point 10 feet above grade at the pole and the pull box. The conduit between the pole and the pull box must be
buried at a depth of at least 18 inches below grade.
Place conductors across structures in a Type 1, 2, or 3 conduit. Attach the conduit to the outside face of the
railing.
Mount the photoelectric unit at the top of the standard or wood post.
You may abandon in place conductors and cables in sawed slots or in conduit installed below the ground surface.
87-20.03B Temporary Flashing Beacon Systems
Install a fused-splice connector in the pull box adjacent to each flashing beacon. Wherever conductors are run
overhead, install the splice connector in the line side outside of the control assembly.
87-20.03C Temporary Lighting Systems
Wherever conductors are run overhead, install the fuse splice connectors in the line side before entering the mast
arm.
87-20.03D Temporary Signal Systems
You may splice conductors that run to a terminal compartment or a signal head on a pole to the through
conductors of the same phase in a pull box adjacent to the pole. Do not splice conductors or cables except in a pull
box or in a NEMA 3R enclosure.
The Department provides the timing for the temporary signal.
Maintain the temporary signal except for the Department-furnished controller assembly.
87-20.04 PAYMENT
Not Used
87-21 EXISTING ELECTRICAL SYSTEMS
87-21.01 GENERAL
Section 87-21 includes general specifications for performing work on existing electrical systems.
87-21.02 MATERIALS
Not Used
87-21.03 CONSTRUCTION
87-21.03A General
You may abandon unused underground conduit after pulling out all conductors and removing conduit
terminations from the pull boxes.
If standards are to be salvaged, remove:
1. All components
2. Mast arms from the standards
3. Luminaires, signal heads, and signal mounting assemblies from the standards and mast arms
If the existing material is unsatisfactory for reuse and the Engineer orders you to replace it with new material,
replacing the existing material with new material is change order work.
If the removed electrical equipment is to be reinstalled, supply all materials and equipment, including signal
mounting assemblies, anchor bolts, nuts, washers, and concrete, needed to complete the new installation.
City of San Luis Obispo
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87-21.03B Maintaining Existing Electrical Systems
87-21.03B(1) General
Maintain the existing electrical system in working order during the progress of the work. Conduct your operations
to avoid damage to the elements of the systems.
87-21.03B(2) Maintaining Existing Traffic Management System Elements During Construction
07-21-17
Section 87-21.03B(2) applies if a bid item for maintaining existing traffic management system elements during
construction is shown on the Bid Item List.
04-15-16
Traffic management system elements include:
1. Ramp metering system
2. Traffic monitoring stations
3. Microwave vehicle detection system
4. Changeable message sign system
5. Extinguishable message sign system
6. Highway advisory radio system
7. Closed circuit television camera system
8. Roadway weather information system
Obtain authorization at least 72 hours before interrupting communication between an existing system and the
traffic management center.
If the Engineer notifies you that an existing system is not fully operational due to your activities, repair or replace
the system within 72 hours. If the system cannot be fixed within 72 hours or it is located on a structure, provide a
temporary system within 24 hours until the system can be fixed. Perform a functional test of the system in the
presence of the Engineer. If you fail to perform the necessary repair or replacement work, the Department may
perform the repair or replacement work and deduct the cost.
If you damage an existing fiber optic cable, install a new cable such that the length of cable slack is the same as
before the damage, measured from an original splice point or termination. All splices must be made using the
fusion method.
You may interrupt the operation of traffic monitoring stations:
1. For 60 days if another operational traffic monitoring station is located within 3 miles
2. For 15 days if another operational traffic monitoring station is located more than 3 miles away
If a traffic monitoring station must be interrupted for longer periods than specified, provide a temporary detection
system. Obtain the Department's authorization for the type of temporary system and its installation method.
87-21.03C Modifying Existing Electrical Systems
Modify electrical systems as shown.
87-21.03D Removing Existing Electrical Systems
The components to be removed are shown on the project plans.
87-21.04 PAYMENT
Not Used
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
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DIVISION XI MATERIALS
90 CONCRETE
01-20-17
Replace Method 1 in the 4th paragraph of section 90-1.01D(5)(a) with:
07-15-16
Method 2
Add to section 90-4.01C(1):
01-20-17
Submit daily temperature data for internally monitored tier 1 PC concrete members each week as an informational
submittal.
Add between the 2nd and 3rd paragraphs of section 90-4.01C(3):
01-20-17
For internally monitored tier 1 PC bridge components, include the following as part of the QC plan:
1. Authorized mix design
2. Duration and method of curing
3. Concrete temperature monitoring and recording system details
4. Temperature sensor types and locations
5. Measures to ensure compliance with maximum temperature and temperature gain requirements, including
maximum concrete temperature at discharge and controlling enclosure temperature
Replace the list in the 3rd paragraph of section 90-4.01C(3) with:
01-20-17
1. Concrete plants
2. Material sources
3. Material testing procedures
4. Testing laboratory
5. Procedures and equipment
6. Systems for tracking and identifying PC concrete members
7. QC personnel
8. Methods for controlling internal concrete temperature
Add to the list in the 2nd paragraph of section 90-4.01C(4):
01-20-17
7. Daily temperature data for internally monitored tier 1 PC concrete members
Replace Temperature in the 2nd table in the 5th paragraph of section 90-4.01D(2)(c) with:
01-20-17
Temperature at time of mixing
Add to section 90-4.01D(2):
01-20-17
90-4.01D(2)(d) Temperature Monitoring
90-4.01D(2)(d)(i) General
At a minimum, provide temperature monitoring devices as shown in the following table:
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Temperature Monitoring Requirements
Component Steam curing Other curing methods
Tier 1 PC
bridge
components
except piling
and deck panels
1 internal temperature sensor
for each individually cast
member;
1 internal temperature sensor
for every 100 feet of bed length
for continuously cast elementsa
1 internal temperature sensor
for each individually cast
member;
1 internal temperature sensor
for every 100 feet of bed length
for continuously cast elementsa
PC piling, deck
panels, and
PS pavement
1 enclosure temperature sensor
for every 200 feet of bed length
for continuously cast elements
Not required
Other PC
components
1 enclosure temperature sensor
for every 200 feet of bed length
for continuously cast elements
Not required
aMembers not instrumented are represented by the nearest internal temperature
probe.
Temperature monitoring devices must provide an accurate, continuous, permanent record of the temperature
during curing activities.
90-4.01D(2)(d)(ii) Tier 1 Bridge Components
Except for piling and deck panels, provide a temperature monitoring and recording system during concrete
placement and curing for tier 1 PC bridge components. The system must consist of temperature sensors connected
to a data acquisition system. The system must be capable of recording, printing, and downloading temperature
data to a computer. Temperature sensors must be accurate to within ±2 degrees F.
Position each internal concrete temperature sensor as shown in the following table:
Internal Concrete Sensor Locations
PC component Sensor location
Wide flange, ʹI', and
bulb tee girders
6–8 inches below top surface along
center line at midpoint
Other girder shapes 6–8 inches below top surface along
center line of stem at midpoint
Deck slabs Center of element at mid-depth
Other elements Position sensor to provide
maximum concrete cover
Record temperature readings automatically at least every 15 minutes. You may discontinue temperature recording
(1) when the maximum internal concrete temperature is falling for a minimum of 1 hour, or (2) immediately
before stress transfer to the concrete.
Do not allow the ends of temperature sensors to come into contact with concrete supports, forms, or
reinforcement.
Correct equipment failures in temperature control and monitoring and recording systems immediately.
Add to section 90-4.01D(3):
01-20-17
For tier 1 PC bridge components that are monitored for internal temperature, the Engineer rejects components if at
any temperature sensor (1) the maximum internal concrete temperature exceeds 165 degrees F, or (2) the internal
temperature gain exceeds 40 degrees F per hour. If the maximum internal concrete temperature is from 161 to 165
degrees F, the Engineer reduces payment for furnish PC concrete member by a percentage equal to 2 times the
difference of the maximum measured temperature in degrees F minus 160.
City of San Luis Obispo
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Add between the 3rd and 4th paragraphs of section 90-4.02:
01-20-17
For tier 1 PC concrete members with internal temperature monitoring:
1. Maximum internal concrete temperature must not exceed 165 degrees F at any temperature sensor
2. Maximum temperature gain must not exceed 40 degrees F per hour at any temperature sensor
Replace the 5th paragraph of section 90-4.02 with:
01-20-17
Portland cement based repair material must be on the Authorized Material List for precast portland cement based
repair material.
Replace the 4th item in the list in the 2nd paragraph of section 90-4.03 with:
01-20-17
4. Steam at the jets must be at low pressure and in a saturated condition. Steam jets must not impinge directly
on the concrete, test cylinders, or forms. During application of the steam, the temperature rise within the
enclosure must not exceed 40 degrees F per hour. Except for internally monitored components, the curing
temperature throughout the enclosure must not exceed 150 degrees F. Maintain the curing temperature at a
constant level for the time necessary to develop the required transfer strength. Cover control cylinders to
prevent moisture loss and place them in a location where the temperature is representative of the average
enclosure temperature.
01-20-17
Delete the 5th item in the list in the 2nd paragraph of section 90-4.03.
Add to section 90-4.03:
01-20-17
For internally monitored tier 1 PC bridge components with a maximum internal concrete temperature of 161 to
165 degrees F, the following apply:
1. Do not apply curing compound
2. Cure an additional 7 days using the water cure method
3. After 7 days apply a silane waterproofing treatment under the following conditions:
3.1. Silane waterproofing treatment selected for use must be on the Authorized Material List for silane reactive penetrating
sealers
3.2. Concrete surfaces must be completely dry when silane is applied
3.3. Apply a single application of undiluted silane under the manufacturer's application instructions until surfaces are
saturated
Replace section 90-9 with:
07-15-16
90-9 RETURNED PLASTIC CONCRETE
90-9.01 GENERAL
90-9.01A Summary
Section 90-9 includes specifications for incorporating returned plastic concrete (RPC) into concrete.
RPC must be used only where the specifications allow its use. Do not use RPC in pavement or structural concrete.
90-9.01B Definitions
returned plastic concrete (RPC): Excess concrete that is returned to a concrete plant in a plastic state and that
has not attained initial set.
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hydration stabilizing admixture (HSA): Extended set retarding admixture that controls and predictably reduces
the hydration rate of the cementitious material.
90-9.01C Submittals
Submit the following with the weighmaster certificate:
1. Weight or volume of RPC
2. Type, brand, and dosage of HSA
3. Time of adding HSA
4. Copy of the original weighmaster certificate for the RPC
5. Temperature of RPC
When requested, submit the HSA manufacturer's instructions, including dosage tables.
90-9.01D Quality Assurance
The material plant producing concrete containing RPC must be authorized under the MPQP.
For volumetric proportioning of RPC:
1. The volumetric container must be imprinted with manufacturer’s name, model number, serial number, the as-
calibrated volume and date of the last calibration. Cross sectional dimensions of the container must remain
the same as those during its calibration.
2. The device must be re-calibrated monthly and at any time when the container shape has been deformed from
its original condition or there is evidence of material build-up on the inside of the device.
3. The device must be held in a level condition during filling. Fill the device to the measure or strike-off line. Each
measurement must be filled to within 1.0% of the device as-calibrated volume.
4. The device interior must be cleaned after each measurement to maintain a zero condition.
For weight proportioning, proportion RPC with a weigh hopper attached to the plant at a position which allows
the addition of the RPC to the mixer truck with the conventional PCC ingredients. The plant process controller
must control the proportioning of RPC to within 1.0% of its target weight.
90-9.02 MATERIALS
90-9.02A General
The quantity of RPC added to the concrete must not exceed 15 percent.
The cementitious material content of the RPC must be at least that specified for the concrete that allows the use of
RPC.
Water must not be added to the RPC after batching, including in the truck mixer.
Use HSA for controlling and reducing the hydration rate of RPC.
Incorporate RPC by mixing into the concrete before arriving at the jobsite.
90-9.02B Returned Plastic Concrete
The RPC must not exceed 100 degrees F at any time.
If HSA is not used, RPC must be incorporated into the concrete before attaining initial set or within 4 hours after
batching of RPC, whichever is earlier.
If HSA is used:
1. Add HSA to RPC within 4 hours after original batching.
2. Measure and record the time, dosage of HSA, and temperature of RPC when HSA is added.
3. Mix the RPC under the HSA manufacturer's instructions after adding HSA or at least 30 revolutions,
whichever is greater.
4. Incorporate RPC into the concrete within 4 hours after adding HSA.
RPC must not contain:
1. Accelerating admixture
City of San Luis Obispo
277
2. Fiber
3. Pigment
4. Lightweight aggregate
5. Previously returned RPC
6. Any ingredient incompatible with the resultant concrete
90-9.02C Hydration Stabilizing Admixture
HSA must comply with ASTM C494 admixture Type B or Type D.
HSA must have a proven history of specifically maintaining and extending both plasticity and set.
HSA dosage must comply with the manufacturer's instructions.
90-9.02D Production
Proportion concrete containing RPC under section 90-2.02E.
Proportion RPC by weight or by volume.
90-9.03 CONSTRUCTION
Not Used
90-9.04 PAYMENT
Not Used
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
92 ASPHALT BINDERS
04-15-16
Replace the 4th paragraph of section 92-1.02B with:
04-15-16
Crumb rubber modifier used must be on the Authorized Materials List for crumb rubber modifier.
Production equipment for PG modified asphalt binder with crumb rubber modifier must be authorized under the
Department's MPQP.
Crumb rubber must be derived from waste tires described in Pub Res Code § 42703 and must be free from
contaminants including fabric, metal, minerals, and other nonrubber substances.
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
95 EPOXY
04-20-18
Replace the requirement in the row for Brookfield viscosity in the table in section 95-1.02H with:
04-20-18
9
^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^
96 GEOSYNTHETICS
04-20-18
Replace product name, manufacturing source, and date of manufacture in the 2nd sentence of the 1st
paragraph of section 96-1.01D with:
01-15-16
manufacturing source code
City of San Luis Obispo
278
Replace Apparent opening size, (min, inches) in the table in the 2nd paragraph of section 96-1.02O with:
01-20-17
Apparent opening size, (max, inches)
Replace section 96-1.02R with:
04-20-18
96-1.02R Geomembrane
Geomembrane must be:
1. Polyethylene or polypropylene
2. Water resistant
3. Unreinforced or scrim reinforced
Cushion fabric must be nonwoven.
Geomembrane and cushion fabric must comply with the requirements shown in the following tables:
Unreinforced Geomembrane
Quality characteristic Test method Requirement
Class A Class B Class C
Thickness, smooth (min, mil) ASTM D5199 20 20 20 Thickness, textured (min, mil) ASTM D5994
Tensile break strength (min, lb/in) ASTM D6693
Type IV 75 65 55
Puncture resistance (min, lb) ASTM D4833 45 40 35
Tear resistance (min, lb) ASTM D1004 20 15 10
Carbon black content (%) ASTM D4218 2–3
Scrim Reinforced Geomembrane
Quality characteristic Test method Requirement
Class A Class B Class C
Thickness, smooth (min, mil) ASTM D5199 20 20 20 Thickness, textured (min, mil) ASTM D5994
Tensile break strength (min, lb) ASTM D7004 250 200 150
Puncture resistance (min, lb) ASTM D4833 45 40 35
Tear resistance (min, lb) ASTM D5884 55 55 55
Ply adhesion (min, lb) ASTM D6636 20 20 20
Carbon black content (%) ASTM D4218 2–3
Cushion Fabric
Quality characteristic Test method Requirement
Mass per unit area (oz/sq yd) ASTM D5261 10 12 16 24 32 60
Grab tensile break strength (min, lb) ASTM D4632 230 300 370 450 500 630
Grab tensile break elongation (min,
%)
ASTM D4632 50
Puncture strength (min, lb) ASTM D6241 700 800 900 1100 1700 2400
Trapezoidal tear strength (min, lb) ASTM D4533 95 115 145 200 215 290
UV resistance (min, %) ASTM D7238 70