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HomeMy WebLinkAbout04/06/1999, C2 - SUBMITTAL OF ENGINEERING STANDARDS FOR ADOPTION council j agenda Repout C2 CITY OF SAN LUIS O B I S P O FROM: Michael D.McCluskey,Public Works Director Prepared by: Jennifer Lawrence,Engineering Technician SUBJECT: SUBMITTAL OF ENGINEERING STANDARDS FOR ADOPTION. CAO RECONEM EINDATTON: Adopt Resolution Approving Engineering Standards for Construction Projects DISCUSSION: From time to time staff reviews the standard drawings used in constructing facilities. Changes to these standards are made if wan-anted. The standard drawings are made a part of city projects and provided to the public to use in their projects. The City's Engineering Standards are used in conjunction with the California State Standard Drawings. Our standards reflect work which is unique to the City or not adequately addressed by the State. It is important that the City Council approve all standards used in projects. The act of Council approval allows the City protection under the law from future claims of damage that may be attributed to the improvements constructed using these standards. The legal term for this protection is "Design and Plan Immunity." In 1995 the Council adopted Resolution No. 8413 approving the Engineering Standards. At the same time,Council adopted Resolution No. 8414 authorizing the City Engineer to make minor changes to the Standards without Council approval. This allows quicker response to changing conditions. Staff has recently created a new standard and modified some existing standards. Out of a current total of 111 standards, 42 were modified since the last edition and 1 is new. The changes reflect modifications of current practice and state-of-the-art techniques in the design and construction of facilities. Of the 42 modified, the City Engineer felt that 9 were significant enough to bring to the Council for adoption because the changes involved either increased cost,changed the physical design or were needed to comply with previously adopted Council documents. A copy of the new and a detailed listing of the revised standards are attached to this report. The new item added to the standards is a boardwalk sidewalk design needed because of the recently adopted Railroad Area Plan which calls for certain area sidewalks to have a wood surface. Significant changes were made to the Uniform Design Criteria and Flexible Pavement Elements to make them consistent with the design standards included in the Pavement Management Plan. Sidewalk, curb ramps and driveways had changes in the steel reinforcement design which result in stronger walks, less likely to crack and cause an unsafe tripping hazard. The Utility Location detail was changed to allow gas mains to share trenches with wire utilities. This change was requested by the gas company and concurred with by the PG and E. The Hydrant standard now requires the hydrant to be painted. This will increase the cost for the installer but relieve the City Fire C2-1 Council Agenda Report—' I IITfAL OF ENGMEERING STAP .RDS FOR ADOPTION. Page 2 Department from having to paint the hydrant when they are first installed. Finally the Detector check valve vault steel reinforcing design has been modified. This will slightly increase the cost of the product but reduce cracking and breaking of the collar that holds the box in place. While these design changes are generally minor they are cost items to the builder and as in the sidewalk and pavement design relate to general performance. Some of the 42 revised standards have already been in use over the last year on individual City projects, receiving Council approval as part of the approval of plans and specifications. This has improved clarity and consistency during construction and they have proven themselves worthy of formal adoption. This packet does not include any revisions to street name sign standards. These will be presented for change after review by a Council subcommittee. CONCURRENCES: The Utilities Department has reviewed all new and revised standards pertaining to utility work. Public Works Department development review, construction inspection and engineering staff have input throughout the process. The Community Development Department has reviewed the new Boardwalk standard FISCAL IMPACTS: No significant fiscal impacts are foreseen. Attachments: Resolution Detailed listing of revised engineering standards Copies of 1 new and 9 significantly changed standards Complete copy of the revised Engineering(This will be in the Council office reading file) %M5_MMMVYAVV0PAXn0C1ftr4MUM=Y 6KAW paw Mg m".aa C2-2 RESOLUTION NO. (1999 Series) A RESOLUTION OF THE COUNCIL OF THE CITY COUNCIL OF SAN LUIS OBISPO APPROVING SNG STANDARDS FOR CONSTRUCTION PROJECTS AS PREPARED BY THE ENGINEERING DMSION OF THE PUBLIC WORKS DEPARTMENT WHEREAS, the Engineering Division of the Public Works Department is responsible for periodically updating the Engineering Standards, and WHEREAS, the Engineering Standards are necessary to ensure that public works facilities are designed and constructed to minimum acceptable standards to protect the health, safety and welfare of the public, and WHEREAS, legally adopted Engineering Standards are necessary to provide "design and plan immunity" thereby protecting the City from Possible liability, and WHEREAS, the Engineering Division has completed a revision of the current Engineering Standards, NOW, THEREFORE, BE IT RESOLVED that the City Council of the City of San Luis Obispo, California hereby: 1. Approves the City Engineering Standards attached hereto marked Exhibit °A°, to be included in a booklet prepared by the Engineering Division of the Public Works Department setting forth City Engineering Standards for design and construction of public works projects. 2. Authorizes the Public Works Department to prepare and C2-3 maintain a supply of said booklet for distribution. 3 . Authorizes the City Engineer to make minor modifications to the Engineering Standards under the provisions of Resolution No. 8414 (1995 Series) . Upon motion of seconded by and on the following roll call vote: AYES: NOES: ABSENT: the foregoing Resolution was passed and adopted this day of 1999. MAYOR ALLEN SETTLE ATTEST: CITY CLERK APPROVED AS TO FORM: rT C2-4 Detailed Listing of Revised Engineering Standards Std-# Title Description of Revisions 1010 Uniform Design Criteria -Notes added to Section A,Part 2 regarding cross slope,curb height,grade break and elevation -(Street Type and Traffic Indexes at A.3 revised May 1998) -Note added at A.4 regarding cold joint between curb and sidewalk -Notes B.3.e and f corrected to reflect metric units -Note added to B.4.a regarding new development drainage runoff 2110 Driveway Ramp -Re-bar specifications modified to reflect increase in steel 2111 Driveway Ramp required to address design flaws 4220 Mission Style Sidewalk 4440 Curb Ramp 6430 Detector Check&Vault 6010 Utilities Location -Add note stating gas limes may share trench with wire utilities per plans or standards approved by all Utilities occupying trench. 6310 Fire Hydrant Assembly -Re-bar specifications modified as noted above per standards 2110,2111,et al -Add note addressing requirements for pamtmg hydrant -Dimension setback to flange,not hydrant,for consistency between hydrant types 7110 Flexible Pavement Elements -Street Classifications and Traffic Indexes revised to reflect newly adopted Pavement Mangement Plan C2-5 f C2-6 NEW'STANDARDS 2m MIN. 2 7 4 3 29. SLOPE SEE ENG. STD. #4030 5 5=-6 SIDEWALK & BASE PER ENGINEERING STANDARD #4110 0OoOo SECTION A-A 3 t A A 100mm K12mmm MAX. GAPO - - -- R=6mm GAP O ' B . 100mm a 4: 10 0000 0 o SECTION B-B (OPPOSITE CURB) 4 4 PLAN NOTES: O1 DRAINAGE: There shall be a troweled 20mm x 25mm deep weep slot at 3m O.C. A PVC drain 40mm in diameter through curb face shall be aligned with troweled weep slots at curb. Pipe shall be cut flush with concrete. OLUMBER: All lumber shall be pressure treated Douglas Fir (PTDF), grade one or better. O3 STRINGERS: 50mm X 100mm (20x4') PTDF stringers at 250mm O.C., ram set to concrete. Edges and ends of stringers shall be 12mm from concrete. Stringer ends to hove a butt gap (space) of 12mm to 18mm. O4 DECKING 50mm X 150mm (2"x6") PTDF. Fasten to stringers with (2)-67mm galvanized drywall screws or equal at ends and at every third stringer per plan detail above. Decking shall be spaced at 3mm apart and shall hove a gap no greater than 6mm from concrete. Surface of deck shall be set flush with concrete. OS PAVEMENT REMOVAL & REPAIR: See Engineering Standard #4110 for pavement removal and repair. © FOR USE IN RAILROAD HISTORIC DISTRICT ONLY. REVISIONS BY APP DATE MY or New Standard JDL WAP 8-98 t" i Lus BOARDWALK STANDARD CURRENT AS OF: February 1999 OBISPO 41 40 C;2=8 REVISED STANDARDS UNIFORM DESIGN CRITERIA A. STREETS 1. Geometrics: All streets shall intersect other streets at right angles, and shall have at least 15 meters of centerline tangent, as measured from the prolongation of the cross-street property line to the angle point or beginning of curve. 2. Grades and Cross Slope: Streets shall be designed with a minimum grade of I% and a maximum grade of 15%. Design of street grades at intersections shall follow the principles indicated in the most current edition of AASHTO manual "A Policy on Geometric Design of Highways and Streets." Cross slope shall be considered during street construction and rehabilitation design. Cross slope is typically 2% but may range from 1.5%to 3%to accommodate terrain. For streets where curbs are at different heights, a quarter crown point is typical with the . crown no more than 3 meters from the high side curb face. The grade break at the gutter should not exceed 20%at a driveway to prevent vehicles from dragging the ground or sidewalk. Streets designed with super elevation shall be designed in accordance with current California Department of Transportation Highway Design Manual guidelines. 3. Pavement: Pavement design shall follow the California Department of Transportation Highway Design Manual, be based on a 20-year design life and the "R-value" of the subgrade material. New local streets shall be designed for a 50-year life. Pavement thickness shall be based on the following traffic indexes: Street Type Traffic Index New local residential street 6.5 Reconstructed local residential street 5.5 Local residential street with bus routes 7.0 Al other streets 8.5 Variations of these design standards may be approved by the City Engineer to meet individual circumstances. REVISIONS BY APP DATE crty Revise notes:Az 4,5 and B.4.s,b JDL WAP 2-99 M 1nofes B.4.gaWh JDL WAP 2_gg Q111111011 UNIFORM DESIGN version, ...eft conpages 3 and 5 JDL WAP 11.98 . X1115 UNIFORM CRITERIA STMDNW cuM'IErrr as W: F.Wy 7999 OBISpO 1010 See also Section B, Item 4b, and Engineering Standard #7110 for other requirements affecting street design. 4. Sidewalk: Curb returns shall be designed to minimize overly steep grades of curbs through the returns, to the satisfaction of the City Engineer. Generally, the grades of curb returns should not exceed the grades of the adjacent streets and should accommodate state standards for accessible curb ramps. Sidewalk shall be designed and constructed per Engineering Standards#4010-4130. Standard sidewalk width is 2 meters. Commercial sidewalk widths are 2.5, 3.0 and 3.5 meters, depending on the location of the commercial development. In areas where these widths cannot be maintained, sidewalk shall have a minimum of 1.5 meters clear width, including the curb top. All sidewalks shall have a minimum thickness of 100 mm, and driveways shall have a minimum thickness of 150 mm. Integral curb, gutter and sidewalk shall be constructed without a cold joint between the curb and the sidewalk. 5. Accessible Curb Ramps: Curb ramps shall be installed at all intersections where sidewalks exist or are to be built at some future date. Handicapped ramps should be located in the most logical place to accommodate pedestrians crossing in the crosswalk. Curb ramps shall be constructed per Engineering Standards #4140 or 4141 and comply with the provisions of the ADA. Any deviation from standards requires a finding of unreasonable hardship by the City Engineer. 6. Mission Style Sidewalk: The following requirements apply to the construction, replacement, or repair of Mission Tile Sidewalk which may be installed only in the Downtown Mission Sidewalk District, which is defined in Resolution No. 4183(1980 Series). a. Mission Style Sidewalk shall be constructed per City Engineering Standard #4220. Construction per Standard #4210 shall only be by determination and approval of the city Engineer. b. Tree wells shall be constructed per City Engineering Standards#8130 and 8140. REVISIONS By_ APP DATE City Of Revise notes:A.2,4,5 and B.Z,b JDL WAP 2-99 aloigg l US an UNIFORM DESIGN Add notes B.4.g and h JDL WAP 2-99 Melt conversion,pages 3 and 5 JDL WAP 11-98 CRITERIA STANDARD CUMU r As OF. �,y,m Ea,,, OBISPO 1010 c. All driveways, curb ramps, and catch basins shall conform to Mission Style Sidewalk requirements. Driveway ramps shall not be constructed with file inlay. Instead, the tile row shall return towards the right-of-way line at each side of the driveway. d. All sign posts and parking meter posts shall be relocated behind the tile row and be installed per City Engineering Standards#7210, 7220, 7230, and 7240. e. All utility vaults, water meter boxes, and sewer cleanouts shall be relocated behind the tile row, when possible, shall conform to City Standards, and shall be special ordered to be colored with DAVIS Adobe#5964. All lids and covers shall be cast iron, iron diamond-plate, or concrete colored with DAVIS Adobe#5964. f. City-approved flag sockets shall be installed, at locations determined by City Engineer. g. All new installations shall include curb and gutter. h. Any existing feature in the sidewalk that is of a special, unique, unusual, or historic nature, as determined by the City, shall not be replaced, removed, or altered without specific approval of the City Engineer. All construction of Mission Style Sidewalk shall require review and approval of proposed project by the City Engineering Department prior to construction. B. DRAINAGE 1. General: New development shall accept historic flows from upstream, and convey them in a non-erosive, non-damaging manner to a safe point of disposal, which is either. a. A street, storm drain, or improved drainage channel which must have adequate capacity, or b. A natural creek. All drainage improvements shall be capable of handling the design storm based on ultimate development upstream, and comply with the following standards. 2. Design Standards: a. "Major waterways," are identified to be the following creeks within the city. The design standard shown should be used in designing creek facilities and establishing setback lines. Final adoption of these standards is dependent upon an evaluation of the impacts associated with implementing the standard. REVISIONS BY APP I DATE Revise notes A.2 4,5 8W 8.4.a,b Of JDL WAP 2-99 Qi��p���p pCTLsap UNIFORM DESIGN 9dd notes B.4.g and h JDL WAP 2-99S M&ft Ca vwslon,Pages 3 and 5 JDL WAP 11.98 CRITERIA srAMMO cuRFtBrr As OF: Feb�199e ren OBISpO 1010 San Luis Creek 40 year above confluence 50 year below confluence Old Garden Creek 25 year Stenner Creek 50 year Prefumo Creek 50 year All other major waterways,defined as those having drainage areas of over 10.4 square kilometers,w01 be designed for a 100 year frequency storm. b. All other waterways shall be designed to the following standards: 1) "Secondary waterways;' which have drainage areas between 2.6 and 10.4 square kilometers, shall be designed for a 25-year frequency storm. 2) "Minor waterways," which have drainage areas of less than 2.6 square kilometers, shall be designed for a 10-year frequency storm. 3) The"n"values to be used in Manning's formula shall conform to the following: TABLE OF FRICTION FACTORS 1. Polyvinyl chloride(PVC)pipe 0.009 '2. vitrified clay pipe(VCP) 0.013 '3. Asbestos cement pipe(ACP) 0.011 4. Concrete cast-in-place or precast pipe 0.013 '5. Corrugated metal pipe(CMP) 100%paved 0.015 T. Corrugated metal pipe(CMP)paved invert 0.019 `7. Corrugated metal pipe(CMP) plain unlined 0.024 '8. Open channel w/concrete floor&formed concrete or block walls 0.015 9. Asphaltic concrete(smooth)road bean 0.015 10. Open channel with gunite lining 0.018 11. Sacked concrete rip-rap 0.030 12. Grouted rock rip-rap 0.030 13. Loose rock rip-rap 0.035 14. Landscaped channel To be determined `For analysis of emdsting systems only. VCP. ACP and CMP are not allowed for new installations. REVISIONS BY APP DATE Revise notes Az 4,5 and B.4.a,b JDL WAP 2-99 101 SM UNIFORM DESIGN Add notes B.4.g and h JDL WAP 2-99 Aleft convention,pages 3 and 5 JDL WAP 11-98 X115 AleftCRITERIA STANDARD CURRENT As OF: FeWWY 1999 Editn OBISpO 1010 4) Velocities in earth channels withvegetative cover shall not exceed the following: ALLOWABLE VELOCITIES FOR ERODIBLE CHANNELS (Metiers/Second) Range Eroded Resistant Type of Cover % Soils Soil a. Bermuda Grass sod 0-5 1.8 2.4 5-10 1.5 2.1 10+ 1.2 1.8 b. Sod-forming grass such as Kentucky Blue Grass, Buffalo Grass, 0-5 1.5 2.1 Smooth Brome, Red Top, Blue Gamma 5.10 12 1.8 10 0.9 1.5 c. Grass mature. Not recommended for use on slopes steeper than 0-5 1.2 1.5 10% 5-10 0.9 12 d. Bunch grasses,vines&similar open cover such as Lespedez, 0-5 0.8 1.1 Weeping Lovegrass, Ischaemum(Yellow Bluestem),Alfalfa, Crabgrass, Sudan Grass. Annuals(for temporary use). Not recommended for use on slopes steeper than 5%. The City Engineer may grant exceptions to the above chart. The listing of these grasses is for calculations only for existing conditions or approved planting, and is in no way intended to authorize their use. 3. Hydraulic Calculations: Developed areas shall follow methods described in "Streets and Highway Drainage," Vol. 1, ITS, current edition. Drainage design computations for developments shall be fastened together in one report, signed and sealed by the registered civil engineer preparing calculations, and shall include the following information: a. Storm intensity b. Drainage area in acres, shown on a hydrology map c. Runoff factor d. Time of concentration e. Meter3/second to each structure f. Meter3/second to each pipe 9• Flow-line elevation of each pipe and inlet h. Top-of-structure elevation or control elevation of inlets i. Water surface elevation at each structure j. Hydraulic grade line k. Pipe size, length, grade, material, including pipe gage or class. I. Plat map showing areas covered by water, and depth of water, for a 100-year design storm. m. Evaluation of impact on downstream peak flows due to any delays in peak flow caused by detention basins. REVISIONS BYLWAP2-99 rte, Revise notes AZ 4,5ande.4.a,b rDL if ��ryl��� UNIFORM DESIGN Add notes 8.4.g and h JDLIuSMable conversion,pages 3 and 5 JDL CRITERIA STANDARD o MMU As OF. FeNuary teas Edition OBISPO as 1010 4. Design Requirements: a. Developments: No new improvement shall be allowed which will divert floodwater to another location formerly not affected by flood flows. Drainage shall not be diverted to another drainage basin. New development shall not cause an increase in runoff to the drainage system below the development unless the area of the development is a part of an area master plan that has addressed increases in runoff and the master plan has been implemented. All new residential building pads being created shall provide for a first floor elevation a minimum of 300 millimeters above the 100-year storm high water elevation. In no event will drainage be permitted to overtop building areas either from surface runoff or from backup of natural bodies of water during a 100-year design storm. b. Streets: Streets shall be designed to contain 10-year frequency storm within 150 or 200 millimeter curbs to the approval of the City Engineer. Any additional discharge from a 10-year frequency design storm shall be carried underground in storm drains. Cross gutters will only be permitted at intersections. Cross gutters are to be avoided wherever possible. They will not be allowed on arterials, collectors, bus routes or cross traffic local streets. Traffic lanes on arterial and collector streets shall not be used to carry floodwaters for the design year storm. c. Storm Drains: All underground structures shall be provided with an alternate surface area that will safely cavy off storm waters should the structure become blocked. The surface area shall not be obstructed in such a way as to divert or block storm water endangering adjacent development Hydraulic gradelines in culverts flowing under pressure shall be no higher than 150 millimeters below inlet grates and manhole covers of all structures. Additions or extensions to existing culverts shall be sized in relation to the practical quantity of water that can reach that location and which can be safely carried, considering downstream restrictions, and as approved by the City Engineer. REMIONS JBYAPP DATE ORevise notes Az 4,5andB.4.a.b EW INU ,I SM UNIFORM DESIGN Add►rates R4.g and h 2-99 n��va�n,pages3and 5 t1-98 L1�IS CRITERIA s rMDARD CURRENT As OF: Febnrary ION EMm OBISpO s 1010 Due to the tendency for plugging and higher maintenance factor, drop inlets utilizing grated openings may only be allowed by special permission of the City Engineer. Circumstances warranting such grated inlets will be considered, - including steep slopes, limited space for extended curb opening inlets and effects on bicyclists. d. Open Channels: If velocity is erosive, the channel shall be designed to minimize damage. Erosion may be controlled by dissipaters, hard surface, or landscaping. Asphalt concrete will not be allowed for lining of any permanent channel. All channels shall have a minimum of 300 millimeters of freeboard. 600 millimeters may be required in major creeks. The minimum bottom width of lined channels shall be 2 meters, and the minimum bottom width of unlined channels shall be 2.5 meters, unless approved otherwise by City Engineer. A low-flow improved swale may be required. All constructed open channels with vertical walls shall be protected by a chain link fence at least 1.5 meters high. Access points for maintenance in all channels shall be no further apart than 350 meters. Where top width exceeds 15 meters, the developer may be required to improve an all-weather dust-free access and maintenance road at least 3.5 meters wide located between the channel and the chain link fence. Frequent access points, via driveways and parking lots, may be provided upon prior approval of City in lieu of an access road. Exceptions to the requirement may be granted on a case-by- case basis by the City Engineer. e. Natural Channels: Natural channels shall be handled in an ecologically sensitive manner. Any work affecting natural channels shall have the approval of all Federal, State and Local regulating authorities. f. Construction: When required by the City Engineer, the developer shall install and maintain devices that will control erosion and the deposit of silt and debris during and after construction and until accepted for maintenance by the City or by some other responsible organization. g. Land Development: New projects shall be designed to include improvements necessary to assure no increase in flood flows downstream. This condition may require local or regional floodwater detention/retention basins. Multipurpose basins are desirable. REVISIONS BY APP I DATE Revise notes:A.Z 4,5 and 8.4.a,b JDL WAP 2-99 ai�pu��lpali san� UNIFORM DESIGN dd notes:8.4.g and h JDL WAP 2-99 luS Metric comersion,pages 3 and 5 JDL WAP 11-98 CRITERIA srasmmw cmmwrAs oF: F w y im Ee6011 OBISPO 1010 h. Design shall be consistent with City Council Resolution 5138 adopting a Flood Management Policy, Standards and Action Plan or as later amended. C. WATERLINES 1. Size: Minimum water main size shall be 200 mm except a. A 150 millimeter main may be used in normal gridded street patterns where two 200 mm looped mains in adjacent streets are to be connected if the length is less than 105 meters and it will not have to support a fire hydrant. b. Dead-end mains require special approval of both Fire Dept and Utilities Dept. For dead-end mains the minimum size shall be: • 100 mm main if less than 45 meters long and serving less than 10 dwelling units. • 150 mm main if over 45 meters but less than 105 meters long and serving less than 25 dwelling units. • 200 mm main if over 105 meters but less than 210 meters long and serving less than 50 R-1 dwelling units (with triple valve at intersection) • 250 mm main if over 210 meters but less than 450 meters long and serving less than 75 R-1 dwelling units (with triple valve at intersection and 75 meter maximum fire hydrant spacing). 2. Location: Water mains shall be located per Engineering Standards #6010 and #6110 through 6140. Minimum clearance between mains and street surface shall be 1 meter. 3. Materials: All water main pipe shall conform to AWWA standards, and all waterline construction shall meet State Health Department standards. Only ductile iron and PVC water main pipe will be acceptable. Unless there are special design considerations, PVC mains shall be Class 150 DR 18, and ductile iron mains shall be pressure Class 150. 4. Fittings: Where water mains have adjacent fittings, the fittings shall be locked together with flanges. REVISIONS BY APP JDATE Revise notes:A-2,4,5 and B=ab JDL WAP 1 2-09 MY��IggllR��l ��� s�►nf UNIFORM DESIGN Add notes:B.4.g and h JDL WAP 2.99 Manic conversion,pages 3 and 5 JDL WAP 11-98 Lws CRITERIA STANDARD CURRENT AS OF: February 1999 Edfmf OBISPO 1010 5. Services: All new services shall be 25, 50 or 100 mm or larger. Size of water services shall be based on UPC, and adequate for maximum density allowable on each specific lot. Meters shall not be larger than service line. 6. Fire Protection: Fire hydrant location and service sizing shall meet the requirements of the Fire Department Developer's Guide. On mains of 300 mm and larger, fin: hydrant location and spacing shall allow, whenever possible, for the placement of a fire hydrant instead of a blowoff assembly at a low point in the waterline. Hydrant reflectors shall be installed for each hydrant in accordance with Engineering Standard#7920. D. SEWER 1. Design: Sewer main size shall be determined by designing for flowing half-full, considering the flow generated by the development, the ultimate upstream development, and infiltration. Minimum sewer main size shall be 200 mm; except a 150 mm minimum size main may be allowed for the last run which ends in a manhole and cannot be later extended to serve other properties. Laterals shall be sized to be adequate (100 mm minimum) for maximum allowable density on each specific lot. Sewer main slope shall be sufficient to provide 1 mps minimum velocity flowing half- full. Grades shall be designed from manhole outlets to inlets. Sewer main depth shall accommodate all lateral connections and allow a 300 mm minimum vertical clearance between laterals and other utility conduits. Design flow criteria are summarized as follows (for newly constructed mains only — City Engineer will provide data for older mains): Domestic Sewage(Liters/Person May) Average dry-weather flow(ADWF) 318 Peak dry-weather flow(PDWF) 795 x peak reduction factor REVISIONS BY APP I DATE RewisenMs:Az4.5endB.4.a,b JDL WAP 2-99 � i�llll��� UNIFORM DESIGN Add notes:B.4.g end h JDL WAP 2-99 Alainc conversion,Pages 3 and 5 JDL WAP 11-98 X115 CRITERIA sTMMAD cuM;MrrrAs oF: FeWum im anim OBISPO 1010 Stonn water Infiltration Inflow(Liters/Meter /Day) Not more than 1 dwellings/1600M2 well drained area 02 (or equivalent) lowland 0.3 More than 1 dwellings/1600 m2 well drained area 0.5 (or equivalent) lowland 0.7 Reductions in peak flows occur because of storage in the system and diversification of development. The estimated factors which should be applied to obtain peak dry-weather flows are summarized as follows: Population Range Peak Reduction Factor 0- 1,800 1.00 1,800- 2,600 0.96 2,600- 3,500 0.92 3,500- 5,000 0.88 5,000- 7,000 0.84 7,000- 9,800 0.80 9,800- 15,000 0.76 15,000- 35,000 0.72 35,000-50,000 0.68 Where two or more lines.enter a manhole, sufficient elevation difference shall be provided in the trough elevations, whenever possible, to prevent the smaller of the lines from being surcharged by the larger line(s) under normal operating conditions. Top of smaller pipe shall be no lower than top of larger pipe(s). Sewer mains and laterals shall be designed so as to be usable by each lot without the need for an ejector pump. Exceptions may be granted on a case-by-case basis by the City Engineer. Sewer laterals shall have backwater valves installed whenever the flood level rim of the lowest fixture in the building (including basements) is less than 300 mm above the rim of adjacent upper or lower manhole, whichever controls, as determined by the City Engineer. Curves may be permitted provided that pipe deflection is limited to manufacturers recommendations, with a minimum radius of 30 meters, and the curves are only in one plane (either horizontal or vertical) between adjacent manholes. Sewer mains and laterals shall be located as shown in Engineering Standards #6010, 6110- 6140, and 6810. 2. Manholes: Manholes shall be spaced no further than 120 meters apart. Upstream ends of sewer mains shall terminate at manholes. REVISIONS BY APP DATE Revise notes a$4,5 a6.a.a b JDLWAP 2-9g `41101111 SM UNIFORM DESIGN Add notes BAand h JDL WAP 2" hdeftconersion,pages 3and 5 JDL WAP 11-98 LLiIS CRITERIA STANDARD CURRENT AS OF: FebnsW 0131sw 1010 All inlets shall be designed and installed such that the top of pipe elevations match, as much as possible. All manholes shall be constructed with precast bases as shown in Engineering Standards#6610 and 6620. Minimum manhole width shall be 1.2 meters. Brick or block mariholes will not be allowed except under special circumstances where it is not feasible to construct pre-cast manholes. Manholes shall be 1.2 meters in diameter unless the size and/or number of inlet(s) and outlet(s)warrants the use of a 1.5 meter diameter manhole. Concentric cones shall be used. Eccentric cones may be used only in special cases, and only with approval of the City Utilities Engineer. Steps will not be allowed in manholes. Manholes shall be watertight. Manholes shall not be located at the centerline of intersections. Manholes which are expected to experience turbulence or large build up of gases such as experienced at siphons, shall have a protective coating or liner. The Utilities Engineer will make the final determination of which locations will require the coating or lining. The coating or liner proposed by the Engineer, must be approved by the Utilities Engineer. An all-weather access at least 4 meters wide must be provided to all manholes for maintenance with truck-mounted equipment The access road grade shall not exceed 20%, and a truck tum-around may be required at convenient points. 3. Materials: Vitrified day pipe (VCP), asbestos cement pipe and bituminous fiber pipe shall not be permitted for mains or laterals. Concrete pipe will be permitted only for sizes of 450 mm and larger, and then subject to the approval of the City Utilities Engineer. Cast iron (Class 150), and PVC (DR 35) may be used for sewer mains. Laterals shall be cast iron (Class 150), PVC (DR 35), or Schedule 40ABS. Other pipe materials may be allowed with prior approval of the City Utilities Engineer. Lateral connections to main shall be made with a factory-fabricated wye and a 1/8 bend, of the same material as the main. Cement or hot-pour joints will not be allowed. Rubber coupler joints such as "Band Seal' or"Caulder Coupling" may be used. Changes in grade shall be made using appropriate fittings. Abandoned laterals shall be disconnected at the main, and capped at both ends and the main with an approved watertight seal. REVISIONS BY APP I DATE CI Of Reviseno0ssA2,4,5and8.4.e,b JDL WAP 2-99 ,qR �� � UNIFORM DESIGN dd notes t3.4.g and A JDL WAP 2-99 jS Metric mnren,ron,pages 3 and 5 JDL WAP 11-98 CRITERIA STMD W ara UNTAs OF: Fewuwy IM EQNon OBISPO 1010 E. SURVEY 1. Street Monuments: Street monuments shall be set to reference street centerlines at all intersections, angle points, beginning and ending of curves, radius point of cul-de-sacs, and at tract boundary as required by the City Engineer. Monuments shall be set no further apart than 150 meters along centerlines, and shall be shown on the final subdivision map. Monuments shall be constructed per Engineering Standard #9020. 2. Tract Boundary Monuments: Tract boundary monuments shall be set to reference tract boundary lines at all angle points, beginning and ending of curves, and intersections with street right-of- way lines. Tract boundary monuments shall be set no further apart than 150 meters along boundary lines, and shall be shown on the final subdivision map. Tract boundary monuments shall be constructed of iron pipe, no smaller than 40 mm in diameter, no shorter than 760 mm in length, capped and stamped with either the land surveyor's or registered engineer's number, and indicated by a marker stake extending above the ground surface. 3. Lot Stakes: Lot stakes shall be set to reference lot lines at all angle points, and beginning and ending of curves, except where said point is to be set with a tract boundary monument Lot stakes shall be constructed of 19 mm plugged galvanized pipe at least 450 mm in length, or a #10 rebar with plastic cap. If a lot comer falls on concrete or rock, the comer shall be set with a lead plug. All comers shall be tagged or marked with either the land surveyor's or registered engineer's number. All lot stakes shall be set at ground surface, with white marker stakes located immediately adjacent Offset staking or alternative staking will not be allowed without prior approval of the City Engineer. F. PROJECT PLANS 1. All improvement plans shall be prepared and signed by a registered Civil Engineer. The public improvement plans shall use the standards set forth in Engineering Standard #9920. Each utility company whose facilities are involved shall sign the REVISIONS BY APP DATE Revise notes A2 4,5 and B.4.a,b JDL WAP 2A9 MY lll���Qf sanUNIFORM DESIGN Add notes R4.g and h JDL WAP 2-99 eeetde conversion,pages 3 and 5 JDLWAP 11-98 S CRITERIA STANDARD CURRENT AS OF: Ferry,M Ed;b= OBIS PO , 1210 original plans indicating they have reviewed and approved the plans. Construction may not begin until the plans are signed by the City Engineer, and 3 copies are provided for the inspectors. At the completion of construction, one set of reproducible mylar as-built plans, 3 sets of microfiche, and an AutoCAD electronic file shall be provided to the City at no charge. REVISIONS BY APP JDATE Revise notes AZ 4,5 and B.4.a,b JDL wAP 2-� m��i���llgll�ll ' � UNIFORM DESIGN W notes B.4.g and h JDL WAP 2-99 S Meft wrr ersion,pages 3 and 5 JDL WAP ,9-98 CRITERIA srnraww CUPFEW AS OF. Ferry,"S Edi, OBISPO 1010 1.2 m MAX. RAMP- 1.8 m MIN. SIDEWALK EXTENSION 150 mm 25 MAX— � �� .;, . :..• 25 mm HIGH UP 250 mm • .r 10% MqX�� 300 mm mm REBAR (SEE CLASS 3 AGGREGATE BASE, 150 mm MIN. NOTE E) DEPTH UNLESS OTHERWISE SPECIFIED. SECTION R MIN.=55. SE YIN.=25 LIMIT OF REINFORCEMENT REBAR REINF. —` (SEE NOTE E) (SEE NOTE E) CROSS SLOPE 2% MAX. > 6 m CROSS SLOPE 4% MAX. < 6 m • BACK OF RAMP R/W 75 mm I I R/w (TYP') N a. W N • W W C COLD JOINT OR K COLD_ EXPANSIONTOR JOINT H W ca rn EXPANSION JOINT 4 7� i = DOWELS Eo :. .' .COLD JOINT :.. ` (SEE NOTE D) n = W x'•. E W .,.. WEAKENED i N :'.'a. m PLANE: .. cJOINT.-JOINT. GUTTER TILE FOR MISSION AREA 1 m Z_ PLAN 1 m 150 mm (SEE NOTES 1-3) ( 50 mm CURE) DRIVEWAY ( 50 mm CUR ) TYP. CURB FACE 1'2 m WIDTH 1.2 m SIDEWALK (!00 mm CU ) ( 00 mm CURE) ELEVATION GUTTER GRADE GENERAL NOTES: A A DEPRESSION IN A NEW CURB AND GUTTER FOR A DRIVEWAY WILL NOT BE PERMITTED UNLESS THE RAMP AND SIDEWALK DOENSION ARE CONSTRUCTED ALSO. B. SLOPE OF RAMP IS A STRAIGHT GRADE FROM THE TOP OF THE BACK OF RAMP TO THE TOP OF THE UP AT THE GUTTER C CONCRETE SHALL BE CLASS 3. SLUMP: 50 mm MIN., 100 mm MAX D. DOWELS AT EXPANSION. OR COLD JOINT, WITH NEW CONSTRUCTION SHALL BE 125 mm SMOOTH BARS, 375 mm LONG AT 600 mm O.C., ONE END SHALL BE SLEEVED OR GREAM. I ALL RAMPS AND SIDEWALK SHALL BE REINFORCED WITH REBAR. /13 O 600 mm O.C.. CONTINUOUS BOTH WAYS, (REBAR SWl RLN CONTINUOUS THROUGH COLD OR EXPANSION JOINS). F. COMYERCML 6 INDUSIRAL ORNEIAY RAMPS SEINING MORE THAN SIX (6) PARKING SPACES SWILL BE 3 m DEEP (LANG) UNLESS OTHERWISE APPROVED BY THE CITY ENGINEER. G. SEE ENGINEMDIG STANDARD /4110 FOR NOTES REGARDING REQUIRED PAVEMENT REMOVAL & REPAIR. K IF DESIGN WILL NOT FR W11HN RIGHT-OF-WAY, USE ENGINEERING STANDARD J2111 IF APPLICABLE, WITH APPROVAL OF CITY ENGINEER I. IF R09-OF-WAY 6,y(QgE TWIN 3 m FROM CURB FACE, BACK OF SIDEWALK EXTENSION SHALL NOT EXTEND BEYOND 3 m FROM CURB FACE. ADDI NOTES FOR MISSION STYLE AREA • 1. CONCRETE SWLLL RE COLORED (DAVIS ADOBE'. f 5964) AND Stall HAVE A SALT FINISH. 2. TILE SHALL BE SET IN A MORTAR BED. WHICH 6 COLORED TO MATCH CONCRETE, AND SHALL BE FLUSH WITH COVER FRAME AND SIDEWALK 3. NO TILE SHALL BE SET IN MORTAR PRIOR TO APPROVAL OF COLOR BY CITY ENGINEER. •ADDm0ML A07ES FOR MISS N STYLE AREA SNKL APPLY AV 1MDSE AREAS DESIGNATED AS MWON S/1'LE SIDETYALK ARFA PER C11Y MMM RESOLIAION 4183. REVISIONS !JDL APP DATE a f Of New border WAP9-97 (qqSn DRIVEWAY RAMP Revise • e—bar specs WAP ff-98 jExp. joints, approach WAP 3-98 ��y�lS STANDARD STANDARD CURRENT AS OF: February 1999 OBISPO 21 10J 1.2 m MIN. RAMP - VARIES SIDEWALK 150 mm M 25 mm HIGH UP 250 mm .a - 1 7. LNAX�� I ■ 300 mm mm CLASS 3 AGGREGATE BASE SECTION REBAR (SEE 150 mm MIN. DEPTH UNLESS NOTE E) OTHERWISE SPECIFIED. R MIN.=55, SE MIN=25 REMODEL PRIVATE DRIVE LIMIT OF REINFORCEMENT TO MATCH DEPRESSED (SEE NOTE E) / SIDEWALK CROSS SLOPE 2% MAX. > 6 m REBAR REINF. BACK OF RAMP CROSS SLOPE 4% MAX. < 6 m • (SEENOTE E) 75 m R/W (Typ•) COLD JOINT OR Z EXPANSION JOINT MAX 8 335 8.33% COLD JOINT OR � E to W �- EXPANSION JOINT cm 0 MAX o WEAKENED ' cl N PLANE _ JOINT j x o DOWELS 3 3 .;.COLD JOINT'.. ; N (SEE NOTE D) CD H W 1 N GUTTER PLAN m 150 TILE FOR MISSION AREA 1 m (SEE NOTES 1-3) ( 50 mm CUR ) DRIVEWAY ( 50 mm CUR ) ' CURB FAC ( �11 m CURE) WIDTH 1 2 m SIDEWALK DEPRESSED SIDEWALK (FOO mm CURE) ELEVATION CU TER GRADE GENERAL NOTES: A. A DEPRESSION IN A NEW CURB AND GUTTER FOR A DRIVEWAY WILL NOT BE PERMITTED UNLESS THE RAMP AND SIDEWALK EXTENSION ARE CONSTRUCTED ALSO B. SLOPE OF RAMP 6 A STRAIGHT GRADE FROM THE TOP OF THE BACK OF RAMP TO THE TOP OF THE UP AT THE GUTTER. C. CONCRETE SMALL BE CLAS 3. SLUMP. 50 mm MIN.. 100 mm MAX. D. DOWELS AT EXPANSION. OR COLD JOINT. WITH NEW CONSTRUCTION SWILL BE 12.5 mm SMOOTH BARS, 375 mm LONG AT 600 mm O.C.. ONE ENO WALL BE SLEEVED OR GREASED. L ALL RAMPS AND SIDEWALK SW41L BE REINFORCED WITH REBAR. /13 O 600 mm O.C.. CONTINUOUS BOTH WAY$, (KEBAB SOIL RUN CONTINUOUS THROUGH COIR OR EXPANSION JOINTS). F. COMMERCIAL & INDUSTRIAL DRIVEWAY RAMPS SERVING MORE THAN SDC (6) PARKING SPACES SHALL BE 3 m DEEP (LONG) UNLESS OTHERWISE APPROVED BY THE CITY ENGINEER. a SEE ENGINEERING STANDARD /4110 FOR NOTES REGARDING REQUIRED PAVEMENT REMOVAL & REPAIR. H. THIS DESIGN MUST BE APPROVED FOR USE BY ENG NEER. ADDI NOTES FOR MISSION STYLE AREA: ■ 1. CONCRETE SHNLLL BE COLORED (DAVIS ADOBE. / 5964) AND SHALL HAVE A SALT FINSK 2. TILE SHALL BE SET IN A MORTAR BED, WHICH 6 COLORED TO MATCH CONCRETE, AND SHALL BE FLUSH WITH COVER FRAME AND SIDEW/LLK, 3. NO TILE SHALL BE SET IN MORTAR PRIOR TO APPROVAL OF COLOR BY COY ENGINEER l •AOO11VW NOTES FOR MaSION STYI£AREA SHILL APPLY GI THOSE AREAS DES/CA MD AS 105 M VME=ETYAUI AREA PER CNY COUNC2 RESOLNNTON 418J. REVISIONS BY APP I DATE crcy O� New banter JDL WAP s—s7 Shc1 DRIVEWAY RAMP Revise re—bar specs JDL WAP »-sa IIS RIGHT—OF—WAYS Exp. joints, approach JDL WAP 3—s8 LESS THAN 3 METERS STANDARD CURRENT AS OF: February 1999 �8� 0 2111 Q, 1 C C B ,s D A B 2 A PLAN a E Varies E 0 g o Agg. base, SECTION A—A class 3 E E E 325mm6 0 E 10 3 O M 2 7 5 — 150mm 8 15 SECTION C—C SECTION B—B SECTION D—D NOTES: (D Concrete shall have a salt—finish and shall be colored t0 No tile shall be set in mortar prior to approval of the (DAVIS Adobe #5964). P.C.C. shaft be Class 3. color by City Engineer. O Tile to be KRAFTILE. Old Mission hard—fired, 11 Tiles shall be trimmed or arranged to allow mortar Niles Red, 14mm x 295mm square or approved equal. points to coincide with expansion joints, tree wells, etc. (3)Tile shall be set in colored mortar bed, to match concrete. 12 See Engineering Standard #1030 for further require—. ments. 4O Surface of sidewalk to slope 2% toward curb. 13 See Engineering Standard X4110 for notes regarding OFor driveways increase thicknesses to: Aggregate required pavement removal & repair. base-150mm; Concrete-150mm min. thickness. 14 All utility vaults and boxes shall be located behind ©Vire mesh, 150 x 150mm, 10/10 go. the tile row. All vaults and boxes shall be integrally colored 'DAVIS Adobe #5964'. All lids shall be cast Oj Rebar, #10 ® 600mm o.c., 300mm long, curb end iron, iron, diamond plate or integrally colored DAVIS bent 1 00m x 90'. Adobe #5964 in accordance with Engineering Standards. ®Smooth steel dowels, 12.5mm ® 600 o.c., 450mm long, 15 Expansion joints shall be placed at approximately 6m to be sleeved or greased. intervals and extend through the curb and gutter. O9 For curb and gutter, see Engineering Standard #4030. REVISIONS BY APP DATE New border JDL WAP 9-97QQ �san MISSION STYLE Revise re—bar specs JDL WAP 17-98 LqpqLuis SIDEWALK Revise Note 5 JDL WAP 5-9a TYPE 2 STANDARD CURRENT AS OF: February 1999 OBIS"O 4220 , -1.2m min. sidewalk landing_ Varies 1 Dom Flowline ............. 150mm Class 3 aggregate base. 100mm min. depth unless 150mm otherwise specified. R min.=55, SE min.=25 SECTION —ALTERNATE: Chord may be used with approval sidewalk landing of City Engineer Expansion or Expansion or construction t construction joint E "C6 Tooled (Not Cut) _r6mm 1.20n min. n3 6mm Sidewalk O GROOVING MAIL CURB FACE Gutter grade ELEVATION GENERAL NOTES: ,A- Romp location shall be at the middle of the curb return. Midblock locations shall be as determined by the City Engineer. B. Romp width shall be a flat plane, a minimum of 1.2m wide at the rear and a minimum of 1-2m wide at the curb edge. Slope of romp width shall be a straight grade from the top of the lip at the gutter to the rear of the romp. C. Central and side romps shall have a medium broom finish. D. Concrete shall be Class .3. slump 50mm min. to 100mm max. E. Dowels at expansion joints shall be 12.5mm smooth bars. 450mm long at 600mm o.c. F. Street surface within 1.2m of romp bottom may not slope greater than 5% in any direction. G. See Engineering Standard #4110 for notes regarding required pavement removal & repair. H. For corner romps, entire section from SCR to ECR shall be reinforced with rebar, #10 at 450mm o.c. or #13 0 600mm o.c. both ways. For midblock romps, entire romp romp and gutter shall be reinforced with some. OTHER NOTES: ORomp and/or landing length may be varied with approval of City Engineer, but in no case shall the maximum allowable slope be exceeded. Landing shall not slope more than 2%. Landing may be deleted if flares are sloped 8.33% or less and adjacent sidewalk is sloped 5% or less for 1.2m. $2 The romp shall have a 300mm wide grooved border with 6mm grooves at approx. 20mm o.c. (See Grooving Detail.) 3 Flares my be vertical where romp is in a parkway and flares do not connect to a sidewalk. Where flares connect to a sidewalk, flares shall be between 10.0% and 6.67%. REVISIONS BY APP I DATE New border Cn of Note H -revised. drafting JDL WAP 9-97 CURB RAMP JDL AP 3-98 CORNERS AND MIDBLOCK Revise re—bar specs 9" 60194 JDL WAP TYPE 1 STANDARD CURRENT AS OF: February 0131SPO d"2-75 4440 Power pole, 50 mm :. L T telephone street light, II`:_ yp duct g min. L (City Engineer may Cable TV �II H. phone pole "'�N 000' 600 mm or fire h d. 450 — require more depth) mm 1 II II y in 000 Secondary power m _ om 000 1 mm Telephone 450 min. Primary power I: . 300 mm R - 0000 000 R 300 300 I mm mmo ii rt I II II I I I I 900 mm 900 mm 900 mm 750 mm I Li u 1 min. min. min. min. —— — + 000 4— GAS — —— — o 000 000 STORM DRAIN + WATER* SEWER* 2 m 2 m 1 m 000 min. 000 125—'L ORTH or WEST SOUTH or EAST NOTES: side of street I side of street 1 Minimum vertical separation at all utility crossings shall be 150 mm. 2 All objects placed behind the curbfoce sholl maintain a horizontal clearance of 300 mm from the curbfoce for o height of 4.5 m. *See Engineering Standards 3 Maintain 1.5 m minimum horizontal separation between utilities. #6110 thru #6140. R Tree location 11 6 m max. R 6 m max_ � �Street tree easement m Public— — — —E a � —blic — — — —F Utilities n vaults N TREE ZONE CD ec�sement c R/W R/W Back of sidewalka: cr E Fire hydrant, utility pole 3 m from R on U.1 QI I I ¢lQ© or street light on IZ4 low side of lot 0 (Avoid driveway) NOTES (cont'd): Curb line STREET 450 mm 4 When sidewalk is less than 2 m wide, poles and hydrants shall be min_ be placed 300 mm behind sidewalk. Sidewalk shall have a minimum I I I of 1.2 m clear space. OS 1 m minimum horizontal clearance between unlike utility services. Q 5 © Gas lines may shore trench with wire utilities per plans or standards 3 m I 1.5 m approved by all Utilities occupying trench. REVISIONS BY APP DATE acy of New border JDL WAP 1-98 "� S an "Standards" Note JDL WAP 7-96 Ll�1S UTILITIES LOCATION Add Note 6 JDL WAP 5-98 STANDARD CURRENT AS OF: February 1999 OBISPO 6010 5 APPLICATION 2 1/2tt4 S/2' HYDRANT 1 STANDARD 1 2 JONES 3770 or . HYDRANT CLOW 2065 J W ' tj {'may W RESIDENTIAL JONES 3760 or '.I .:::'. v.. R-1 / R-2 2 1 CLOW 2060 V. • MAY BE USED ONLY WITH PERMISSION OF FIRE DEPT. NOTES: FIG. A o 03 � O1 Hydront shall have 6—hole flange and bronze caps. Outlets shall be manufacturer's 2 1/2" Notional Standard hose thread and 4 1/2" Notional Standard thread. 4 1/2" outlets shall point toward street. Hydrant 6 1 _. shall be bagged until it is available for use. Hydrant shall be painted with Sherwin Williams B54—Y38 4 Oil Base or on approved equal. Q Q3 Hydront shall be located behind sidewalk if sufficient right—of—way exists (Fig. A), or behind curb (Fig. B. C) If located behind sidewalk, 300 mm minimum clearance FIG. B shall be provided between back of sidewalk and o ®� outlet cap nut. 7 ®Standard setback from curb face, 450 to 530 mm. SO When located in unpaved area, hydrant installation shall J : - include 1.2 m x 1.2 m x 150 mm minimum P.C.C. pad / Q Ir doweled into curb and sidewalk, #13 ® 450 mm o.c. / a ©Hydront shall be installed to provide 75 mm min. to / 100 mm max. clearance between underside of flange °d, and sidewalk surface, and shall have 16 x 80 mm v' ^ • 5 drilled breakaway bolts installed, with nuts on top of FIRE =1EI1 FIG. C flange and bolts filled with silicone or butyl caulk. HYDRANT —IIS 7D Thrust block, Class 3 P.C.C., shielded from flanges and bolts. NOTES (cont'd): 1 11 Tapping sleeve — MUELLER ®Anchoring tee x M.J. x Swivel. If regularlar l ROMAC SST — stainless H-610, M.J., Class 125, Zine run tee steel, oro roved equal. is used, a swivel x solid � ' � PP q adapter (pup) shall be ©Topping valve — MUELLER used (see Engineering • ` .'• H-667, MA., 0—ring type, Standard #6320) I ° °: Class 125. @ Gate valve, M.J. x M.J., resilient _I I E I r=1 r — I f= ©Split in swivel gland shall seated with fully—encapsulated �i be offset from split in gate, epoxy—coated inside & outside, full—size topping sleeve by one waterway, open to the left, non—rising stem with bolt position. 0—ring seals, AVK, CLOW F-1600, or approved ®Laterals shall be PVC or equal, and shall conform to AWWA Standard ductile iron, 150 mm min. C-509. diameter. )See Egr.Std. #6340 for valve, valve well & collar details. 7 8 7 .aa . a. 'e WATER ® ® WATER MAIN TO MAIN IEIII 9 1 .IIEIIF ANCHORING TEE TAPPING TEE 1 ILIIE REVISIONS BY APP DATE mor Add Note 2. re—number JDL WAP 2-99fail SdYI FIRE HYDRANT Revise re—bar specs JDL WAP 11-98 A L M ASSEMBLY Dim setback to flange JDL WAP 8-98 00105 STANDARD CURRENT AS OF: February 1999 0131spQ 63 1 0 COVER PLATES: A. All vault cover parts and — — — frome shall be hot—dip galvanized after fabrication. B. Cover plates shall be complete 2 DIAMOND PLATE with reading lid and chain. STEEL lift—holes, stiffener, and mm bolt—downs. DIA C. Reading lid to be cut from \ cover plate. Location to be directly over meter and determined in field. 1 38� 0 rr+m J t o f y t B SLOPE 2% 15 .. ..a.• I I I e 13 16 14 Ld 0 11 Z 3 W o LU 250 mm 10 250 mm Z MIN. MIN. m 9 9 0 4 12 17 1 5 .I I ` ` 7 8 5 . .�. ....: .'. ... III=UNDISTURBED I I 1=1 t r GROUND 6 n— NOTES: 1 COVER PLATES (2)—Brooks No_745 (150 & 200 mm) or No.746 (250 mm) 11 DETECTOR CHECK—Hersey Model DC 2 READING UD 1 19 mm CURB STOP—Jones J-1901 3 METER VAULT TIERS—Brooks No.745 (150 & 200 mm) or No.746 (250 mm) 13 19 mm CHECK VALVE 4 CAST IRON PIPE 14 16 x 19 mm WATER METER 5 50 mm MORTAR 15 19 mm HOSE BIBB 6 P.C.C. VAULT FOUNDATION & PIER (See Engineering Standard #6440) 16 19 mm TEE 7 DRY PACK 17 19 x 50 mm REDUCER 8 GRAVEL BED 18 250 x 250 mm P.C.C. COLLAR, 9 FLANGE xM.J. ADAPTOR—Smith Blair 912 #13 BAR ALL AROUND 10 O.S.&Y. GATE VALVE W/FULLY—ENCAPSULATED RESILIENT SEAT— Dresser or Kennedy (Conforming to latest edition of AWWA Std. C509-80) REVISIONS BY 4APPATE G� prDETECTOR CHECK New border JDL -97San & VAULT Metric conversion SR -96 men Revise re-bar specs JDL -98 Luis FOR 150 mm, 200 mm STANDARD CURRENT AS OF: February 1999 OBISPO & 250 mm F 6430 100 mm min. 75 mm min. A.C. Pavement 000 Thickness ) Base Aggregate, Class 2 of Cover0 0 0Qi 0 O E Q0 150 mm Base, E 0 — Sub—Base, Class 3 O Class 3 Basement Soil 957. Compaction Limit GENERAL NOTES: A. Total thickness of cover depends on R—value of basement soil. All street sections shall be designed by traffic index (T.I.). Base thickness requirements shall be determined by traffic index (Class 2: 100 mm min.). Deep—lift design is an acceptable alternate. B. Pavement shall be designed for a 20—year life and shall be based on the traffic indexes shown below. New local streets shall be designed for a 50 year life. C. For paving in new subdivisions that is placed prior to construction of building, pavement thickness shall be increased from that which is derived from normal T.I. and R—value calculations by either: a. 15 mm if total 'section is placed prior to building construction. b. 25 mm if pavement construction is phased. THE FOLLOKIW IS AA'ZZ"PLE &712W AN RL-IFALPL' OF S. STREET SECTION THICKNESS IN MILOMETERS STREET CLASSIFICATION T.I. EXISTING BUILDINGS UNPHASED CONST. PHASED CONSTRUCTION AC BASE SUBBASE AC I BASE SUBBASE FINISH AC BASE SUBBASE NEW •• 6.5 75 130 285 90 130 285 40 65 130 285 RESIDENTIAL RECONSTRUCTED 5 5 75 130 205 90 130 205 40 65 130 205 RESIDENTIAL RESIDENTIAL W/ 7.0 100 180 250 115 180 250 40 90 180 250 BUS ROUTES ALL OTHER STREETS 8.5 105 210 300 115 210 300 40 120 210 300 In general, the traffic associated with on—site construction and minor grading can be accommodated by adding 15 mm to the AC in the street section. For phased construction, 25 mm of AC needs to be added to the total section. The first construction should place an AC thickness 15 mm less than the section called for by the required T.I. and then a finish layer of 40 mm is to be placed before the project is completed. Sections using other R—values shall be calculated similarly adding 15 mm and 25 mm, respectively, for unphosed and phased pavement construction. New streets and major widenings shall have a prime coat and shall hove a fog seal applied to all streets no more than 60 days prior to request for final acceptance by the City. Variation of these design standards may be approved by the City Engineer to meet individual circumstances. * Adopted by Resolution No. 8787 (1998 Series) "New Residential Street is defined as a street with new utilities constructed at the some time. REVISIONS BY APP DATE a/Or New border JDL WAP 1-98 511 FLEXIBLE PAVEMENT Metric conversion SR WAP 12-96 • tuts ELEMENTS Revise section. chart JDL WAP 5-98 STANDARD CURRENT AS OF: February 1999 OBISpO 71 1 0