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HomeMy WebLinkAboutResolution 26-92 RESOLUTION NO. 26-92 RESOLUTION OF THE COUNCIL OF THE CITY OF ATASCADERO ADOPTING ENGINEERING STANDARDS WHEREAS, it is necessary to establish uniform design criteria for construction within the public right-of-way; WHEREAS, establishment of Engineering Standards will provide this criteria. NOW, THEREFORE, BE IT RESOLVED that the Engineering Standards referred to as "Engineering Department Standard Specifications and Drawings" dated March 10, 1992 are hereby adopted. On motion by Councilman Nimmo and seconded by Mayor Shiers, the foregoing Resolution is hereby adopted in its entirety on the following roll call vote: AYES: Councilmembers Borgeson, Nimmo, Dexter and Mayor Shiers NOES: None ABSENT: Councilman Lilley ADOPTED: March 10, 1992 ATTEST: CITY OF ATASCADERO r _ v By: CCS, LEE RABOIid, CAty Clerk ALDEN SHIERS, Mayor APPROVED AS TO FORM: ART ER MO DON City Attorney APPROVED AS TO CONTENT: L4 GRM LUKE Director of Public Works Resolution No. 26-92 The document referred to as "ENGINEERING DEPARTMENT STANDARD SPECIFICATIONS AND DRAWINGS" dated March 10, 1992 are on file, under separate cover, with the City Clerk's Office and in the Public Works Department 0 DI M M kNDARD gPFrlFlr.ATI[1N� Alin nQe CITY OF ATASCADERO ENGINEERING DEPARTMENT STANDARD SPECIFICATIONS AND DRAWINGS APPROVED BY CITY ENGINEER: u+-�. g• t � 9 z REGOR LUKE DATE CITY ENGINEER R.C.E. 24873 EXP. 12/31/93 ADOPTED BY THE CITY COUNCIL BY RESOLUTION NO. 26-92 03/10/92 DATE CITY OF ATASCADERO STANDARD SPECIFICATIONS & DRAWINGS TABLE OF CONTENTS PAGE NO. SECTION 1 GENERAL REQUIREMENTS 1 1.01 Purpose and Intent 1 1.02 Definitions 10 1.03 Permits and Licenses 1 2 1.04 Safety 3 1.05 Control of Materials 3 SECTION 2 PREPARATION OF PLANS 5 2.01 General 5 2.02 Design Alternatives 6 2.03 Standard Drawing Conventions and Details 6 2.04 Plan Details 8 SECTION 3 INSPECTION 10 3.01 Pre -Construction Conference 10 3.02 Inspection During Construction 10 3.03 Final Inspection 10 SECTION 4 ROADS 12 4.01 Classification of Roads 12 4.02- Geometrics and Profiles 12 4.03 Specifications for Material and Construction 13 4.04 Erosion Control 15 4.05 Traffic Warning Devices and Guardrails 16 4.06 Slope Grading 17 SECTION 5 STORM DRAINAGE 18 5.01 General 18 5.02 Alignment and Capacity 19 5.03 Easements 20 5.04 Flow Calculations and Requirements 21 5.05 Hydraulic Design Criteria 22 5.06 Drainage Structures 24 5.07 Materials and Construction 5.08 Structure Backfill SECTION 6 SEWERAGE 6.01 General 6.02 Design Flow and Gradient 6.03 Location and Alignment 6.04 Depth and Size 6.05 Manholes 6.06 House Service Lines 6.07 Sewage Lift Stations, Force Mains and Treatment Plants 6.08 Kind of Pipe 6.09 Materials 6.10 Construction Requirements SECTION 7 7.01 7.02 7.03 INDEX TO DRAWINGS STANDARD DRAWINGS MISCELLANEOUS Fencing Utilities Street Trees 28 31 34 34 34 34 35 36 36 36 37 37 39 49 49 49 49 4117 SECTION 1 - GENERAL REQUIREMENTS 1.01 PURPOSE AND INTENT The purpose of these Standard Specifications. and Drawings is to provide minimum standards for the design, methods of construction, kinds and uses of materials, and the preparation of plans for construction, repair or alteration of streets, concrete structures, drainage and sewerage facilities within the City of Atascadero, where any portion of such improvement is to be offered to the City for operation and/or maintenance, where such improvement will ultimately serve five or more parcels, or where otherwise required. Any items which are not included in these Standard Specifications and Drawings shall be constructed in accordance with the State Specifications as defined below or as required and approved by the City of Atascadero Department of Public Works. 1.02 DEFINITIONS A. In these Standard Specifications and Drawings or the State Specifications the intent and meaning of the terms that are used shall be as defined in Section 1 of the State Specifications except as herein below specifically noted, revised or added. 1. Contractor. Shall mean any person or persons, firm, partnership, corporation or combination thereof who has/have entered into a contract with any person, corporation, company, or the City of Atascadero, for the construction of any improvement or portion of any improvement within the City of Atascadero. 2. Developer. Shall mean the owner or his representative. 3. Consultant. Shall mean any person or persons, firm, partnership or corporation legally authorized to practice civil engineering in the State of California who prepares or submits improvement plans and specifications on behalf of a developer to the City of Atascadero. 4. City. Shall mean the City of Atascadero. 5. Department. Shall mean the City of Atascadero Department of Public Works. 6. Engineer. Shall mean the Public Works Director or City Engineer of the City of Atascadero acting either directly or through his authorized representatives. 7. State. When State Specifications are applicable, the word "State" as used in the State Specifications, shall mean City of Atascadero. 1 8. State S ecifications. Shall mean the latest edition of Standard Specifications of the State of California, Department of Transportation- 9. ransportation-9. Laboratory. Shall mean any testing agency or testing firm which has been licensed by the State of California to act in such capacity and meeting the requirements of the Engineer. 10. AASHTO. Shall mean the American Association of State Highway and Transportation Officials, the standards (or latest revision) thereof. 11. ASTM. Shall mean the American Society of Testing Materials, the standards (or latest revision) thereof. 12. UBC. Shall mean Uniform Building Code, latest edition. 13. AWWA. Shall mean the American Water Works Association, the standards (or latest revision) thereof. 1.03 PERMITS AND LICENSES A. City Permits. Any Contractor and/or property owner wishing to do work under these standards and specifications shall obtain a permit or approved plans from the Department of Public Works prior to the start of construction. If such permit or approved plans has not been obtained, the work shall be stopped at the direction of the Engineer, who may cause the work already completed to be removed and the site restored to its original condition. Any Contractor performing work within the City right of way shall also obtain an encroachment permit, which may include requirements beyond those contained in these Specifications. B. CAL OSHA. Any contractor doing excavations of 5' or more in depth shall possess a current CAL/OSHA permit. A copy of such permit shall be presented to the department of Public Works prior to construction. C. State License. Any Contractor performing work under these specifications shall possess an appropriate, valid state license to perform such work. The Contractor or his duly authorized representative must be available on the job site during the time when any work is in progress. If such is not the case, work shall be stopped at the direction of the Engineer. D. Business License. -A City of Atascadero business license must also be obtained by any Contractor or subcontractor performing work within the City of Atascadero. 2 1.04 SAFETY A. General. All work shall be performed in accordance with the requirements of "Title 8" of the State of California Division of Industrial Safety. B. Trench Excavation Safety Plan Excavation for any trench 5' or more in depth shall not begin until the Contractor has received approval from the Engineer of the Contractor's detailed plan for worker protection. Such plans shall be submitted at least 5 days before the Contractor intends to begin excavation for the trench and shall show the details of the design of shoring, bracing, sloping or other provisions to be made for worker protection. No such plan shall allow the use of a protective system less effective than that required by the Construction Safety Orders of the Division of Industrial Safety. If such plan varies from the shoring system standards established by the Construction Safety Orders, the plan shall be prepared and signed by an engineer who is registered as a Civil or Structural Engineer in the State of California. The Contractor's attention is directed to the provisions of Section 6705 of the Labor Code concerning trench safety plans. C. Warning Signs. All signs, signals, flares, barricades, flagmen, or other warning devices necessary for the protection and convenience of the public during the construction phase shall be furnished, installed and maintained by the Contractor in accordance with the latest edition of the State of California "Manual of Traffic Control". Signs and other traffic warning devices must be in accordance with the latest edition of the State of California "Manual of Warning Signs, Lights, and Devices For Use in Performance of Work Upon Highways". D. Stockpiles and Trenches Excavated material shall be piled in such a manner that it will not endanger the work and will offer minimum obstruction to traffic. Open trenches and waste piles shall be adequately barricaded. Trenches in or adjacent to roadways shall be backfilled at the close of each working day. 1.05 CONTROL OF MATERIALS A. General. The Engineer may make such tests of any of the materials used in any work done under these specifications as he considers necessary. Samples of materials for testing shall be furnished to the Engineer without charge. In lieu of, or in addition to, tests by the Engineer, he may require properly executed certificates of compliance with these specifications from the manufacturer or fabricator of any materials used in any work done hereunder. Cost of all testing shall be paid for by person, firm or corporation making the improvement. Unless otherwise specified, all materials and construction methods shall conform to State Specifications. 3 B. Pipe. If pipe manufactured outside of the United States is to be furnished, all the tests required under these specifications shall be conducted within the continental limits of the United States by an established reputable firm operating in the testing of materials field. The testing firm shall submit a certificate that all the requirements of these specifications have been met. C. Substitutions. Requests for substitution of materials or methods differing from those set forth herein will be considered by the Engineer provided the requestor makes any such requests in writing and furnishes complete descriptive information thereon to the Engineer (including any additional information the Engineer may request) as early in this process as possible but, in any event, by..not later than the day on which the final improvement plans are submitted for final review by the Engineer. The Engineer will consider requests for emergency substitutions involving materials which suddenly become unavailable, provided requests for such emergency substitutions, including all data to show substitutions comply with specifications, are received at least 15 calendar days before date of use. 4 SECTION 2 - PREPARATION OF PLANS 2.01 GENERAL A. Plans Required. Complete plans and specifications for all proposed streets, drainage facilities, sewer systems, industrial and commercial development and subdivisions, including any necessary dedications and easements, shall be submitted to the Engineer for approval and must receive the required approval prior to the beginning of construction of any such improvements. Where improvements are required as a.condition of City approval of any development, including those where City acceptance of the public ways in said development is not intended nor imminent, improvement plans acceptable to the Engineer shall be submitted to assure the Department of Public Works that proper construction standards will be used, together with Performance Bonds and Labor and Materials Bonds as necessary to assure compliance. B. Submittals. Two sets of plans, specifications and special provisions, together with 2 copies of all computations, estimates, test data, cross sections, and such other items as may be requested by the Engineer, shall be submitted to the Community Development Department for approval. Additional copies of plans shall be submitted as may be required by the Community Development Department. One copy of the plans showing desired revisions will be returned. At such time as necessary revisions are made, the original drawings will be submitted for approval. No construction will be authorized or plan approved until such time as the Engineer signifies his approval by his signature on the original drawings. The Consultant shall then submit two prints of the approved drawings to the Engineer. Where the improvement plans submitted cover only a portion of the ultimate development, the plans submitted must be accompanied by the approved overall tentative plan, or a study plan if there is no approved overall tentative plan, showing topographic features of the ultimate development at an adequate scale to clearly show the proposed improvements. A print of the final map or parcel map shall be included with each set of subdivision improvement plans submitted. C. Alterations and Exceptions; Design Responsibility, There shall be no alterations made to an approved set of plans unless such alterations are submitted to the Engineer for approval. Excepted from approval are any features of the plans that are contrary to, in conflict with or do not conform to any Federal or State law, City Ordinance or Resolution, or generally accepted engineering practice, in keeping with the standards of the profession, even though such errors, omissions or conflicts may have been overlooked in the review of the plans. Responsibility for the design of the improvements is the sole obligation of the Consultant. The City's approval of the Consultant's plans does not relieve the Consultant of this obligation. 5 The procedure for revising drawings shall be as follows: 1. The Consultant shall make proposed alterations to the original drawings and shall clearly indicate the extent and nature of the change. 2. The Consultant shall clearly indicate the revision by numerical reference in the revision block (per Section 2.03 F) . 3. The Consultant's responsible registered civil engineer shall initial the revision. 4. When approved by the Engineer, the Engineer ---will initial the change on the original drawings. The Consultant shall then submit two sets of the revised drawings to the Engineer. 2.02 DESIGN ALTERNATIVES A. Design alternatives may be approved by the Engineer where the proposed alternate provides the same level of service, approximately the same estimated maintenance costs, and is not adverse to public health, safety and welfare. This provision is intended to provide for some flexibility in designing streets with bike ways, pedestrian paths and bridle paths; when an area specific plan has been approved showing an alternate to the standard drawings or where appropriate in order to provide compatibility with adjacent areas or existing improvements. 2.03 STANDARD DRAWING CONVENTIONS AND DETAILS A. Sheet Size Material Scale. Plans shall be drawn with ink on mylar (or equal) on 24" x 36" sheets with a 1" clear border. Minimum standard scales shall be: Horizontal of 1" = 401, Vertical of 1" = 4' or 101; or Horizontal of 1" = 50', Vertical Of 1" = 5' or 101. Smaller scales (i.e. 1" = 100') may be used in appropriate circumstances if approved by the Engineer. Adhesive applications or "stickyback" are acceptable if free of wrinkles or air pockets and resistant to chipping or smearing. B. _Lettering Sizes Legibility. Minimum lettering sizes (upper and lower case) shall be as follows: 1. Hand Lettering - 0.125" with a minimum pen size of .35mm or a #0 "Rapidograph". 2. Machine Lettering - 0.08" with a minimum pen size of .30mm or a #00 "Rapidograph". EXCEPTION: Standard Drawings may be reproduced on the plans at 100% original scale or larger (no reductions) as long as reproduction techniques produce a legible drawing'. 9 All components of all plans shall be legible as determined by the Engineer. C. Stationing and Orientation Whenever feasible, stationing shall run left to right, with North oriented to the top or right of the drawing. Where existing City approved plans are available, new plans shall conform to existing stationing if possible. D. vicinity Map. A vicinity map shall be included on each set of plans. E. Title Sheet. On improvement plans exceeding two sheets in the set, a separate title sheet shall be prepared. The index sheet shall include a vicinity map, an index of drawings, the Consultant's name, Professional Registration number and signature; the date, seal, and a block for the necessary approval of the Engineer. F. Title Blocks. Each sheet of the set of drawings shall have an approved title block showing the sheet title, sheet number, total number of sheets, date, scale, and the Consultant's name, signature, seal, and Professional Registration number; and the name or number of the subdivision if appropriate. An approved revision block shall be included. G. Right of Way. The boundaries of lots fronting on the street, right of way lines, drainage easements, utility easements, section lines and corners, land grant lines, and temporary construction easements both existing and proposed shall be on the plans. All right of way and easement lines shall be properly dimensioned. H. Topography. All pertinent topographic features which may affect the design, construction, and operation of the improvement shall be shown on the plans, including but not limited to the following: street lines, sidewalks, curbs, shoulders, location and size of storm and sanitary sewer systems, high water and frequent inundation levels, water and gas lines, existing structures, fences, houses, trees (with drip lines) and other foliage, drainage ditches, utility poles, fire hydrants, and all other features of the area which may affect the design requirements. Contour lines at 1' intervals for slopes less than 10%, 2' for slopes 10% to 30%, or 5' for slopes greater than 30% shall be shown. I. General Notes. All plans shall contain the City of Atascadero "Standard Notes for Improvement Plans" on file in the City Engineer's office. 7 2.04 PLAN DETAILS A. Grading Plans. (On Separate Sheet) 1. Show typical sections between all adjacent lots and between subject property and adjoining properties. 2. Show existing contours (per Section 2.03 H) of the property and surrounding properties for 50' minimum. 3. Indicate pad and street elevations and typical lot section. 4. Show all existing site features including structures, trees, poles, etc. 5. Erosion control measures. B. Composite Utility Plan. (On Separate Sheet) 1. Must be signed as approved by a representative of each utility. 2. Show all utilities, water, sewer, gas, telephone, electricity, cable TV, fire hydrants, and street lights. Show all utility services to each lot. Show all utility vaults, splice boxes, water meters, etc. C. Street Design Plan (On Separate Sheet) 1. Show existing and proposed centerline profile, all curb return profiles, all non symmetrical.curb profiles. 2. Show all street dimensions and cross-sections. Add note: "Structural section of street shall be determined by the "traffic index" and the "R" value of the soil." 3. Plan view should include all curbs, gutters, cross - gutters, catch basins, etc. Limits of paving shall be ` clearly indicated. All existing topography, trees, poles, structures, etc., must be shown. 4. Show all survey monuments, street name signs and traffic signs. D. Sewer, Water and Storm Drain Desitin 1. Sewer, water and storm drain design shall be combined on a separate sheet(s) and shall not be combined with street design sheets. 2. Show plan and profile locations of all sewer mains and sewer laterals, water mains and services and fire hydrants, and storm drains and catch basins. 0 3. Show all manholes, gate valves, air releases, and blow -offs. 4. Show hydraulic grade line for all drainage facilities. E. Details. The plans shall include a sheet(s) which shall show the following: 1. Typical street and road cross sections including curb, gutter and sidewalk. 2. Detail of all concrete structures. 3. Sections of drainage, sewer or water trench construction. 4. Miscellaneous details - street signs, monuments, etc. NOTE: The Detail Sheet may be omitted on small projects when sufficient detailing is included on the design sheets, if approved by the Engineer. F. Record Drawings. During the progress of the work, the Consultant shall maintain one set of prints of the improvement plans showing all constructed changes from the original design. Each change shall be approved by the Engineer before being made. Upon completion of the work, the Consultant shall revise the original tracings of the improvement plans to reflect all construction changes. The Consultant shall submit check prints of the Record Drawings to the Engineer for review. After any required revisions are made and the Engineer has approved the Drawings, the Consultant shall furnish the City with one reproducible mylar set of the completed Drawings. 9 SECTION 3 - INSPECTION 3.01 PRE -CONSTRUCTION CONFERENCE A. After approval of plans and specifications and prior to commencing construction, the Developer or Consultant shall schedule a pre -construction conference. The conference should be attended by the Developer, Consultant, Engineer, Soils Engineer, and representatives from all utility companies affected by the project. The purpose of the conference shall be to define the inspection responsibilities for the project, to review the order of work and safety/traffic control requirements, and to clarify the intentions and details of the plans as needed. 3.02 INSPECTION DURING CONSTRUCTION A. Inspection By Engineer. Each phase of any and all improvements constructed to these specifications must first be inspected and approved by the Engineer prior to the Contractor's proceeding with subsequent phases. Each phase shall be inspected as the Engineer considers necessary but in any case the Engineer shall make an inspection within two working days after receiving a request for inspection from the Contractor. B. Inspection By Consultant. On improvement projects required as a condition for subdivisions (parcel maps or tracts) or precise plans, the Developer shall employ Consultant to provide construction inspection for the project. The Consultant shall provide ongoing inspection as frequently as the Consultant deems appropriate to satisfy the Consultant that construction has been completed in substantial conformance with the plans and specifications. The Consultant shall be responsible for coordination of soils and material testing for the project. At the completion of construction and prior to the final inspection, the Consultant shall submit the following items to the Engineer: 1. Engineer's Improvement Certification 2. Soil Testing Reports 3. Material Compliance Reports 4. Record Drawings 5. Other documentation that may be required by the Engineer to determine satisfactory completion of the project. 3.03 FINAL INSPECTION A. Upon completion of any improvements which are constructed under and in conformance with these specifications, and prior to requesting final inspection, the area shall be thoroughly cleaned of all rubbish, excess material and equipment, and all portions of the work shall be left in a neat and orderly condition satisfactory to the Engineer. 10 Within 5 days after receiving the request for final inspection, the Engineer or his authorized agent will inspect the work. The Developer or his representative will be notified in writing as to any particular defects or deficiencies to be remedied. The Developer or his representative shall proceed to correct any such defects or deficiencies in accordance with the approved land use, construction, or grading permit or subdivision performance agreement. At such time as the work has been completed, a second inspection shall be made by the Engineer within 48 hours after notification that reinspection is desired to determine if the previously mentioned defects have been repaired, altered and completed in accordance with these Specifications. When the Developer has completed construction to the satisfaction of the Engineer, the Engineer will so notify the Developer and recommend acceptance of the project to the City Council. 11 SECTION 4 - ROADS 4.01 CLASSIFICATION OF ROADS A. General. Road classifications are defined by the circulation element of the General Plan or, if unspecified, by the Engineer. Roads are classified as follows: 1. Rural Local. Serves residential suburban areas used primarily for access to abutting property. 2. Rural Collector. Used in residential suburban areas to join rural local roads and to provide circulation to urban areas. This standard will also generally be used for roads in new residential suburban subdivisions. 3. Hillside Local/Collector. The Hillside designation applies to rural local or rural collector roads, only, in areas where extreme topography and vegetation dictate the use of minimum road standards. 4. Local. For use in urban areas providing access to residential single and multiple family and commercial uses. 5. Collector. A Collector road is one which will be used primarily in urban areas to enable traffic to move to and from minor roads and arterial roads. The Collector designations shall also apply to industrial zonings. 6. Arterial. An arterial road is one which is used primarily for the purpose of carrying traffic between State Highways and/or which is needed to serve large volumes of traffic within an urban area. 4.02 GEOMETRICS AND PROFILES A. General. Standards for design speed and horizontal and vertical geometry are defined in Standard Drawings 409 for Rural Roads and 410 for Urban Roads. Stopping sight distances for horizontal and vertical curves shall be designed based on these Standards. B. Cross Gradients. The minimum cross slope shall be 1%. The maximum shall be 5%. Wherever feasible a 2% cross grade shall be used. C. Vertical Curves. Vertical profile curves are required at all grade breaks of 1% or more. The minimum vertical curve length shall be 501. 12 D. Intersections. 1. When two streets intersect, neither street shall have a grade greater than 3% for a minimum distance of 40' measured from the curb line of the intersected street, except in unusually rough terrain. 2. Intersecting streets shall join within 10° of perpendicular. 3. Minimum curb radius shall be 301. Minimum property line radius shall be 201. E. Cross Gutters. No Cross Gutters will be allowed on Collector Streets or Arterial Roads unless no other provision can be made for adequate drainage. F. Pavement Widening Pavement sections on rural local and rural collector roads (including hillside sections) shall be widened on the inside of horizontal curves as follows: Radius 100' or less 101'-150' 151'-200' Extra Width 4' 3' 2' G. Right of Way. Right of Way requirements shall be as specified in the Standard Drawings. H. Pavement Transitions. Transitions for pavement widening fronting a project shall be provided with a minimum taper of 5:1. Longer transitions may be required by the Engineer. Adequate delineation of transition areas shall be provided. 4.03 SPECIFICATIONS FOR MATERIAL AND CONSTRUCTION A. General. All materials furnished and methods of performing any proposed work shall conform to and be done in accordance with the applicable portions of these Standard Specifications and Drawings, or if the method and materials are not completely set forth therein, the provisions of the State Specifications shall apply. Where a California Test Method is specified, it shall mean the one currently in use by the State. B. Structural Section. The required structural section for an improvement shall be based on "R" value (State Stabilometer Method) testing utilizing the T.I. (Traffic Index) established for the road by the Engineer. The Developer shall be responsible for providing the testing and calculations. Calculations shall include the safety factor defined in the State Highway Design Manual. C. Basement Soil. 1. Resistance factor "R" tests shall be made by the 13 developer as required by the Engineer. The location of the tests within the area shall be selected so that an average "R" value may be determined for the entire development area. 2. Relative compaction tests shall be made by Developer as required by the Engineer on subgrade material and material placed within the street areas of the development as specified by the Engineer. Said tests will be made prior to placing the next layer of material. Unless otherwise stipulated, the upper 12" of the subgrade shall be compacted to 95% relative compaction and 90% below 12". 3. A prime coat of MC -250 (MC -70 if approved) per Sections 36-1 and 93 of the State Specifications shall be applied on all roadbeds where the profile grade is 10% or steeper. D. Class II Aggregate Base Class II Aggregate Base shall conform to Section 26 of the State Specifications. E. Class III Aqcfregate Sub Base The percentage composition by weight of aggregate base shall conform to the following grading when determined by Test Method No. Calif. 202: Sieve Sizes Percentage Passing 1 1/2" - - - - - - - - - - - 100 No.4 - - - - - - - - - - - 40-60 No.200 - - - - - - - - - - - 0-15 The aggregate base shall also conform to the following quality requirements: Test Method Test No. Calif. _Requirements Resistance (R -value)* 301 70 Sand Equivalent 217 25 Durability 229 25 *The R -value requirement may be waived provided the aggregate base has sand equivalent of 30 or more. The work of furnishing, spreading and compacting the aggregate base shall be done in accordance with these specifications and Section 26 of the State Specifications. Minimum compaction of base material shall be 95%. F. Asphalt Concrete Shall conform to the requirements for Type B Asphalt Concrete AR 8000 as specified in Section 39 of the State Specifications utilizing the 3/4" maximum aggregate, or 1/2" maximum aggregate if specified by the Engineer. when required by the Engineer, a Fog Seal shall be applied to the completed surface and shall comply and be applied in accordance with Section 37-1 of the State Specifications. 14 G. Compliance Certificates The owner or developer shall provide certificate statements from the supplier of aggregate base and asphalt concrete materials certifying compliance with these specifications. H. Survey Monuments Survey monuments shall be provided at the following locations within an improvement: (1) Centerline of streets at intersections with other streets (Standard Drawing No. 426). (2) At the beginning and end of curves on the street centerline (Standard Drawing No. 426). (3) At all exterior subdivision corners or curve points of a Tract Map, a pipe at least 24" long and 1 1/2" minimum diameter shall be used. (4) Lot corners in a subdivision or parcel map exterior corners and parcel corners shall be monumented with 5/8" rebar 2411 long or better. Any original Atascadero Colony subdivision or street monuments within a project shall be replaced (and properly recorded) as follows: (1) Street centerline monuments shall be reconstructed per Standard Drawing No. 426. (2) Right of Way or property line monuments shall be reset with a 1 1/2" iron pipe 24" long set in a 6" diameter by 12" deep concrete footing. (3) Subdivision maps shall provide adequate ties to original monuments to enable their retracement. 4.04 EROSION CONTROL A. Drainage Installations Erosion control for all drainage devices, ditches, pipe inlets and outlets, energy dissipators and other appurtenant facilities shall be designed by a registered Civil Engineer in accordance with Cal Trans Standards, ITS "Street and Highway Drainage", or other accepted standards as approved by the Engineer. B. Slope Planting All cut and fill slopes steeper than 4:1 in. excess of 2' high shall be hydroseeded with the following hydroseed mixture, unless a landscape plan is submitted for approval: STANDARD HYDROSEED MIX 2 lb/ac California Poppy, 95% pure, 75% germination 15 4 lb/ac Lupen Suculentus, 99% pure, 75% germination 8 lb/ac Atriplex Semibaccata, 95% pure, 75% germination 12 lb/ac Festuca Megalura, 85% pure, 80% germination 3 lb/ac Nemophila Menziesii, 95% pure, 75% germination 2000 lb/ac wood fibre 120 lb/ac ecology control M -Binder C. Erosion Control Plan. If any construction is proposed between October 1 and April 1, an erosion control plan addressing interim erosion control measures to be used during the construction shall be submitted when required by the Engineer. 4.05 TRAFFIC WARNING DEVICES AND GUARDRAILS A. Temporary Signing All signs, signals, flares, barricades, or other warning devices necessary for the protection and convenience of the public during the construction phase and prior to final acceptance by the City shall be furnished, installed, and maintained by the Contractor. Signs and other traffic warning devices must be in accordance with the latest edition of the State of California "Manual of Warning Signs, Lights, and Devices for Use In Performance of Work Upon Highways". B. Temporary Barricades Where improvements only cover a portion of the ultimate improvement and where an improved street is proposed to be extended in the future, the improvements shall include a temporary type barricade at the end of surfacing of such a street to serve as a warning to the public. The barricade shall be constructed, erected, painted, and signed. (See Standard Drawing 428). C. Permanent Signing and Stripingo Permanent signing, delineation, and striping shall be installed as required by the Engineer. D. Guardrails. Guardrails shall be installed as required by the Engineer. They shall be designed in accordance with State Specifications unless an alternate design is approved by the Engineer. E. Warning Devices - Minimum Standard Rural Roads Where the Engineer has approved the use of minimum standards for rural roads (per Standard Drawing 409), additional warning and traffic control devices shall be required as necessary to mitigate the use of the standard. This shall include: 1. Special signage for minimum vertical and horizontal curves. 2. Signage for driveways with minimum sight distance. 3. Signage for reduced design speed areas. 16 4. Signage for steep grades. 5. Pavement marking, signage, delineation, berms, berm painting and/or guard rails as needed to mitigate distance to lateral obstruction such as trees. 4.06 SLOPE GRADING A. All slope grading and drainage control shall conform to current UBC requirements. Cut slopes shall not exceed 2:1, -fill slopes shall not exceed 2:1. Steeper slopes may be approved by the Engineer if substantiated by a slope stability analysis prepared by a qualified Soils Engineer or Engineering Geologist. 17 SECTION 5 - STORM DRAINAGE 5.01 GENERAL A. Purpose. These specifications are intended to meet the requirements of the National Flood Insurance Program. While it is intended to permit alternative methods of analysis and solution of drainage problems and to provide for other methods for those situations which do not lend themselves to solution by the following criteria, such alternative methods shall be based upon accepted engineering principles and shall produce results which achieve the product intended by the following specifications. It is the general purpose of these standards that waters generated by storms, springs, or other sources be contained on the area to be developed or carried through a system of waterways and conduits and disposed of in such a manner that adjacent improvements, existing or projected, will be free from flood hazard. Flood hazard is defined as potential damage by water having sufficient depth or velocity to damage improvements or to deposit or scour soil other than within channels. B. Design Criteria These standards are intended to provide general and some detailed design criteria. Most design details are left to the responsibility of the Consultant and may be handled by following good engineering practice. The design standards contained herein are minimal and alternates may be approved, provided such alternates are to a higher standard than those set forth. Exceptions to these standards may be allowed by the Engineer when it can be determined that such exceptions are in the best interest of the City. All drainage facilities other than those within the road right of way shall be maintained by an entity with taxing powers if possible. The Developer shall complete arrangements for such an entity or some other approved method prior to filing of the Final or Parcel Map. Each improvement shall be designed so as to not increase the rate of flow of water onto adjacent properties. An exception to this may be permitted by the Engineer if there are adequate downstream facilities or natural watercourses provided to handle the total flow without adverse affect on other properties. In this event, the Developer may be required to participate in the cost of said facilities, and/or obtain easements or other rights as needed. Unless an individual project required diversion of water to conform to a comprehensive drainage plan, water shall be received and discharged at the locations which existed prior to m development and as nearly as possible in the manner which existed prior to development. Should diversion be required, sufficient work shall be done upstream and/or downstream to provide all affected properties at least the same level of flood protection as existed prior to the diversion. 5.02 ALIGNMENT AND CAPACITY A. Capacity. Special provisions shall be made by the Consultant within the drainage system to insure that the inlet flow line elevations and the capacity of the drainage system is such that it may be extended to serve and to properly handle the entire drainage basin at the time of ultimate development. This is to include the entire upstream portion and the portion of the basin outside the development, regardless of existing conditions. B. Alignment. The diversion of natural drainage will be allowed only within the limits of the proposed improvement. All natural drainage must leave the improved area at its original horizontal and vertical alignment and with approximately the same discharge velocity as existed prior to development unless a special agreement indemnifying and approved by the City has been executed with the adjoining property owners. The general location for storm drainage lines shall be as shown in the Standard Drawings. Other general requirements for storm drains are as follows: 1. Storm drainage lines are to be parallel with the centerline of streets unless impracticable. The designer should avoid meandering, offsetting, and unnecessary angular changes (none to exceed 90°). Horizontal curvative is acceptable if within manufacturer's specifications. 2. Provide junctions between converging lines in such a manner as will minimize losses and utilize available velocity head, and locate the centerlines of the inlet and outlet soffits so that they will be approximately in the same plane and be as nearly as possible parallel to the resultant vector of the converging lines. 3. The vertical alignment shall be so designed to eliminate any ponding within the drainage system, other than where sump pumps are provided. Vertical curvative is not allowable. 4. Existing open ditches, paved channels, and swale flows shall be maintained as nearly as possible in their existing alignment. 19 5.03 EASEMENTS A. General. Drainage facilities must be located in a public street, road or lane, or within a public drainage easement. Necessary dedication for lines to be constructed on private property must be completed before the improvement will be approved for construction. Where a minor improvement of a drainage facility falls on adjacent property, written permission from the adjacent property owners for such construction and a copy of the approval of the adjacent owners shall be submitted to the Engineer prior to approval of the improvement plans. Agreements between property owners shall hold the City harmless from any damage claim arising from said agreement. Drainage easements shall be used for drainage purposes exclusively and shall not be combined with easements required for other public utility purposes unless it can be shown to the Engineer that dual use of said easement will not be conflicting. For natural waterways a drainage easement or right of way when required shall be provided which includes the entire waterway area plus freeboard. Prior to final approval, the easement shall be staked by the Developer's Consultant and reviewed by the Engineer. In the case of a natural waterway having banks with side slopes steeper than two horizontal to one vertical, the right of way may be required to be increased to provide width for not less than 2 to 1 slopes from the existing toe of bank, plus a 10' wide buffer strip. Additional right of way will also be required where unstable ground conditions exist. B. Easements for Closed Conduits. Easements for closed conduits shall meet the following requirements: 1. Minimum width of 15, with pipe at one-third point, on north or west. Whenever possible, rights of way for closed conduits shall be adjacent to property lines and outside of areas where structures are planned. Easements along property lines should be contained within a single lot and not straddle a lot line. 2. On pipes of 24" diameter and greater, or trenches exceeding 5' in depth, the easement shall have additional width to provide ample working space as required by the Engineer. 3. Provide access and working space rights. C. Easements For Open Channels Easements for open channels shall be a minimum of 15' in width and have sufficient width to contain the open channel with side slopes. Additional width for service access shall be as required by the Engineer. All channels having a top width in excess of 50' shall have a 15' service road on each side of the channel. 20 S. 04 FLOW CALCULATIONS AND REQUIREMENTS A. General. The solution of hydraulic design problems commonly encountered for areas not to exceed 200 acres may be made by the rational method using the material listed below: (See Standard Drawings 505 through 507) 1. Rainfall intensity -duration curve 2. Time of Concentration chart, and 3. Table of Runoff Coefficients. For special design problems or drainage areas in excess of 200 acres not susceptible to solution by the above mentioned references, the design engineer shall provide such reference, treatise, model study report, or prototype test as is necessary to confirm his hydraulic design. Improvements in natural water courses will not normally be approved unless the capacity of the improved waterway is at least that of the natural waterway. All building pads or first floor elevations shall be at least 1' above the 100 year storm flow elevation. B. Gutter Flow. Design depth of flow in gutters shall not exceed the top of a 6" curb for the 10 year flow. Where the discharge gutter capacity is exceeded, a storm drain or other facilities shall be provided to convey the excess flows. The 100 year flow shall be contained within the right of way. Drainage shall be designed to accommodate ultimate development of up -stream areas. C. Hydraulic Gradients The hydraulic grade line for closed conduits shall be a minimum of 0.50' below the elevation of inlet grates and manhole covers of all structures (25 year storm). Headwaters for cross culverts shall not be less than 1' below road centerline for a 25 year storm. Open channels shall be designed to convey the 10 year flow with freeboard, the 25 year flow without freeboard and provide for safe conveyance of the 100 year flow. D. Ultimate Development In computing runoff in a partial development, adequate provisions must be made for the drainage of the overall improvement, including possible commercial areas. E. Fencing Requirements For Channels 1. Constructed channels with side slopes 5 to 1 or flatter need not be fenced. 2. Natural channels need not be fenced, except where special hazards exist. 3. For constructed channels, (not excepted from fencing) a 5' high chain link fabric with tension wire shall be 21 installed on each side of the right of way, 6" inside the right of way line. At all road intersections fencing shall prevent public access to channel or culvert, and 14' wide chain link drive gates shall be provided at all points of access to maintenance ways, or to channels not requiring maintenance ways. 4. For minor channels with depths less than 3' and for localized areas steeper than 5 to 1 on other channels, the Engineer may allow the fence requirement to be waived. S. Fencing shall be constructed per Section 7.01. 5.05 HYDRAULIC DESIGN CRITERIA A. Flow Computations All flow computations shall be in accordance with the following: 1. Manning's Formula shall be used to compute capacities of all open and closed conduits. 2. The "n" values to be used in Manning's Formula shall conform to the following: a. Polyvinyl Chloride (PVC) pipe 0.009 b. High Density Polyethylene (HDPE) pipe 0.010 C. Concrete cast -in-place or precast pipe 0.013 d. Vitrified clay pipe 0.013 e. Corrugated Metal Pipe (C.M.P.) with paved invert 0.019 f. Corrugated Metal Pipe (C.M.P.) plain unlined 0.024 g. Open channel with gunite lining 0.018 h. Asphaltic concrete (smooth) road berms 0.015 i. Sack concrete rip rap 0.030 j. Grouted rock rip rap 0.030 k. Loose rock rip rap 0.035 1. Open channel with paved bottom 0.025 M. Earth channel 0.030 B. Closed Conduits. Shall be of either cast -in-place or precast reinforced concrete pipe, corrugated metal pipe, polyvinyl chloride pipe, high density polyethylene pipe or an approved equal. Corrugated metal pipe shall only be used for rural standard roads or downdrains. 1. Minimum pipe diameter allowable on any storm drain shall be 1811, except that 15" diameter pipe may be used for culverts of not over 20' in length. A lesser size may be used for down drains on fill slopes if approved by the Engineer. 22 2. Minimum design velocity in closed conduits shall be 2 f.p.s. when conduit is flowing to capacity and should not exceed 15 f.p.s. 3. Any drainage facility whose capacity is equal to or less than a 30" pipe shall normally be carried in a closed conduit in all subdivisions of an average lot size of less than 1 acre. 4. Closed conduits shall be designed to convey the 10 year flow with gravity flow, the 25 year flow with head, and provide safe conveyance for the 100 year overflow. C. Cover Requirements Cover requirements shall be as shown in the California Department of Transportation Highway Design Manual, Chapter 850, "Physical Standards", or as approved by the Engineer. At locations where the general minimum cover requirements cannot feasibly be obtained, the conduit shall be either encased in concrete or provided with a concrete cover or protected by other methods as approved by the Engineer for each individual circumstance. D. Open Channels. 1. Open channels may be natural watercourses, earthen channels, or channels lined with the materials listed below, provided that the selected lining material is approved by the Engineer for the particular channel reach: a. Low -growing grass, which will form a thick, dense sod. The proposed grass mixture is to be submitted to and approved by the Engineer. b. Rock slope protection facing class, Method B Placement, per Section 72-2 of the State Specifications. C. Concreted -rock slope protection facing class, Method B Placement per Section 72.5 of the State Specifications. d. Sacked concrete slope protection. e. Concrete slope paving. f. Air -blown mortar. 2. Minimum velocity for channels flowing full, with freeboard, shall be 2' per second. 23 3• Maximum velocity shall be as follows: a. Earth channels not to exceed velocity that would cause erosion (maximum 5, per second). b. Lined channels not to exceed 10, per second or as approved by the Engineer. 4. Freeboard of at least 1' or 0.2 of the specific energy (whichever is greater) shall be provided at 10 year design capacity for all channels. Where linings are required, they shall extend to the full height of freeboard. 5. For natural waterways, the design flow may be allowed in the natural overflow area if a drainage easement is provided, which will include the overflow area, and freeboard as specified above exists between the water surface and adjacent ground. 6. Drainage facilities shall be so constructed and areas adjacent to channels so graded that side drainage will enter in a manner which will prevent erosion within the rights of way. This will often require constructed side inlets and collector ditches to carry side flow to inlets. E. Design Computations The design computation for drainage shall include the following information: 1. Drainage area in acres, time of concentration, rainfall intensity and runoff coefficient. 2. Design flow to each structure. 3. Design flow to each pipe. 4. Flow line elevation of each pipe and structure. 5. Top of structure elevation. ` 6. Water surface elevation at each structure. 7. Hydraulic gradient. B. Pipe, size, length and gradient. 5.06 DRAINAGE STRUCTURES A. Manholes. 1. Standard precast concrete manholes shall be used wherever feasible. When cases arise where special manholes or junction boxes are required, the design shall be approved by the Engineer.. 24 2. Manholes shall be located at junction points, changes in gradient and changes in conduit size. On curved pipes with radii of 200' to 400' manholes shall be placed at the BC or EC of the curve and on 300' maximum intervals along the curve. On curves with radii exceeding 4001, manholes shall be placed at the BC or EC of the curve and on 4001 -maximum intervals along the curve for pipes 24" and less in diameter and 500' maximum intervals along the curve for pipes greater than 24" in diameter. Curves with radii less than 200' will be handled on an individual basis. 3. Spacing of manholes or inlets, of such size as to be enterable for maintenance, shall not exceed 500' for drains 24" and smaller in diameter and 600' for pipes greater than 24" in diameter, except under special approved conditions. The spacing of manholes shall be nearly equal wherever possible. 4. All manholes or junction boxes, entry to which does not fall in the gutter line, must have standard 24" diameter manhole covers. Those falling in the gutter line may use the standard grated manhole cover and serve also as an inlet manhole. B. Inlets. 1. Gutter inlets shall be in accordance with the types shown on Standard Drawing 502, or other approved special inlets. See State Standard Plan D72 for extended curb opening inlets. 2. Inlets shall be spaced so that gutter flow does not exceed a depth of 6" at the face of the curb for a 10 -year storm and so that a 100 -year storm will not cause any damage and can be contained within the right of way. 3. Grates shall be adequate for State of California HS -20 traffic loading, and shall conform to State Standard Plan D77A or D77B. 4. Rural standard inlets in accordance with Standard Drawings 503 and 504 may be used for rural designated roads subject to approval of the Engineer. C. Junction Boxes. 1. Where standard manholes are not feasible for use as junction structures, junction boxes shall be constructed of Class "A" reinforced Portland Cement Concrete or fabricated from reinforced concrete pipe sections where size limitations permit. Design shall be as approved by the Engineer and shall conform to State Standards. 25 2. Minimum wall thickness for poured -in-place reinforced concrete junction boxes shall be 611. 3. The inside dimension of junction boxes shall be such as to provide a minimum of 3" clearance on the outside diameter of the largest outfall pipe. 4. All junction boxes shall have the standard 24" manhole cover (Southbay Foundry SBF 1900 manhole frame and cover or Alhambra Foundry Co. Ltd. A1254 manhole frame and cover, traffic or equal; cover shall include cast markings indicating "Storm Sewer"). 5. In non roadway areas having rural designations, junction boxes conforming to State Standard Plan D75 may be used. D. Reinforced Concrete Box Culverts CMP and Structural Plate Arch Culverts. 1. All materials, designs, and construction shall conform to the requirements of the State Specifications and State Standard Plans unless otherwise specified by the Engineer. E. Headwalls, Wincxwalls Endwalls Trash Racks and Railings 1. All headwalls, wingwalls, and endwalls shall be of Class "A" reinforced Portland Cement Concrete conforming to Section 90 of the State Specifications. 2. All headwalls, wingwalls and endwalls shall be considered individually and shall be, in general, designed in accordance with State Standards or approved by the Engineer. 3. Trash racks shall be provided where in the opinion of the Engineer they are necessary to prevent clogging of culverts and storm drains. 4. on corrugated metal culvert or plastic drains, preformed end sections may be utilized with the approval of the Engineer. 5. Steel plate beam guardrail or equal may be required by the Engineer at culverts, headwalls and box culverts and on steep sideslopes. When so required, the railing shall be installed in accordance with State Standards and Specifications. F. Drainage Pumps. 1. The use of drainage pumps possible. They shall be the Engineer. 26 shall be avoided whenever used only with the approval of 2. If the use of a drainage pump is approved, the drainage system shall be so designed as to provide for gravity outfall during summer months and periods of low water stages. If a low state gravity outfall is impossible or impracticable, a pump of smaller capacity for low stage flow may be used_provided approval is granted by the Engineer. 3. Drainage pumps shall be equipped with standby equipment with alternating operation characteristics. 4. When specified by the Engineer, the outfall shall be equipped with floodgates of an approved design. 5. Pumping installations shall be so designed as to accommodate a design storm as specified by the Engineer. 6. Pumping stations shall be designed so that gravity flow does not flow through. --.the pump pit. 7. Each pumping installation shall receive separate approval, including all machinery, electrical system, piping system, housing installation and other miscellaneous design features. G. Detention Basins. 1. A detention basin is defined as any drainage facility which is used to retard the rate of flow storm run-off from a site by sizing the out flow pipe or channel so that the rate of flow from the property is not increased after development. The accumulating run-off from the development shall be stored in the detention basin until it drains away. 2. Volume of Storage. The required volume of storage shall be determined by the difference in the 2 year storm run-off of the undeveloped site and the 50 year storm run-off of the developed site. The outlet pipe or channel shall be sized for the 2 year storm peak run-off rate for the undeveloped site at full capacity. 3. Method of Calculation. Detention basin storage volume shall be computed by the hydrograph method. Hydrographs shall be developed for the post development inflow (50 year storm) and the basin outflow (not to exceed 2 year pre -development storm). The outflow hydrograph shall be based on the final basin outlet design. Shortcut methods such as the rational formula method with constant outflow will not be accepted for final design. 4. Basin Design. Detention basin design shall conform to Standard Drawing No. 508. Basin outlet shall -be 27 designed to the approval of the Engineer. The consultant shall evaluate the area downstream of the detention basin for: 1) ability to handle the 2 year outlet discharge; and 2) effects of basin overtopping. Downstream improvements or other mitigation measures may be required by the Engineer if downstream capacity or improvements are inadequate. 5. Fencing Requirements a. All water detention facilities within limits of urban areas shall be provided with a 6' chain link fence with a concrete footing and vertical redwood slats. b. In other than urban areas fencing is not mandatory if the maximum water depth obtainable does not exceed 2' and the side slopes are 4 to 1 or flatter. 6. Right Of Way a. The top of bank shall be located a minimum of 5' inside the right of way line or as dictated by set -back requirements. If a fence is required it shall be located 6" inside the right of way line except where setbacks are required as part of a conditional use permit. b. Right of way required for drainage basins shall be deeded in fee to the City. 5.07 MATERIALS AND CONSTRUCTION A. General. All material that is to become a permanent part of any storm drain or appurtenant structure, shall conform to the requirements for the particular materials as set forth in these specifications. The Contractor shall supply any and all certificates of compliance, certified test results or shall perform tests as required to assure the Engineer that the material being incorporated into the work has met the requirements as specified. Approval of the Engineer shall be required for use of material not listed in these standards. All pipe or conduits shall be of the size, material and strength as shown on the plans. All pipe and fittings shall be marked or stamped with the trade brand name of the manufacturer, and strength or class of pipe. All pipe shall be designed to withstand all internal or external loads applied. Supporting strength of conduits as installed to safely carry imposed gravity loads and superimposed loads (including a suitable factor of safety) shall be determined by use of the Marston formula. W B. Reinforced Concrete Pipe Shall conform to Section 65 of the State Specifications. 1. Excavation for pipe shall conform to Section 6.10B of these specifications except that where tongue and groove pipe is utilized excavation need only be to 1" below the outside diameter of the pipe in uniform material and 3" below the outside of the pipe in rocky material. 2. Laying of reinforced concrete pipe: Section 65-1.07 of the State Specifications. 3. Jointing: Section 65-1.06 of the State Specifications. 4. Trench backfill: Section 6.10F of these Specifications. C. Non -reinforced Concrete Pipe Shall conform to Section 65 of the State Specifications. The construction method shall conform to the method specified for reinforced concrete pipe. D. Corrugated Metal Pipe(CMP) Shall conform to the material and construction methods of Section 66 of the State Specifications. Attention is directed to the backfill requirements of Section 6.10F of these Specifications, except that pea gravel or other suitable gravel material may be utilized for bedding and backfill. E. Polyvinyl Chloride Pipe (PVC) PVC pipe up to 15" in diameter shall conform at least to ASTM standard D3034/SDR35. PVC pipe from 18 to 48" diameter shall conform to ASTM standards and AASHTO standard 304. Excavation and backfill shall conform to Sections 6.10B and 6.10F of these Specifications. F. High Density Polyethylene Pipe (HDPE) HDPE shall conform to Section 6.09E of these Specifications. Excavation and backfill shall conform to Sections 6.10B and 6.10F of these Specifications. G. Concrete Structures. Shall be in accordance with these Standards and Specifications and in addition they shall conform to the requirements of Section 51 of the State Specifications. Backfill shall conform to Section 5.08 of these Specifications. H. Reinforcement. Shall conform to the requirements of Section 52 of the State Specifications. I. Portland Cement Concrete. Shall be Class "A" or "B" as specified and conform to the requirements of Section 90 of•the State Specifications. J. Gunite Lined Channels. Shall be placed as required by these Standards and Specifications, and shall be mesh reinforced and conform to the materials and methods as follows: 29 1. Channel Preparation - The channel shall be trimmed to the line and grade and cross section as shown on the plans within the following limitations: Allowable deviation from profile 0.051; allowable deviation of slope and line 0.15' in any 10' length section of channel. Care shall be taken to prevent excavating below ditch grade line or beyond the slope lines. Any deviation in excess of the specified tolerance may not be backfilled with earth, but shall be corrected by the placement of additional gunite materials. The channel shall be clean, damp and free from any rubbish or trash or free flowing or standing water prior to initiating guniting operations. 2. Placing of Material - Channel lining shall consist of a mixture of Portland Cement and sand, mixed dry, passed through a flexible hose, hydrated at the nozzle and deposited upon a dampened subgrade by air pressure. The final ditch lining shall not be less than 3" in thickness and shall conform to the dimensions shown on the plans. The pneumatic pressure at the gage shall remain uniform at the following pressures: a. For hose length up to 100' - 45 psi. b. Where the length of hose exceeds 100' the pressure shall be increased 5 psi for each additional 50' of hose. 3. Weep Holes - Shall be provided at intervals of 10' midway between contraction joints. The holes shall be backed by a minimum of 1 cubic foot of concrete aggregate wrapped in geotextile fabric to insure proper operation of the weep hole. The aggregate shall extend at least 0.5' above the weep hole. All weep holes shall be 2" in diameter and be placed at an elevation of 1' above the flow line of the channel. 4. Curing - Shall be accomplished by the pigmented curing compound method as specified in Section 40-1.11C of the State Specifications, except that the manual operation of an unshielded spray nozzle will be permitted. Surface shall be kept moist or wet until the curing compound is applied. Curing compound shall not be applied to surfaces of construction joints. 5. Materials for Gunite Lining: a. Portland cement shall conform to the requirement of Section 90-1.02A of the State Specifications. b. Sand shall be washed sand and shall be hard, dense durable, clean and sharp and graded evenly from fine to coarse within the following limits: Sieve Size Percentage Passing by Weiqht 3/8" 100 No. 4 97-100 No. 8 70-85 No. 16 60-73 No. 30 36-47 No. 50 10-20 No. 100 0-5 Sand shall be free from organic matter and shall contain not more than 5% by weight of deleterious substances, and shall have a fineness modulus of between 2.70 and 3.30. C. The materials above shall be mixed in the proportions of 1 part Portland cement to 4-1/2 parts of sand, by volume. K. Concrete Lined Channels. Concrete lined channels shall be constructed of the materials and in accordance with Section 72-4 of the State Specifications. 1. Weep Holes - shall be provided at intervals of 10, midway between contraction joints. The holes shall be backed by a minimum of 1 cubic foot of concrete aggregate wrapped in geotextile fabric to insure proper operation of the weep hole. The aggregate shall extend at least 0.5' above the weep hole. 2. All weep holes shall be 2" in diameter and be placed at an elevation of 1' above the flow line of the channel. L. Grouted Rock Rip Rap Channels Shall conform to the materials and methods called for in State Specifications 72-5. Weep Holes - Weep hole pipe consisting of 2 1/2" diameter galvanized iron pipe shall be placed through the grouted rock rip rap along both sides of the channel approximately 1' above the channel invert. Spacing of weep holes shall be such as to provide complete drainage of the foundation and filter material and shall not exceed 101. 5.08 STRUCTURE BACKFILL Backfilling operations shall conform to the following requirements: Material for use as structure backfill shall have a sand equivalent value of not less than 20 as determined by Test 31 Method No. Calif. 217. The percentage composition by weight as determined by laboratory sieves shall conform to the following grading: Sieve Size Percentage Passing Sieves 2-1/2" 90-100 No. 4 35-100 Structure backfill shall not be placed until the structure footings or other portions of the structure or facility have been inspected by the Engineer and approved for backfilling. No backfill material shall be deposited against the back of concrete abutments, concrete retaining walls, or the outside walls of cast -in-place concrete culverts until the concrete has developed a strength of not less than 2,500 pounds per square inch in compression as determined by test cylinders cured under conditions similar to those prevailing at the site and tested in accordance with Test Method No. California 521, or until approved by the Engineer. Backfill material shall be placed in horizontal, uniform layers not exceeding 0.67' in thickness, before compaction, and shall be brought up uniformly on all sides of the structure or facility. Each layer of backfill shall be compacted to a relative compaction of not less than 90%, except that the upper 2' shall be compacted to 950. Backfill outside the roadway prism shall have a sand equivalent of not less than 20 and shall be compacted to not less than 85%. It shall conform to the above grading limits. At the option of the contractor, backfill material conforming to the requirements hereinafter specified may be used at the following locations: 1. Footings for slope protection, slope paving and aprons. 2. All headwalls and culvert wingwalls. 3. Retaining walls, except for portions under any roadbed. 4. Drop inlets in median areas or in traffic interchange loops. The backfill material at the above locations may consist of material from excavation, free from stones, or lumps exceeding 2-1/2" in greatest dimension, namely, clay or adobe type material, vegetable matter or other unsatisfactory material, and shall be compacted to a relative compaction of not less than 90%. When the material from excavation is unsuitable for use as backfill, it shall be disposed of as directed by the Engineer, and suitable material approved by the Engineer shall be furnished by the Contractor for the backfill. 32 Compaction of structure backfill by jetting will be permitted, when, as determined by the Engineer, the backfill material is of such character that it will be self -draining when compacted and that foundation material will not soften or be otherwise damaged by the applied water and no damage from hydrostatic pressure will result to the structure. Jetting of the upper 4' below subgrade will not be permitted. When jetting is permitted, material for use as structure backfill shall be placed and compacted in layers not exceeding 4' in thickness. The work shall be performed without damage to the structure and embankment, and in such a manner that water will not be impounded. Jetting shall be supplemented by the use of other compaction equipment when necessary to obtain the required compaction. 33 SECTION 6 - SEWERAGE 6.01 GENERAL Sanitary sewer lines and appurtenances within City jurisdiction shall be constructed in accordance with the details shown on plans and specifications approved by the Engineer, these specifications, and State Specifications where applicable. 6.02 DESIGN FLOW AND GRADIENT A. _Design Flow. An average flow of 100 gallons per person per day shall be used for hydraulic design purposes, with the peak flow double the average flow. Pipes shall be sized to handle peak flows with pipes flowing 1/2 full. B. Grades. Sanitary sewer grades shall be designed to provide a minimum velocity of 2' per second when flowing at peak flow. The following table indicates the slopes which will provide that velocity, and these shall be used as the minimum standard for design. Lesser slopes may be approved by the Engineer only when topographic conditions preclude the use of these values. Diameter 811 10" 12" 15" 18" House Lateral Slope in Feet/Foot Min. Acceptable .005 .0025 .002 .0015 .0012 .02 Whenever a change in the size of the pipe, or an angle of 20 degrees or greater in alignment occurs, the flowline of the pipe flowing into the manhole shall be a minimum of 0.17' above the flowline of the pipe flowing from the manhole, or an amount necessary to match the inside crowns of the pipes, whichever is greater. Unless special provisions for erosion protection have been provided, and approved by the Engineer, design velocities for sanitary sewers shall not exceed 10' per second. The maximum design discharge shall not exceed the flow at critical slope and velocity. Sanitary sewers should not be designed for flow conditions at critical slope and velocity. 6.03 LOCATION AND ALIGNMENT A. Location. All sanitary sewers designed for the collection and transportation of domestic sewage and/or industrial wastes shall be constructed and installed within rights of way dedicated for public streets or roads, unless such construction or installation is determined to be impractical by the Engineer. 34 Location of sewer lines in easements shall be kept to a minimum. Whenever possible, sewers shall be placed in the public roadway. Where sewer lines are located within easements, the easements shall be dedicated to the City. The minimum width of any easement for sanitary sewer purposes shall be 15' wide; in special cases of terrain, depth of sewer line, etc., the required easement width shall be increased. All easements shall include right of ingress and egress over adjoining property for maintenance, replacement and operation. The location of the sanitary sewers installed in any street or road shall normally be consistent with Standard Drawing 703. B. Alignment. Sewerage systems shall be designed so as to have a minimum of curvature both horizontal and vertical. Whenever possible, sewer lines shall be laid out in a straight line between structures. Curved sewer lines will be allowed only under special circumstances, must be approved by the City Engineer, and must meet the following conditions: a. All curve data shall be shown on the plans. b. Minimum radius of curvature and joint deflections shall be as recommended by the pipe manufacturer and approved by the Engineer. C. All deflections shall be at the pipe joints or by specialty mitered pipe sections. d. Horizontal and vertical curvature shall not be combined. e. Vertical curvature shall be designed to maintain minimum pipe grades per Section 6.02 B. The location and installation requirements for any sanitary sewer to be installed in an existing street or road shall be obtained from the Engineer prior to submission of the plans. 6.04 DEPTH AND SIZE A. Depth. The normal design depth of a sanitary sewer system shall be such as to obtain a cover of 36" for the house service lateral at the property line, and a minimum cover of 60" for main, trunk, and interceptor sewer lines. Under certain topographic conditions lesser depths may be allowed by the Engineer. Sewer mains and laterals shall be designed so as to be useable by each lot without the need for an ejector pump. Exceptions may be granted by the Engineer on a case-by-case basis. B. Size. The normal minimum sewer main size shall be 8" inside diameter unless otherwise approved by the City Engineer. 35 C. Special Construction in Areas of Conflict Between Water and Sewer Lines. All new sewer main, force main, house service laterals and appurtenant items shall be installed in conformance with the State of California, Department of Health Services requirements for separation and special construction. Additionally, all new sewer installation shall conform to Standard Drawings 601 and 602. . 6.05 MANHOLES A. Spacing. Normal maximum spacing for manholes shall be 4001. Where the locations of two manholes are determined by intersecting lines, the distances between intervening manholes shall be approximately equal. A sewer on a curved alignment with a radius of less than 400' shall have manholes spaced at a maximum of 300' or adjusted to fit the individual case. The maximum spacing of manholes on trunk sewer lines shall be as follows: 12" to 24" diameter 500' 27" to 36" diameter 600' The spacing of manholes on trunk sewer lines larger than 36" in diameter shall be determined for each individual case. B. Drop Manholes The need for the construction of drop manholes should be avoided, whenever possible, by the adjustment of sewer pipe gradients during design. When avoidance is not possible, and when the vertical distance between the inverts of sewer lines coming into a manhole exceeds 2411, a standard drop manhole shall be constructed in conformance with the Standard Drawing. 6.06 HOUSE SERVICE LINES In all new subdivision work, the house service lines from the sewer to the property line shall be installed at the time the sewer is constructed. Each house service line shall be referenced to the plan stationing. Minimum size of any sanitary lateral or side sewer to serve individual residences, commercial structures, etc., shall be nominal 4" inside diameter. Actual size of laterals larger than 4" shall be determined by fixture unit requirements as per the current edition of the Uniform Plumbing Code. 6.07 SEWAGE LIFT STATIONS, FORCE MAINS AND TREATMENT PLANTS A. General. All special structures such as treatment plants shall meet all requirements of the State Regional Water Quality Control Board, State and County Health Department and the Engineer. Special structures, such as pump stations, pressure lines and sags, etc., shall require special considerations and approval by the Engineer. 36 Whenever the design of a sanitary sewerage system includes the necessity of a sewage lift station and a force main, the design data shall be submitted for tentative approval before plans are submitted. B. Sewage Lift Station The minimum distance from a lift station to any residence shall be 50' except with advance approval of the Engineer for the specific case. No lift station shall be constructed with bypasses which will bypass any effluent into any stream or water course. The Consultant shall submit the design computations for -the pumps or ejectors, the type to be used, wet well capacity, control system and a plot plan showing the dimensions of the site and its location with respect to homes or other structures. Wherever possible, the equipment and construction used in the lift station shall be consistent and compatible with similar installations in the City as specified by the Engineer. An alarm system, which meets the approval of the Engineer, shall be provided on all sewage lift stations. C. Force Mains. The size and type of pipe to be used and a tentative alignment shall be submitted. Minimum velocity in any force main shall be 2' per second, with a maximum of 10' per second. 6.08 RIND OF PIPE All sanitary lines shall be polyvinyl chloride, high density polyethylene, or ductile iron. Other types of pipe may be used upon approval by the City Engineer. 6.09 MATERIALS A. General. All material that is to become a permanent part of any sanitary sewer or appurtenant structure, shall conform to the requirements for the particular material as set forth in these specifications. The Contractor shall supply any and all certificates of compliance, certified test results or shall perform tests as required to assure the Engineer that the material being incorporated into the work has met the requirements as specified. Approval of the Engineer shall be required for use of material not listed in these standards. All pipe or conduits shall be of the size, material and strength as shown on the plans. All pipe and fittings shall be marked or stamped with the trade brand name of the manufacturer, and strength or class of pipe. All pipe shall be designed to withstand all internal or external loads applied. Supporting strength of conduits as installed to safely carry imposed gravity loads and superimposed loads (including a suitable factor of safety) shall be determined by use of the Marston formula. 37 B. Vitrified Clay Pipe Clay Pipe (CP) and fittings shall be new, first quality pipe and shall comply with the specifications for Extra Strength Unglazed Clay Pipe ASTM Designation C700 - Latest Revision. Joints for bell and spigot CP shall conform to ASTM Designation C425. Installation of CP shall comply with ASTM Designation C-12. The only allowable variations from the above recommended practices will be as approved by the Engineer. Clay pipe shall only be used for repairs to existing clay pipe lines. C. Ductile Iron Pipe All ductile iron pipe (D.I.P.) and fittings for main sewers shall conform to AWWA Standard C-151, Class 52. Joints shall be approved type mechanical joints. D. Polyvinyl Chloride (PVC) Pipe PVC pipe up to 15" in diameter shall conform at least to ASTM standard D3034/SDR35. PVC pipe from 18 to 36" diameter shall conform to ASTM F-794. E. High Density Polyethylene HDPE Pipe. HDPE pipe and fitting from 3 through 10" diameter shall comply with AASHTO standard M252. HDPE pipe and fittings from 12 through 36" diameter shall comply with AASHTO standard M294. Installation will comply with ASTM recommended practice D-2321. F. Force Main Pipe Pipe used in construction of force mains shall be either ductile iron or PVC Class 200 conforming to AWWA C-900. G. Castings. All castings for manhole rings and covers, clean out frames and covers, or other purposes, shall be cast iron meeting the requirements of Specifications ASTM Designation A48, Class 25. The quality shall be such that a blow from a hammer will produce an indentation on a rectangular edge of the castings, without flaking the metal. Before leaving the foundry, all castings shall be thoroughly cleaned. H. Manholes and Appurtenances 1. Manhole Base - The manhole base shall be a 48" diameter pre -cast reinforced concrete pipe unit with all pipe connections cored into the base. The pipe connectors shall be installed with approved equipment by the pre- cast supplier or the contractor. 2. Riser Section - Shall be 48" diameter, pre -cast concrete conforming to ASTM C-478 and shall have a minimal amount of reinforcement with a 6" minimum wall thickness. The riser shall end with an eccentric cone. 3. Cover - Manhole frame and cover shall be Southbay Foundry 1900 or equal, with a sealed blind pickhole and 24" clear opening, and the cover shall be lettered "Sanitary Sewer". The frame shall be sealed to the grade ring with rubber resin CONSEAL C5-101 or equal. W 4. Manholes serving pipelines over -1611 in diameter shall be 60" in diameter. 6.10 CONSTRUCTION REQUIREMENTS A. Lines and Grades. All lines and grades will be given by the Consultant and the Engineer shall be informed 24 hours in advance of the times and places at which work is to be done in order that lines and grades may be inspected and necessary measurements made with a minimum of inconvenience and delay. All stakes and marks once given shall be fully protected and preserved. Flow line elevations shall be established at all changes in grade and at 50' intervals. B. Excavation For Sewers. 1. Unless otherwise specified, the excavation for sewer pipe shall be an open trench, excavated to 6" below the bottom of the pipe. This undercutting shall be refilled with suitable bedding material as specified in Section 6.10F of these Specifications. Where the trench is in granular or sandy material, the pipe may be bedded in the native material in lieu of importing bedding material providing it complies with the specification of bedding material. The Engineer shall determine the suitability of the native material. 2. When the trench is in an existing paved area, the pavement shall be sawed or scored and broken ahead of the trenching operations. The proper tools and equipment shall be used in marking and breaking so that the pavement will be cut accurately on neat and parallel lines 12" wider on each side than the trench width. When in the opinion of the Engineer the remaining paving has been damaged, an additional 12" shall be cut from each side to the approval of the Engineer. 3. Whenever the bottom of the trench is soft, yielding, or unsuitable as a foundation for the pipe, sufficient crushed rock or coarse, clean gravel shall be rammed into the soft material until, in the opinion of the Engineer, a suitable condition is achieved. If such treatment does not provide a proper foundation, the unsuitable material shall be removed to a depth determined by the Engineer, that when replaced with bedding material, it will provide a stable foundation. 4. When water is encountered, the trench shall be kept de - watered until the laying and jointing of the pipe, and placing of the bedding material has been completed, inspected, and approved. The Contractor shall place not less than 6" of 2-1/2" maximum size rock below the required bedding material, or otherwise de -water the trench in a manner which has received prior approval of 39 the Engineer. Ground water pumped from the trench shall be disposed of in such a manner as will not cause or be a menace to the public. The manner employed to dispose of water pumped from an excavation shall be subject to the approval of the Engineer. C. Tunneling Tunneling shall not be permitted unless approved by the Engineer. D. Laying Sewer Pipe The pipe shall be laid in conformity to the prescribed line and grade, and each pipe length checked to the grade lines. Three consecutive points shown on the same rate Of slope shall be used in common, in order to detect any variation from a straight grade. In case any such discrepancy exists, the work shall be stopped and the discrepancy immediately reported to the Engineer. In addition, a string line shall be used in the bottom of the trench to insure proper alignment and grade. A laser may be used in lieu of a string line. Pipe shall be laid continuously upgrade with the bell of the Pipe forward. Each length of pipe shall be laid on a firm bed and shall have a true bearing for the entire length. No wedging or blocking up of the pipe will be permitted. Both bell and spigot shall be clean before the joint is made, and care shall be taken that nothing but the joint -making material enters the joints. When for any reason, pipe laying is discontinued for an hour or more, the open end of each line shall be closed with a close - fitting stopper. The Contractor's attention is called to the required use of short lengths of sewer pipe to provide curves, flexibility, and prevent cracking or shearing failures. The use of short lengths Of pipe is particularly required but not necessarily limited to these locations: (1) inlets and outlets to all manholes; and (2) vertical and horizontal curvilinear sewers. E. Pipe To Be Placed By Boring Or Jacking. The work contemplated under this heading consists of Placing Pipe in a conductor pipe under a paved roadway, street, or railroad to a true line and grade as shown on the plans, by means of boring or operations. The equipment and method of operation shallnbe pproved by the Engineer before proceeding with the work. The excavation for the boring operation shall be kept to a minimum, but shall be of sufficient dimensions to satisfactorily complete the work. If so required, bracing and shoring shall be provided to adequately protect the workmen and the roadway or railroad. The conductor pipe shall be placed closely behind and in conjunction with the boring operation. The bored hole shall be not more than 2" in diameter larger than the conductor pipe. 40 Guide rails shall be accurately set to line and grade shown the plans. Oh The pipe to be placed inside the conductor Pipe shall have non -rigid joints and shall be installed by the use e suitable centering devices. A one sack cement into the conductor 1 grout shall then be around the P Pe fu completely fill the anular spacPumped pipe for its full length. F. Trench Backfill. 1• Bedding material, approved b the minimum standards listed ybelow, shthe all and meeting and compacted to 90% relative com shall be deposited uniformly on both sides of the Paction in the trench of the trench and to a Pipe for the full width pipe, depth of 12" over the top of the Sand Equivalent 20 Sieve Size Percentage PassingSieve 1" No. 4 100 No. 200 80-100 0-15 The sand equivalent of 20 shall also be required outside of the roadway prism. 2• The balance of the backfill shall contain no rock, stones or boulders in excess of 4" in its re dimension, and shall be free from all deleterioust matter. It shall be compacted to a Of 90% for the remainder Of the trench, except e compaction top 12" shall be brought to 95%. except that the and around any and all The backfill under Pipes s consolidated before an hall be thoroughly y additional material is placed. 3. Compaction methods must be carried out so displacement of the pipe results. no damage or 4• Any trenches improperl occurs, shall be y backfilled, or where settlement proper cshall be reopened to the depth required for then refilled and compacted, with the surface restored to the required grade and compacted and smoothed off. 5. All waste material shall be disposed of outside of the City right of way or as approved by -the Engineer. G. Manholes. The manhole base shall be a concrete pipe unit with all Precast reinforced Pipe conne The pipe connectors shall beinstalledcwith saporov into the base. the precast supplier or the contractor, or HDPE pipe shall e be connected using KOR-N-SEAL or PVC or HDPE equipment by equal pipe connectors. Manholes 41 to be constructed over pre-existing sewer mains may use aP oured- in-place base upon approval by the City Engineer. The invert shall be completed in a single diameter channel invert shall be shaped to g grade in and the full The radius of any invert curve must extend from wall tto wallhe so that the finished invert does not restrict the insertion of cameras or cleaningntoso and shelf shall recceivela steel trowelled finis Pipes. The surface of the channel the shelf shall be 1'' in 12", a The slope of acceptable providing the Precast inverts are also y meet invert standards. Collar shall be Class "A" concrete and trowelled to street grade, and allowed to cure 48 hours prior to any traffic use. Adjustment rings shall be 3" or 6'1, frame shall not exceed 18". Grade rings shallobecsealeto of d top e joint with rubber resin CONSEAL CS -101 or e not be obtained to the existing surface with a standard grade goal. If grade can ring and rubber resin, then no more than 2" of non -shrink may be added between the last set ofg joint shall then be sealed on the Outside r grout rings.The routed With staples. grade ring When adjusting an existing manhole to grade and the total depth of the throat from the to the throat exceeds 24�� P of the frame to the bottom of upperOf the removed to the first full-sizemanholel section. manhole shall be Portion shall then be reconstructed as outlined above•The Aper The ne all be positionedooverhmanholeeinletrlor Straight side of cone shall b inlets. Concentric cones over mid -point of multiple e written a may be used only in special cases with approval of the Engineer. Riser joints shall be set with but 1 NEK). Outside of all joints shall be y rubber sealant (RUB'R- grout. grouted with a non -shrink Vacuum tests shall be conducted on newly constructed manholes. Preliminary construction after all connectionsaremadeing , take backfilling.Place following Test results derived from this test bwill eallow time for necessary repairs to be completed before further const proceeds and hinders such repairs. Final tests must be Performed after the manhole has been backfilled. A vacuum of 1011 Hg shall be maintained without a drop in vacuum of over 1" Hg for the prescribed duration. 42 VACUUM TEST TIMETABLE DEPTH -FEET DIAMETER -INCHES H. House Service Lateral House service laterals shall be constructed as shown on the Standard Drawings. Whenever house service laterals are to be installed as part of the contract for the construction of the lateral sewer, the use of wye or tee saddles will not be permitted. That portion of any house service lateral to be placed under an existing curb and gutter and/or sidewalk shall be done by tunneling. Cutting of the existing curb and gutter and/or sidewalk will not be permitted. All house service laterals shall be considered as part of the lateral sewers for the purpose of the hydrostatic test as set forth herein. The location of house service laterals shall be permanently indicated by embedding the letter "S" in the curb face directly above the line. In new subdivisions when the house service laterals are installed before the curb is constructed, it shall be the sewer contractor's responsibility to place the "S" in the curb after it is poured. When house service laterals are constructed in existing easements or streets where curbing does not exist, 1/2" x 36" steel rebar shall be driven in the ground to 2" below the surface directly above the service line at the property line. Every house service lateral shall be so marked before final acceptance will be given of any job. I. Connection To Existing Manholess Connections to existing manholes shall be made by coring a hole of the proper diameter into the manhole and using KOR-N-SEAL or equal pipe connectors. Flow through the manhole shall be channeled according to the instruction for constructing manhole inverts and as shown on the standard manhole drawing. The Contractor shall notify the Engineer 24 hours in advance before any connection is made to existing structures. He shall schedule his work so that interruption of flow is held to a minimum. 43 48" 60" 72" 4' 10 SEC. 13 SEC. 16 SEC. 8' 20 SEC. 26 SEC. 32 SEC. 12' 30 SEC. 39 SEC. 48 SEC. 16' 40 SEC. 52 SEC. 64 SEC. 20' 50 SEC. 65 SEC. 80 SEC. 24' FOR EACH ADDITIONAL 2' ADD 60 05 SEC. 78 SEC. 96 SEC. SEC. 6.5 SEC. 08 SEC. H. House Service Lateral House service laterals shall be constructed as shown on the Standard Drawings. Whenever house service laterals are to be installed as part of the contract for the construction of the lateral sewer, the use of wye or tee saddles will not be permitted. That portion of any house service lateral to be placed under an existing curb and gutter and/or sidewalk shall be done by tunneling. Cutting of the existing curb and gutter and/or sidewalk will not be permitted. All house service laterals shall be considered as part of the lateral sewers for the purpose of the hydrostatic test as set forth herein. The location of house service laterals shall be permanently indicated by embedding the letter "S" in the curb face directly above the line. In new subdivisions when the house service laterals are installed before the curb is constructed, it shall be the sewer contractor's responsibility to place the "S" in the curb after it is poured. When house service laterals are constructed in existing easements or streets where curbing does not exist, 1/2" x 36" steel rebar shall be driven in the ground to 2" below the surface directly above the service line at the property line. Every house service lateral shall be so marked before final acceptance will be given of any job. I. Connection To Existing Manholess Connections to existing manholes shall be made by coring a hole of the proper diameter into the manhole and using KOR-N-SEAL or equal pipe connectors. Flow through the manhole shall be channeled according to the instruction for constructing manhole inverts and as shown on the standard manhole drawing. The Contractor shall notify the Engineer 24 hours in advance before any connection is made to existing structures. He shall schedule his work so that interruption of flow is held to a minimum. 43 J. Testing of Gravity Sewer Lines Prior to final approval, all gravity sewer lines shall be tested for leakage by a low pressure air test and for deflection by the use of a mandrel according to the following instructions: 1. A wetted interior pipe surface is desirable and will produce more consistent test results. Where practical, clean the line with cleaning balls prior to testing, to wet the pipe surface and eliminate debris. 2. All new pipe shall be low-pressure air tested to insure the integrity of the pipe and joints. 3. Air testing shall be performed by the contractor. Equipment used shall meet the following minimum requirements: a. Pneumatic plugs shall have a sealing length equal to or greater than the diameter of the pipe to be inspected. b. Pneumatic plugs shall resist internal test pressures without requiring external bracing or blocking. C. All air used shall pass through a single control panel. d. Three individual hoses shall be used for the following connections: * From control panel to pneumatic plugs for inflation. * From control panel to sealed line for introducing the low pressure air. * From sealed line to control panel for continually monitoring the air pressure rise in the sealed line. 4. Air testing procedures shall follow guidelines outlined in ASTM specifications C828, C924 and/or Uni-Bell B6, (see ASTM C828, C924 and Uni-Bell B6). All pneumatic plugs shall be seal tested before being used in the actual test installation. one length of pipe shall be laid on the ground and sealed at both ends with the pneumatic plugs to be checked. Air shall be introduced into the plugs to the manufacturer's recommended inflation pressure. The sealed pipe shall be pressurized to 5 PSIG. The plugs shall hold against this pressure without bracing and without movement of the plugs out of the pipe. After a manhole to manhole reach of pipe has been backfilled and cleaned, and the pneumatic plugs are 44 checked by the above procedure, the plugs shall be placed in the line at each manhole and inflated to manufacturer's recommended inflation pressure. Low pressure air shall be introduced into this sealed line until the internal air pressure reaches 4 PSIG. At least two minutes shall be allowed for the air pressure to stabilize. After the stabilization period (3.5 PSIG minimum pressure in the pipe), the air hose from the control panel to the air supply shall be disconnected. The portion of line being tested shall be termed "Acceptable" if the allocated line pressure decreases less than one PSI in the time shown for the given diameters in the following table: Nominal Pipe Size Inches Time Minutes per 100 Feet 4 . . . . . . . . . . . . .3 6 . . . . . . . . . . . . .7 8 . . . . . . . . . . . . 1.2 10 . . . . . . . . . . . . 1.5 12 . . . . . . . . . . . . 1.8 15 . . . . . . . . . . . . 2.1 18 . . . . . . . . . . . . 2.4 21 . . . . . . . . . . . . 3.0 24 . . . . . . . . . . . . 3.6 In areas where ground water is known to exist, the height in feet shall be divided by 2.35 to establish the pounds of pressure that will be added to all readings. (For example, if the height of water is 11-1/2 feet, then the added pressure will be 5 PSIG.) If the installation fails to meet this requirement, the contractor shall, at his own expense, determine the source of leakage. He shall.perform a leak location test and then repair or replace all defective materials and/or workmanship. 5. Joints Individual joint air tests shall be performed on pipe over 24" in diameter according to ASTM C1103-89. 6. Deflection Test Mandrel test (deflection test) shall be performed by the contractor in order to verify the roundness and proper installation of the pipeline. A. Mandrels shall be approved by the Engineer with proving rings prior to use and shall meet the following requirements: a. Mandrel Sizing: The outside diameter of the 45 mandrel shall be fabricated to the following specification: Base Pipeline Diameter - (Percent of deflection limit times base pipeline diameter) = Mandrel diameter. In accordance with ANSI/ASTM D-3034 and F-679 b. Mandrel Construction: The contact area of the fins shall be equal to the nominal inside diameter of the pipe. B. Deflection Test The deflection test shall consist of testing pipe for proper installation by the method outline: (See ASTM D3034). After the pipeline has been installed and backfill materials have been compacted to their required standard densities (called out in ASTM D 2321 or other applicable standard), the mandrel shall be pulled by hand through the pipeline with a suitable rope or cable that is connected to an eyebolt at one end of the gauge. A similar rope or cable shall be attached to the eyebolt at the opposite end of the mandrel and tension shall be applied to it. This will insure that the mandrel maintains its correct position during testing and also to remove the mandrel if it should become lodged in an excessively deflected pipeline. Winching or other means of forcing the mandrel through the pipeline are unacceptable. Pipeline deflection testing performed within 30 days of installation shall have a deflection not exceeding 5% of the base inside pipe diameter as established by ASTM Standards D3034 and F679 listed in the following table: Deflection Gauge Dimensions: SDR 35 Nominal Average Base 5% Deflection Size I.D. I.D. Gauge 6" 5.893 5.742 5.46 8" 7.891 7.665 7.28 10" 9.864 9.563 9.08 12" 11.737 11.361 10.79 15" 14.374 13.898 13.20 18" 17.564 16.976 16.13 21" 20.707 20.004 19.00 24" 23.296 22.480 21.36 27" 26.258 25.327 24.06 46 Pipeline deflection testing performed 30 days beyond the date of installation shall have a deflection not exceeding 7.5% of the nominal. inside diameter or as established otherwise by the applicable governing body. C. A permanent record of all testing with locations where excessive pipeline deflections occur shall be kept by the Contractor and forwarded to the Engineer after completion of testing on each line. D. The Contractor shall immediately replace all sections of pipe which -deflect more than 5% (or 7 1/2%) . E. All material and labor required for testing and replacement of pipelines shall be furnished by the contractor and the cost thereof included in the prices bid for furnishing and laying sewers. K. Testing of Force Mains Force mains shall be hydrostatically pressure tested in accordance with the manufacturer's recommendations for the type of pipe being installed. L. Cleaning. Prior to the acceptance of any sewer line by the City, the Contractor shall clean all lines with a Wayne -type sewer cleaning ball under hydrostatic pressure. Any stoppage, dirt or foreign matter shall be removed from the lines. All cleaning and testing of sewer lines shall take place after all construction work is completed, up to but not including the final paving. The system will be inspected after final paving is completed and any damage to the system during final paving and cleanup will be corrected before approval. M. Video Testing A televised inspection of a newly constructed or modified sewer line may be required before final approval is granted. At the discretion of the City Engineer, a copy of a video tape inspection (VHS -1/211) shall be provided to the City for their inspection and records. N. Replacement of Road Surfaces Paving replacement shall not proceed until the full requirements of Section 6.10 K has been met to the satisfaction of the Engineer, but in no less than 10 days after backfill has been completed. 1. The replacement of roadway structural section over all cuts in existing bituminous pavement shall be 6" minimum of aggregate base and 2" minimum of Type B asphalt concrete. In no case shall the structural section be less than the existing adjacent pavement section. Until the permanent pavement is placed, the material at the surface of the trench shall be maintained at all times at a grade level with the street, suitable for 47 the safe passage of traffic. When ready for repairing, the upper portion of the trench shall be excavated to a depth sufficient for installation of the required structural section. Aggregate base shall be placed, compacted and graded. Edges of the existing asphalt concrete shall be trimmed to provide a neat and straight vertical joint. The joint face shall then be cleaned and tacked with asphaltic emulsion. Type B asphalt concrete shall be placed in accordance with Section 39 of the State Standard Specifications. 2. Where the sewer trench follows the edge of pavement or is placed in an existing shoulder, the top 6" of the backfill shall consist of Class II aggregate base compacted to 95%. Shoulders having a greater depth of base material than 6" shall be replaced with a thickness at least equal to that removed and the approval of the Engineer as to the exact type of replacement in such cases is required. The finished replacement shall be rolled and finished to make the best possible connection to the existing pavement. 3. Any exceptions to the above will be indicated on the plans, except that replacements of heavier pavements shall be of a thickness at least equal to that removed, with the approval of the Engineer. 4. The replacement of all pavement and shoulder surfaces as designated above shall be in conformance with SECTION 4 ROADS, of these specifications as to materials and methods of construction. O. Temporary Pavement In any case where a trench is cut across a main thoroughfare, or if noted on the drawings, a temporary asphalt plant -mix -cutback surface shall be placed immediately after the backfill has been completed and removed just prior to placing the permanent surfacing material. M SECTION 7 - MISCELLANEOUS 7.01 FENCING A. Where these specifications require chain link fencing, such fencing shall be constructed in accordance with the following: 1. Chain link fence for drainage channel enclosure shall be Type CL -6 as specified in Section 80-1.01 of the State Specifications, with or without extension arms and barbed wire as specified. 2. Chain link fence shall be of the materials and construction as specified in Section 80-4 of the State Specifications. 3. Drive gates and walk gates will be provided, complete with master keyed locks and keys, at such locations as specified by the Engineer for the purpose of maintenance vehicles and personnel. 4. Attention is called to Section 5.03C of these Specifications for easement requirements of open channels. The fence shall be located 6" within the required easement lines and shall provide sufficient room for maintenance vehicles as set out, or as specified by the Engineer. 7.02 UTILITIES A. General. Unless otherwise specified in project approval, utility installation for conditional use permits, precise plans, parcel maps and tract maps shall be installed underground, and shall include electrical, telephone, gas and cable television. Utility plans shall be prepared in conformance with Section 2.04B of these specifications and shall be located according to Standard Drawing 703 wherever possible. 7.03 STREET TREES Street trees, when required, shall be spaced at the required interval and shall be planted in accordance with Standard Drawing 417. 49 CITY OF ATASCADERO STANDARD SPECIFICATIONS & DRAWINGS INDEX TO DRAWINGS SECTION 4 - ROADS DRAWING NO. Rural Local 401 Rural Hillside Local 402 Rural Collector 403 Rural Hillside Collector 404 Local 405 Collector 406 Arterial 407 Rural Road Design Standards 409 Urban Road Design Standards 410 Stopping Sight Distance On Sag Vertical Curves 411 Stopping Sight Distance On Crest Vertical Curves 412 Stopping Sight Distance On Horizontal Curves 413 Minimum Sight Distance for Driveways and Intersecting Roads with Stop Control 414 Typical Cul -De -Sac 415 Typical Knuckle 416 Sidewalk Tree Planting 417 Curbs 418 Sidewalks 419 Sidewalk Ramp 420 Cross Gutters 421 Special Cross Gutter Steep Slopes 422 Driveway Approach with Concrete Curb and Gutter 423 50 INDEX TO DRAWINGS Continued SECTION 4 - ROADS DRAWING NO. Driveway Approach with A.C. Dike 424 Driveway Approach with Valley Gutter 425 Standard Street Monument 426 Standard Street Sign 427 Wood Beam Barricade 428 Fire Access Standards (Private Roads) 429 Fire Access Standards (Private Roads) 430 SECTION 5 - STORM DRAINAGE Storm Drain Manhole 501 Storm Drain Inlet 502 Rural Drainage Inlet - Roads with A.C. Dike 503 Rural Drainage Inlet - Roads without A.C. Dike 504 Nomograph - Time of Concentration 505 Coefficient of Runoff Table 506 Rainfall Intensity Duration Curve 507 Detention Basin Detail 508 Sidewalk Underdrain 509 Sidewalk Underdrain, Steel Covered 510 Sidewalk Underdrain With Pipes 511 SECTION 6 SEWERAGE Water and Sewer Crossing Details 601 Sewer and Water Parallel Construction 602 Sewer Lateral Location 603 Steep Sewer Service Laterals 604 51 INDEX TO DRAWINGS Continued SECTION 6 - SEWERAGE DRAWING NO. Sewer Cleanout 605 Typical Eccentric - Cone Precast Concrete Manhole 606 Typical Drop Manhole 607 Sewer Manhole Cover 608 SECTION 7 - MISCELLANEOUS Water Service/Hydrant Locations 701 Backfill Requirements for Water or Sewer Lines 702 Location of Utilities 703 NP\91129.AT 52 REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92 MINIMUM R/W: 40' .EXISTING ROADS 50' NEW ROADS -30' 4' 10' 10' 4' 2'- 2" MIN. TYPE "B" A. C. (TYP.) �7 q� 5% 2% 2% -9� 6" MIN. CLASS II AGG. BASE (T)P.) TYP E A 32' 3'3' 13 13 ASPHALT DIKE AND MIN. MINA 2" MIN. TYPE PAVED SHOULDERS TO 2.7 "B" A. C. (TYP.) BE INSTALLED WHERE NEEDED TO CONTROL 57. DRAINAGE OR EROSION. 2%2% 59, CkY Q? * 2'1 6" MIN. CLF AGG. BASE (TYP,) TYP E B * NOTE: AS AN ALTERNATE THE CHOKER CAN BE ELIMINATED AND THE AGG. BASE CARRIED TO THE HINGE POINT. DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: TYPICAL SECZIONS DATE -9z RURAL LOCAL 401 FILE NAME: REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92 MINIMUM R/W: 50' 46' 6 16' 16'- 6' 4 4 12' 12' 4 BIKE BIKE 2" MIN. TYPE "B" A. C. (TYP.) q �� �5= 2% 2% 59, ce co 6" MIN. CLASS II AGG. BASE (TYP) TYPE A 4 ' 16' 16' 4 4' BIKE '--12'--12' 4' BIKE 2" MIN. TYPE "B' A.C. (TYP.) �` Sg 2% 2% cy 49 6" MIN. CLASS II AGG. BASE (TYP) * NOTE: AS AN ALTERNATE THE CHOKER CAN BE ELIMINATED AND THE AGG. BASE CARRIED 6' TYPE B 2' 4' 2% TO THE HINGE POINT. 2" A.C. OR GRAVEL WALKWAY ON DESIGNATED STREETS AS APPROVED BY THE ENGINEER (MAY MEANDER WITHIN 6' ZONE) DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: S.J.S. TYPICAL SECTIONS D TE: 2/27/92 RURAL COLLECTOR 403 FILE NAME: AT403. D WG REVISIONS APPROVALS DESCRIPTIONSBY DATE APPROVED COUNCIL RESOLUTION NO. _26-92 3 MINIMUM R/W: 40' EXISTING ROADS 50' NEW ROADS 34' 4' 13' 2" MIN. TYPE ?'7 "B" A.C. (TYP 29.) 2% 2" A.C. WALKWAY WHERE SPECIFIED OR GRAVEL WHEN APPROVED BY ENGR. DRAWN BY: R. A. L. DESIGNED B S.J.S. D TE: 2 27 92 FILE NAME: AT404.DWG 13' 2% 4' 59,' 9 MIN. CLASS11AS HALT DIKE AND PAVED AGG. BASE (TYP) SHOULDERS TO BE INSTALLED WHERE NEEDED TO CONTROL DRAINAGE OR EROSION. * NOTE: AS AN ALTERNATE THE CHOKER CAN BE ELIMINATED AND THE AGG. BASE CARRIED TO THE HINGE POINT. CITY OF ATASCADERO ENGINEERING DEPARTMENT TYPICAL SECTIONS RURAL HILLSIDE COLLECTOR DRAWING NO. d@ Al REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92 MINIMUM R/W: 60' RAW R/W 60' 5' 5 MIN. 20' 20' 5. MIN. I 2" MIN. TYPE 2 �..B" A C (�) I 2� 2% 2% 2% 2 7 P.C.7SIDEWALK' 6" MIN. CLASS II AGG. BASE A" CURB AND GUTTER BY: R.A.L. CITY OF ATASCADERO DESIGNED BY: ENGINEERING DEPARTMENT DRAWING NO. S.J.S. IDRAWN DATE: TYPICAL SEC11ONS 2/27/92 406 FILE NAME COLLECTOR AT406.DW&- REVISIONS APPROVALS DESCRIPTIONS BY I DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92 MINIMUM R/W: 100' RIW R/W 100' 50' J 50' 10 8' 8' 512'12' 5' 12' 12' ' SIDE PARK BIKE TRAFFIC TRAFFIC TRAFFIC TRAFFIC BIKE PARK SIDE WALK LANE AN LANE LANE LANE LANE LANE LANE WALK oz 2" MIN. TYPE U-1 o "B" A.C. (TYP) ¢ w 2�_ -2� I I 2%� _2% \ TYPE "A" 6" MIN. CLASS II CURB & GUTTER AGG. BASE BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: TYPICAL SECTIONS S. J. S. IDRAWN D 27 s2 ARTERIAL 4Q7 FILE NAME: AT407.DWG CITY OF ATASCADERO DRAWING NO. ENGINEERING DEPARTMENT 408 REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION N0. 26-92 3 10 92 11i3AI,: € OCJat,; L.C(�L�ECTCiE3:::>?>��:;<: STANDARD HILLSIDE (1) STANDARD PARAMETERS RECD (2) LIMIT (3) RECD(2) LIMIT(3) RECD(2) LIMIT(3JZHIL�LS'TIDE(l) MIT (3) DESIGN SPEED MPH 25 20 25 15 45 25 45 25 HORIZONTAL GEOMETRY MINIMUM CURVE RADIUS (FT) 200 100 200 50 500 125 500 DISTANCE TO LATERAL 50 OBSTRUCTION FROM EP (FT) -WITHOUT BERM 10 5 10 5 10 5 1 -WITH BERM 2 2 2 10 5 1 2 1 2 1 VERTICAL GEOMETRY MAXIMUM GRADE (%) 10 15 15 Zp 8 12 MINIMUM GRADE (%) 0.5 0.3 0.5 0.3 10 15 0.5 0.3 MIN. STOPPING SIGHT DIST. (FT) 150 125 0.5 0.3 150 100 360 150 360 125 DRIVEWAY APPROACH MAXIMUM WIDTH (FT) 20 20 20 MINIMUM WIDTH (FT) 16 20 12 16 MAXIMUM SLOPE (%) 20 12 20 20 MINIMUM SIGHT DIST. (FT) 150 100 100 20 50 200 150 125 1 75 1. HILLSIDE STANDARDS APPLY TO ROADS WITH EXISTING CROSS SLOPES 30% OR GREATER OR AS DESIGNATED BY THE CITY ENGINEER. 2. THE RECOMMENDED DESIGN STANDARD IS THE MINIMUM STANDARD ALLOWABLE WITHOUT SPECIAL APPROVAL BY THE CITY ENGINEER. 3. THE VALUES IN THIS COLUMN MAY ONLY BE USED IF APPROVED BY THE CITY ENGINEER DUE TO CONSTRAINTS OF EXISTING TOPOGRAPHY OR AVAILABLE RIGHT OF WAY. MITIGATION MEASURES WILL BE REQUIRED AS DETERMINED BY THE CITY ENGINEER. EXCEPTIONS TO THESE STANDARDS RR�W BY: CITY OF ATASCADERO 6GNED BY: ENGINEERING DEPARTMENT DRAWING NO. S.J.S. 02%27/92 RURAL ROAD RLE NAME DESIGN STANDARDS 409 AT4-09. D WG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92 LOCAL �OLLEC.TOR DESIGN SPEED MIN. (MPH) (1) 25 35 ARTER.[AL ........:...:..::: 45 HORIZONTAL GEOMETRY MINIMUM CURVE RADIUS (FT) DISTANCE TO LATERAL OBSTRUCTION FROM CURB FACE (FT) MIN. SIDEWALK UNOBSTRUCTED WIDTH (FT) (2) 250 575 1 100 1 1 1.5 4 4 G VERTICAL GEOMETRY MAXIMUM GRADE (%) MINIMUM GRADE (%) MIN. STOPPING SIGHT DIST.(FT)150 15 10 g 0.5 0.5 05 250 360 DRIVEWAY APPROACH MAXIMUM WIDTH (FT) MINIMUM WIDTH (FT) MAXIMUM SLOPE (%) 20 25 36 16 16 16 20 15 15 1. HIGHER VALUE MAY BE REQUIRED BY THE ENGINEER 2. WIDEN SIDEWALK AS NECESSARY TO MAINTAIN MINIMUM DRAWN B- CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED ETY S:J.S. URBAN ROAD DESIGN STANDARDS 410 02/27/92 RLE NAME AT410. DWG IDI S. REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 Z 16 W 015 L,i X14 13 L 12 d Q 11 010 Z 9 W U 8 Z Ld ry- 7 w LL- LL- 6 Es U 5 Q 4 LLJ m 3 0 J Q 2 3 L = CURVE LENGTH - FEET A = ALGEBRAIC GRADE DIFFERENCE - % S = SIGHT DISTANCE - FEET V = DESIGN SPEED - M.P.H. FOR "S" K = DISTANCE IN FEET REQUIRED TO ACHIEVE A 1% CHANGE IN GRADE K VALUE SHOWN IS VAUD WHEN S < L WHEN S > L WHEN S < L L=2S -400 + 3.5S L = AS A 400 + 3.5S DESIGN SPEED -- M.P.H. N N 14-1 su 6b -10 j5 bp -- iuuu Iz_uu 14UU IbUU 1800 2000 LENGTH OF VERTICAL CURVE -- FEET AWN BY: CITY OF ATASCADERO SIGNED BY: ENGINEERING DEPARTMENT SIG I. S. 2 ` 92 STOPPING SIGHT ' DISTANCE E NAME: ON SAG VERTICAL CURVES All nwc DRAWING NO. 411 0 u it 0 11 gory ih ��r- O q _ 1 6 6 1 S L i 1 Inn Ann su 6b -10 j5 bp -- iuuu Iz_uu 14UU IbUU 1800 2000 LENGTH OF VERTICAL CURVE -- FEET AWN BY: CITY OF ATASCADERO SIGNED BY: ENGINEERING DEPARTMENT SIG I. S. 2 ` 92 STOPPING SIGHT ' DISTANCE E NAME: ON SAG VERTICAL CURVES All nwc DRAWING NO. 411 REVISIONS DESCRIPTIONS BY DATE APPROVED COUNCIL SIGHT DISTANCE (S) MEASURED ALONG THIS LINE n OBSTRUCTION OF CUTBANK APPROVALS TION NO. 26-92 3 HEIGHT OF EYE = 3.50 ....HEIGHT OF OBJECT = 0.50 FEET LINE OF SIGHT IS 2.0 FEET ABOVE � INSIDE LANE AT POINT OF OBSTRUCTION �n o Ln o Ln o u') 35 `n 'n -q-Ln DESIGN W W W I E 30 Z O 1— 25 Of m O 20 O I— W U Q 15 W Q J U J 10 W Q I— Q J 5 iuu zuO 300 400 SIGHT DISTANCE - FEET DRAWN BY R.A.L. CITY OF ATASCADERO DESIGNED BY: ENGINEERING DEPARTMENT S. J. S. D TE: STOPPING SIGHT DISTANCE 2 27 92 FILE NAME: ON HORIZONTAL CURVES AT413.DWG 500 SPEED M.P.H. DRAWING NO. 413 REVISIONS ESCRIPTIONS 113Y DATE R/W ETW I APPROVALS ROVEDI COUNCIL RESOLUTION NO. 26-92 3 L L I SIGHT 12' ETW -JOBSTRUC��-b SIGHT OBSTRUCTION (TYP) (TYPICAL) LINE OF SIGHT IS FROM A POINT 3' HIGH ON DRIVEWAY (� TO A POINT 3' HIGH ON ROADWAY ! NO SIGHT OBSCURING OBJECTS, CUT BANKS, ETC, OVER 3' IN HEIGHT SHALL BE PERMITTED WITHIN THE SIGHT TRIANGLE. UTILITY POLES, OPENLY SPACED TREES WITH NO FOLIAGE LOWER THAN 8', AND TRAFFIC DEVICES ARE ALLOWABLE IF VISUAL OBSTRUCTION IS MINIMAL. DRAWN BY: CITY OF ATASCADERO R.A.L. DESIGNED BY: ENGINEERING DEPARTMENT DRAWING NO. . s.J.s. MINIMUM SIGHT DISTANCE FOR DATE: 92 DRIVEWAYS AND INTERSECTING 414 FILE NAME: ROADS WITH STOP CONTROL AT414.DWG 7 NO SIGHT OBSCURING OBJECTS, CUT BANKS, ETC, OVER 3' IN HEIGHT SHALL BE PERMITTED WITHIN THE SIGHT TRIANGLE. UTILITY POLES, OPENLY SPACED TREES WITH NO FOLIAGE LOWER THAN 8', AND TRAFFIC DEVICES ARE ALLOWABLE IF VISUAL OBSTRUCTION IS MINIMAL. DRAWN BY: CITY OF ATASCADERO R.A.L. DESIGNED BY: ENGINEERING DEPARTMENT DRAWING NO. . s.J.s. MINIMUM SIGHT DISTANCE FOR DATE: 92 DRIVEWAYS AND INTERSECTING 414 FILE NAME: ROADS WITH STOP CONTROL AT414.DWG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-923 /10/92 SIDEWALK SCORE MARKS THESE EDGES TO COINCIDE WITH SIDEWALK SCORE MARKS 0� .6'p. THIS EDGE TO COINCIDE i O.: q.. ..o- ......:o- A q WITH BACK OF CURB of u •. �O� o'O pO: o �00: o.' O:. ::• ooh o.:oo; :•o..o-b.,:.4 p°:,.. CURB O c � °:o-0 • c - p:0 o.:' . • ° �0.:o-0'e o•. o..'.bo-.o oo�:e. NOTES: PLAN VIEW 1. TREE SIZE TO BE COMPARABLE TO STANDARD 15 GAL NURSERY STOCK. 2. TREES ARE TO BE SELECTED FROM A LST OF THOSE APPROVED BY THE CITY COMMUNITY DEVELOPMENT DEPARTMENT. 3. BACKFILL HOLE WITH 50/50 MIX OF COMMERCIAL PLANTING MIX AND NATIVE SOIL STAKE TEMPORARILY 2" MIN. SEPARATION IF NECESSARY 4. LOOSEN ROOT BALL, TAMP SOIL TO ELIMINATE AIR SPACES, AND WATER GRAVEL FLUSH WITH CENTER TRUNK SLOWLY TO PENETRATE ROOT BALL SIDEWALK FOR SAFETY 5. MAINTENANCE IS THE RESPONSIBILTY 6" OF THE FRONTING PROPERTY OWNER. f ' 1-1/2 x DEPTH j, OF ROOT BALL 30' SECTION A- A DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: S.J.S. SIDEWALK TREE PLANTING 417 D TE: 2 27/92 FILE NAME: AT417. D WG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92 1/2- R. 1-1 2" -EXPANSION JOINT 1/2" RADS 1/2" 3/4" RAD. FILLER EXPANSION JOINT 6" 16" PAVEMENT 3" 5" 3" z w WIDTH TO 10, THIS POINT a- 6" o tTRUGTURE A.C. TYPE "B" BACKFILL STRUCTURE �ACK)=ILL TYPE C A.C. DIKE PAVEMENT WIDTH MEASURED TO THIS POINT w 6" 11-1/2" 18" NOTE 1 2" R D. EXPANSION JOINTS SHALL BE PLACED 3" I 3/4" RAD. o AT 25' INTERVALS, 6" 1 /4" N AT ENDS OF ALL \ 3" -_I- CURB RETURNS, AND TEACH SIDE OF DRIVE- RIVE- 3---1­77 3"WAY DEPRESSIONS. 1/2" RAD. 1 6" 1-3/4" THE INTERVALS 1/2" x 18" 14" �'1 BETWEEN EXPANSION GREASED SMOOTH JOINTS SHALL VARY To ALLOW MATCHING DOWEL OR #4 OF JOINTS ADJACENT '. REBAR W/SLEEVE n q EXISTING IMPROVE - AT ALL EXPANSION `D STRUCTtJRE BxCKFILL. MENTS. JOINTS AND ' CONSTRUCTION JOINTS. TYPE A NOTE 1) TYPE "A" AND "C" CURB TO BE CLASS 'B' P.C.C. 2 DIKE TO BE TYPE 'B' A.C. 3 STRUCTURE BACKFILL PER SECTION 19-3.06 STATE STANDARD SPECS. CURING METHOD — CURING SHALL BE BY PIGMENTED CURING COMPOUND METHOD ACCORDING TO THE PROVISIONS OF SECTION 90-7 OF THE STATE STANDARD SPECIFICATIONS. CURING COMPOUND SHALL BE WHITE PIGMENT TYPE. DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: CURBS 418 S. J. S. D TE: 2 27/92 FILE NAME: AT418. D WG REVISIONS I APPROVALS LDESCRIPTIONS PyIDATE APPROVEDCOUNCIL RESOLUTION NO. 26-92 3/10/9g R/W DESIGNED BY: S. J. S. M e rG-. a AT419. R W 3'MIN 4�MIN. 10' MAX 2i 1. SIDEWALKS SHALL BE CLASS B CONCRETE; A MINIMUM OF 4" THICK. 2. STRUCTURE BACKFILL MATERIAL A MINIMUM OF 4" IN DEPTH AND COMPACTED TO A MINIMUM OF 90% MAXIMUM DENSITY SHALL BE PLACED UNDER THE SIDEWALK WHEN THE SUBGRADE HAS AN R—VALUE OF LESS THAN 70. 3. 1/2" EXPANSION JOINTS SHALL BE PLACED AT ALL CURB RETURNS, DRIVEWAYS AND AT ALL INTERVALS NOT EXCEEDING 25'. 1/2" x 18' SMOOTH, GREASED DOWELS 24" O.C. TO BE PLACED THROUGH THE EXPANSIVE JOINTS. 4. WEAKENED PLANE JOINTS SHALL BE A MINIMUM OF 1-1/4" IN DEPTH AT INTERVALS NOT TO EXCEED 5'. 5. SIDEWALK WIDTH IN COMMERCIAL AREAS TO BE DETERMINED BY THE ENGINEER. CITY OF ATASCADERO ENGINEERING DEPARTMENT SIDEWALKS DRAWING NO. 419 REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 /10/92 2% � MAX. A SIDEWALK, THICKNESS (T) SHALL BE 4' AND SHALL HAVE A 12' WIDE BORDER WITH 1/4- GROOVES /4'GROOVES APPDXIMATELY 3/4" O.C. SEE GROOVING DETAIL BELOW. THE RAMP SHALL BE GROOVED IN A HERRINGBONE PATTERN APPROXIMATELY z_ 1-1/2' 0. C. A 12.51 MAX AT CURB USE GROOVES ON SLOPING 12 4' MIN. PORTION OF RAMP WHEN if, MAX LOCATED IN CENTER OF CURB RETURNS ROUNDED 2% SEE LIP /�-------- MAX. DETAIL �� I a T=4" MAX- SECTI ON A- A 45° 1/2' APPROX 3/4' ON BORDER; LIP DETAIL 1-1/2' ON SLOPING PORTION OF THE RAMP '« .0.� Vie:.`,: .:.ti' t ...,`- .. 4•• �j 1/4- GROOVING /4'GROOVING DETAIL DRAWN BY: R.A.L CITY OF ATASCADERO DESIGNED BY: ENGINEERING DEPARTMENT DRAWING NO. S.J.S. D TE. SIDEWALK RAMP 420 2 TE 92 FILE NAME: AT420. D WG REVISIONS DESCRIPTIONS R APPROVALS TE �COUN�CIL RESOLUTION NO 26-9Z (3) 1/2" m SMOOTH DOWELS (4) #4 CONTINUOUS A 0.70 x C.F. RADIUS w ly- mSTANDARD # 4 ® 4' 0" O.C. A EXPANSION v 1/2" EXPANSION IJOINT MATERIAL JOINTS #4 ® 18" O.C. 3" CLEAR STD. EXPANSION JOINT PLAN 3' 3' 3. 3' 00 A.C. PAVING 4% (4) #4 EQUALLY SPACED 3" CLEAR SECTION A- A #4 ® 4'-0" 0. C. PROJECT SECTION NOTES: 1. ALL CONCRETE SHALL BE CLASS 'B' P.C.C., MIXED AND PLACED IN ACCORDANCE WITH THE APPLICABLE SECTIONS OF THE STATE STANDARDS SPECIFICATIONS. 2. ALL FLATWORK SHALL BE 8" THICK. DRAWN BY: R.A.L. CITY OF ATASCADERO DESIGNED BY: ENGINEERING DEPARTMENT DRAWING NO. S.J.S. 2 2 • 92 CROSS GUTTERS 421 FII F NAME- REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92 FORMULA FOR L=KGS /G3 (G2 NORMALLY s-- G3) /3 ��3 \ \ \ K G2 oZ \�� G 6' NOTE: SPANDRELS, CROSS GUTTER, AND INCREASED CROSS GUTTER WIDTH SHALL BE THE SAME P.C.C. THICKNESS AND REINFORCEMENT AS PER CITY OF ATASCADERO DRAWING NO. 421 L N o � rn CT 00 cfl Ln N rz 4 3 2 1 G% 2 GRAPH USED TO DETERMINE "K" ONLY DRAWN BY: L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. BY: S. J. S. SPECIAL CROSS GUTTER STEEP SLOPES 422 lR.A.DESIGNED D TE: 2 27 92 FILE FILE NAME: REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3Z10/92 PROPERTY UNE DR I VEWA Y'l/' RESIDENTIAL: 12'MIN 20' MAX. COMMERCIAL: 16'MIN. 36" MAX. 1/2" EXPANSION JOINT ^` N O I m X M �EI I D II I O v PP OA H A RON I I Z c_ Z I � Ll GUTTER FLOW LINE GUTTER ��. PLAN 3' VARIABLE 3' 12" RADIUS TOP OF CURB ---APPROAC�APRON DEPRESSED CURB \ 12' RADIUS P GUTTER FLOW UNE 1/2' EXPANSION JOINT 1/2` EXPANSION JOINT ELEVATION SAME AS SIDEWALK 6 2% 1" LIP -': P.C.C. CLASS g� ..:-.:.:.:: • .. 6' SLOPE BACK OF SECTION SIDEWALK TO GUTTER R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. S.J.S. DRIVEWAY APPROACH WITH CONCRETE CURB & GUTTER 423 2 T' FILE AT423. D WG REVISIONS APPROVALS DESCRIPTIONS BY I DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3110 92 P� �O LOT INES� 12" 36' COMM ASPHALT AMPCONCRETE H IAL MIN 16' MAX 36, R S1DEN77AL MIN 12• PAVEMENT • MAX 20• � DIKE CLASS 11 AG G BASE �. PERSPECTIVE VIEW NO SCALE VARIABLE + 2' MIN. TYPE "B' 6, A.C. SURFACE 2% 2% SEE DWG. NO. 418 � FOR DIKE DETAILS 6' MIN. CLASS II AGG. BASE SECTION * PAVING MAY BE REQUIRED BEYOND THE R/W UNE IF NECESSARY TO CONTROL SILTING OF THE GUTTER P.C. CONCRETE MAY BE USED AS AN ALTERNATIVE PER DRAWING NO. 423 DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: DRIVEWAY APPROACH WITH AC DIKE 424 S.J.S. D TE: 2 27/92 FILE NAME: AT424.DWG REVISIONS APPROVALS DESCRIPTIONS I BY I DATE APPROVED COUNCIL RESOLUTION NO 26-92 3 R/W i DRIVEWAY_i _ _ i DRIVEWAY O VALLEY GUTTER (4' TYP.) O RAW 2 - - - EXIST. DRAINAGE - - - MIN 5' RADIUS --m 77- -7i�-- ------ 5' �'� EXIST E.P.JT W MIN O 0 RIGHT-OF-WAY PLAN PAVEMENT VARIES VARIES 10' MIN EXISTING _ I ROAD BED 4' TYP: VIEW N.T.S. VARIES 25' MIN. 8' MIN VERTICAL CURVE 4' MIN PROFILE VIEW N.T.S. \-6" (MIN) CLASS II AGG. BASE 2- 2% NOTES: 12.Z i MAX 1. W = WIDTH OF DRIVEWAY ml RESIDENTIAL: 12' MIN - 20' MAX COMMERCIAL- 16' MIN - 36' MAX O 2. TERMINATE CONCRETE DRIVEWAYS AT THE PROPERTY DETAIL LINE. EXTEND ASPHALT TO EDGE OF ROADWAY. VALLEY GUTTER 3. VALLEY GUTTER DEPTH AND LOCATION IS VARIABLE AND SHALL BE BASED UPON N.T.S. LOCATION AND VOLUME OF DRAINAGE. SEE VALLEY GUTTER DETAIL DRAWN BY: CITY OF ATASCADERO DESIGNED BY: ENGINEERING DEPARTMENT DRAWING NO. DESIG S.J.S. ° TE: DRIVEWAY APPROACH 425 2 27 92 FILENAME: WITH VALLEY GUTTER REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-923 1092 COVER LETTERED "MONUMENT" 2-1 4" OR "SURVEY" BURNISH ENTIRE TOP SURFACE COVER BOTTOM NO SCALE A 13-3Z4- COMMERCIAL DSAND. BRASS RN LEAVE ROUGH. ' 2 1/4" _ A 3/4" DIA. ANNCHOR OR .. PIN, TYP. (3) THREE PLACES./421 CAP SECTION NOTE: 1. ENGINEER OR SURVEYOR SETTING THE MONUMENT SHALL INDICATE EXACT POINT BY MARKING A CROSS ON THE CAP. HE SHALL ALSO STAMP HIS LICENSE TYPE & NUMBER. 2. MONUMENT WELL TO BE BROOKS PRODUCTS No. 4TT OR ISOMETRIC EQUAL. LETTERS DEPRESSED 1/32" DEEP "U" CUT AFTER BURNISHING. RISER RING NO SCALE L 7' I 13-3/4" 7" I PAVEMENT SCA CONCRETE + N 10-1 4" DI .COLLAR COLLAR BRASS Z CAP `SUR Ey '� V �NE� UM 30" 2" GALVANIZED IRON PPE FILLED CAP PLAN WITH CONCRETE SECTION A-A NO SCALE DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: 'S.J.S. STANDARD STREET MONUMENT 426 2 27 92 FILE NAME: AT426. D WG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92 #:::--- 1 VARIES 1 4'� .091"LISS I SIGN DETAIL 0 0 ° o rt 0 FRONT FRONT POST -TO -SIGN SIGN -TO -SIGN ASSEMBLY DETAIL � 1 NOTES: 1. SIGN BLADES TO BE EXTRUDED ALUMINUM, z _ \ 6063—T6 ALLOY, DEGREASED AND ETCHED ao WITH GREEN SCOTCHUTE APPLIED TO BOTH 7' MIN. SURFACES. SIDEWALK INSTL2" STD. 2. POST—TO—SIGN BRAKET TO BE DIE—CAST, (WHERE REQUIRED) GALV. 360 ALLOY WITH TWO ANGLED GUSSETS IRON PIPE ACH SIDE FOR STRENGTH. TO FIT 2-3/8" O.D. GALV. PIPE 21.D.. SIGN—TO—SIGN H BRACKET TO BE SIMILAR CONSTRUCTION ` WITH 90' AND 450 SEPARATION. 1/2"x4" PIN DRY PACKell 3. CAPITAL LETTERS TO BE DIE—CUT SILVER CONCRETE SCOTCHUTE, SERIES B. 8 MIN. 4. SCREWS FOR SECURING BRACKETS TO BE ZINC SIGN INSTALLATION PLATED HEX SOCKET HEAD SCREWS 1 /4'x1 /2". DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: STANDARD STREET SIGN 427 S. J. D TE: 2 27 92 FILE A E: AT427. D WG REVISIONS IAPPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 4" REFLECTOR TYPE -5 REFLECTOR PER STATE STANDARDS PAVEMENT WIDTH 8' 0. C. MAX. VARIES A --I 3'-6" MIN. 2' MAX. '� / A'-' WOOD BEAM BARRICADE 8' T ca Z I � SECTION A -A NOTES: 1. RAILS TO BE 2' x 8" CLEAR D.F. S4S AND POSTS TO BE 6'x 6'x 7'-0" ROUGH D.F. 2. BUTT ALL RAIL JOINTS ON CENTER OF POST. 3. ALL EXPOSED WOOD SHALL BE PAINTED WHITE, 2 COATS. 4. STANDARD W21R REFLECTORS TO BE LOCATED AS SHOWN. 5. PAINT PER STATE STANDARD SPECIFICATIONS, SECTION 91-3 DRAWN BY: R.A.L. DESIGNED BY: S.J.S. CITY OF ATASCADERO ENGINEERING DEPARTMENT 'EL BACK EDGE OF POST c8' RAIL ANCHORED '5 30d NAILS AT EACH ST. (TYP.) 'x6'x7'-0" ROUGH D.F. OST (TYP) SET 1'-0" MIN. INSIDE I DRAWING NO. 92 WOOD BEAM BARRICADE I 428 NAME: B.DWG REVISIONS APPROVALS DESCRIPTIONS BY I DATE JAPPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92 T O2 00 1 1 BOUNDARIES OF BUILDING, BOUNDARIES OF BUILDING, CURB, LANDSCAPED AREA, CURB, LANDSCAPED AREA, PARKING SPACE, ETC. (SQUARE SHAPE) PARKING SPACE, ETC. (SQUARE SHAPE) 20' 11 28' li o BOUNDARIES OF BUILDING, CURB, LANDSCAPED AREA,R = 4 8' ETC. (ROUNDED OFF TO 20' PROVIDE 28' RADIUS) R=28' 20' N O THIS STANDARD PERTAINS TO MINIMUM FIRE DEPARTMENT ACCESS REQUIREMENTS. CITY ROADWAY STANDARDS MAY REQUIRE APPROVED LARGER MINIMUM RADII THAN REPRESENTED I TURN-AROUND HEREIN. DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: S.J.S. FIRE ACCESS (PRIVATE STANDARDS ROADS) 429 D TE: 2 27/92 FILE NAME: AT429.DWG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10 92 O DEAD-END FIRE DEPARTMENT ACCESS ROADS IN EXCESS OF 92' 150' LONG SHALL BE PROVIDED WITH APPROVED PROVISIONS FOR 20' -T THE TURNING AROUND OF FIRE DEPARTMENT APPARATUS. N cn A dl- C) 56' N �(p. 1120' APPROVED APPROVED TURN-AROUND TURN-AROUND li o - 150' 150' 150' 150' BUILDING t BUILDING 1 I FIRE CODE REQUIREMENTS THIS EXAMPLE DOES NOT ACCESS ROADWAY MEET FIRE CODE REQUIREMENTS THE ACCESS ROADWAY SHALL BE EXTENDED TO WITHIN 150' OF ALL PORTIONS OF THE EXTERIOR WALLS OF THE FIRST STORY OF ANY BUILDING. ACCESS ROADWAY DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: FIRE ACCESS STANDARDS 430 S.J.S. 2 ' 2 s2 (PRIVATE ROADS) FILE NAME: AT430. D WG DF R. DE S. REVISIONS APPROVALS DESCRIPTIONS I BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3, NOTE: 1. PRECAST PIPE, ADJUSTING RINGS AND TAPERED SECTIONS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STATE STANDARDS FOR CLASS 2 REINFORCED CONCRETE. 2. ALL JOINTS BETWEEN PRECAST SECTIONS SHALL BE MORTARED. 3. INTERIOR OF THE MANHOLE SHALL HAVE A SMOOTH TROWELED SURFACE. 4. MANHOLE COVER SHALL HAVE THE WORDS "STORM SEWER" MOLDED INTO THE COVER. MANHOLE FRAME AND COVER - PINKERTON A - 640 CONCRETE COLLAR - CLASS "A" P.C.C. 6 SACK - 3000 P.S.I. NO. 4 REBAR ALL SIDES o MIN. 24" ADJUSTING RINGS AS REQ'D. PRECAST TAPERED CONE OR w FLAT COVER MANHOLE m REDUCING SECTION. a' PROVIDE KEYED BASE FOR PRECAST RISER SECTION. Jd- 48" cn z LEVEL J / \ END OF PIPE TO BE INSTALLED ¢ FLUSH WITH INSIDE OF MANHOLE. 1 =___________ SMALL PIPE INLET o NO. 8" 4 REBA 12" O.C. EACH FLOW UNE - MATCH FLOOR TO 12" CH WAY FLOW LINE OF LARGE INLET PIPE POURED -IN-PLACE CLASS 'A' CONCRETE BASE. VN BY: CITY OF ATASCADERO 'NED BY: ENGINEERING DEPARTMENT DRAWING NO. 92 STORM DRAIN MANHOLE 501 NAME: 1.DWG REVISIONS APPROVALS DESCRIPTIONS I BY I DATE JAPPROVEDI COUNCIL RESOLUTION NO. 26-92 3/10/92 12 1 2" 1-1/2" BATTER 1— SAME SLOPE 6" CURBAS GUTTER HEIGHT _ 7" — JI � 1/4 NOTE: REINFORCING STEEL SHALL BE #4 BARS AT 18" O.C. PLACED 1-1/2" CLEAR TO INSIDE OF BOX UNLESS OTHERWISE NOTED. BASIN FLOORS SHALL HAVE WOOD FLOAT FINISH AND A MINIMUM SLOPE OF 4:1 FROM ALL DIRECTIONS TOWARDS OUTLET PIPE.. USE CLASS "A" P.C.C. FACE ANGLE TO EXTEND FULL WIDTH OF BOX.. 1/2' x 6" H ANCHORS 8' t 2-8" t SECTION A—A H t 8'-0" OR LESS 6" 8'-1" TO 20'-0' 8" HEIGHT TABLE NOTE: FRAME SHALL BE DIPPED OR PAINTED IN COMMERCIAL QUALITY ASPHALTUM PAINT. DETAIL "B" �1 i 2'-2" R.A.L. DESIGNED BY: S.J.S. 02%27/92 FILE NAME: AT502.DWG r/4 TYP DETAIL "B" I t � 1/2- -�- 3" 3" 1 FOR USE WITH u t 24" WIDE GRATE 3" T 1 (24" — l'-11 5/8") 3" 1 2'-0' CURB SCORING LINE PLAN 1/4V 1/4" RADIUS 9 ,-1/4" RADIUS ANGLE TOL2-1/2" x 2-1/2" x 1/4" MATCH 2" 9 CURB FACE 1/2" 0 0 18" O.C. 5-112" IN NOTE: GRATES TO BE BICYLCE PROOF A.C. BERM IN PER STATE STD. PLAN D77 -B RURAL AREAS ONLY /3 1/2"x 1/2' 13" MIN. ", u 1/2- FOR USE WITH u 24" WIDE GRATE (24" — l'-11 5/8") 2'-0' " u L4"x3"xi/2" n u DROP SLOPE 2" CONC. CURB EXPANSION JOINT 3' MIN. a WING TRANSITION PLAN NOTE: PIPES THAT ARE UNABLE TO ATTAIN 3" MIN. s — 5 3 8" CLEARANCE FROM INSIDE BOX WALLS WILL REQUIRE TYPICAL FRAME A DESIGN APPROVED BY THE CITY ENGINEER. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. STORM DRAIN INLET 502 REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92 �A TYPE GMP PIPE 2:1 INLET WITH SIDE 2:1 MAX OPENINGS PER MAX STATE STD. PLANS DWG N0. D75 6" ACG. BASE 95% COMPACTION SIDE OPENINGS �I w u'� MIN. 12" LENGTH 1 TAPERED METALINLET j TOP OF AC DIKE PER STATE STD. PLANS DWG. NO. D87-B FLOWLINE PAVED GUTTER FLARE 12" AC PAVEMENT 10' (MIN.) 3• �A TAPERED METAL INLET VARIES 10' TO 16' 4.63' AC DIKE 3 3' 2' 1 2% �Pil MATCH D.I. SIDE 5% OPENING WITH 6" CLASS II BASE TAPERED METAL INLET - - - - - - - - - - - - - �36" 0 CMP DRAINAGE CULVERT _ i INLET ►::�.��. Y- CONCRETE BASE SECTION A-A NOTE: IN SAG LOCATIONS USE 10' LENGTH OF GUTTER FLARE ON BOTH SIDES AND GRATED DRAINAGE INLET. DRAWN BY: R.L.W. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: RURAL DRAINAGE INLET ROADS WITH AC DIKE 503 S. 02 27 92 FILE NAME: AT503. D WG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92 m 2:1 MAX. 2 1 MAX. TYPE GMP PIPE ti INLET WITH SIDE 6" AGG. BASE OPENING PER 95% COMPACTION STATE STD. DWG NO. D75 I/ SIDE OPENING 8.5' 8.5' 1 w 'n SHOULDER Q EP � } N I A.C. PAVEMENT m VARIES VARIES 2' 3' 2' 10' TO 16' 4' TO 6' 29.' ti• 5% � r 6" CL7AC!!. BASE 1--� NOTE; IN SAG LOCATIONS, - - - - - - - - - � 36' 0 CMP USE GRATED DRAINAGEi INLET. �-- --- -- DRAINAGE INLET --- CULVERT CONCRETE BASE SECTION B-B DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: RURAL DRAINAGE INLET ROADS WITHOUT A.C. DIKE 504 S.J.S. Doe E: s2 FILE NAME: AT504.DWG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92 H FEET Z 5000 H 0- 4000 Z Q J 3000 w= o HOURS TC MINUTES N �� vo 2000 4 240 Q ` L mod I \ MILES FEET 3-- 180 L z \ � 1000 1 > 800 z 2 120 Q 1 � m 700 \ Ln 100 500 � z 5 90 80 N 400 70 I� I z 03 1 60 < 300 0 LL SO EQUATIONS FOR ESTIMATED o 2 "TIME OF CONCENTRATION" 200 a 40 L 3 0.385 11 0 Tc _ H a 0 30 Tc =TIME OF CONCENTRATION 0 100 z 5000 IN HOURS. a- 4000 zo 20 L =LENGTH OF CHANNEL 18 IN MILES. v~i 3000 H =DIFFERENCE IN ELEVATION w 0 Z 16 BETWEEN MOST REMOTE SO � 14 POINT AND THE POINT 40 N 2000 zz 12 OF CONCENTRATION IN FEET. w o 1800 0 w w30 :2 160010 1400 p Z 0 1200 0 9 8 0 20 a Op L` 7 NOTE: THIS NOMOGRAPH IS TO J 900 wo BE LIMITED TO AREAS OF 200 15 z 700 6 ACRES OR LESS. i? w = 600 5 0 10 w 500 4 400 z 300 3 w J 200 DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: NOMOGRAPH DATE 02/27 92 FOR DETERMINING THE OF SMALL "TIME OF CONCENTRATION" DRAINAGE BASINS 505 FILE NAME: AT505.DWG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92 COEFFICIENT OF RUNOFF FOR TYPE OF DEVELOPMENT TYPE OF SOIL ** SLOPE<2% 2% TO 10% >10% 1 ACRE C .30 .35 1 ACRE S .25 .30 .45 20,000 S. F. C .35 .40 .35 20,000 S. F. S .25 .35 .45 10,000 S. F. C .40 .45 .40 10,000 S. F. S .30 .40 .55 zQ 6,000 S. F. C .45 .55 .45 .65 6,000 S. F. S .35 .40 APARTMENTS C .50 .50 APARTMENTS S .40 .60 .50 .70 INDUSTRIAL C .55 .65 .60 INDUSTRIAL S .45 .55 .75 COMMERCIAL C .75 .80 .65 COMMERCIAL S .70 .75 .85 .80 DENSE VEGETATION C .15 .25 DENSE VEGETATION S .10 .35 <MODERATE VEGETATION C 20 .15 .30 .20 D MODERATE VEGETATION S .15 .20 .40 SPARSE VEGETATION C .25 .35 .25 SPARSE VEGETATION S .20 .25 .45 .30 IMPERVIOUS, PAVED, ETC. .85 .90 .95 * NOTE: THESE VALUES ARE INTENDED TO BE A MINIMUM; HIGHER VALUES MAY BE REQUIRED BY THE CITY ENGINEER. ** NOTE: SOIL TYPE C = CLAY, ADOBE, ROCK, OR IMPERVIOUS MATERIAL S = SAND, GRAVEL, LOAM, OR IMPERVIOUS MATERIAL DRAWN EMCITY R.A.L. OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: COEFFICIENT OF RUNOFF TABLE 506 S.J.S. cDA 2� s2 FILE NAME: AT506.DWG L -DESCRIPTIONS REVISIONS I APPROVALS BY DAPPROVEDI COUNCIL RESOLU110N NO 26 92 3/10/g� 1 . __ _ R G:f 5.0 0 4.0 3.0 W n W 2.0 U Z 1.5 I 1.0 0.9 0.8 Z 0.7 LLJ 0.6 z 0.5 J 0.4 Q Li Z 0.3 X0.25 0.2 0.15 0.10 A AREAS OF AVERAGE ANNUAL RAINFALL OF 18 TO 22 INCHES MINUTES DURATION DRAWN BY: CITY OF ATASCADERO R.L.W. DESIGNED BY: ENGINEERING DEPARTMENT S.J.S. DAT : RAINFALL INTENSITY 02 27 92 FILE NAME: DURATION CURVE AT507.DWG HOURS 700 Sp 'S 70 S i DRAWING NO. 507 REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92 Y U F w W 1- 6' CHAIN LINK FENCE WITH CONCRETE Q F- FOOTING AND REDWOOD SLATS w a 0 CL 0.50' 0.50' GUTTER FL f 5 LOWEST INLET GUTTER ELEV. 5L' I' FREEBOARD MIN 1/4": 1' OR 5:1 OR � p��Ei STEEPE FLATTER 0� MAX } _ �� 8' DESIGN WATER SURFACE 0 p .Q DISCHARGE STRUCTURE DRAIN PIPE TO BE WITH ENERGY DISSIPATER = Q WATER TIGHT JOINT ® PIPE MATERIAL TO BE APPROVED BY CITY ENGR. SECTION A-A 0.50' 5� LOT LINE OR EASEMENT LINE w A ? � JOE A Z X w o CAPACITY w W> o Z 2:1 °�w �Q `�_ o< Ew AC M TOE qX S�0 EAMP Q w P w �Sg N o w J � Z� Q LOT LINE OR EASEMENT LINE 1 TC V) CD CONST. 6' HIGH CHAIN LINK ci FENCE WITH CONCRETE FOOTING AND REDWOOD SLATS. (REFER TO STATE OF CALIF. STD. PLANS FOR ADDITIONAL REQUIREMENTS MAY BE FENCE & GATES) IMPOSED AS PART OF THE CONDITIONAL USE PERMIT. NOTE: BASIN OUTLET STRUCTURE NOT SHOWN. REFER TO SECTION 5.06-G FOR BASIN NOTE: VARIATIONS TO THE DIMENSIONS OUTLET REQUIREMENTS. AND DESIGN MUST BE APPROVED EACH BASIN SHALL HAVE THE SPILLWAY BY THE CITY ENGINEER. DESIGN APPROVED BY THE ENGINEER. NOTE: WIRE TO BE ON OUTSIDE OF FENCE. DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. BY: DETENTION BASIN DETAIL 508 S.J.S. lDESIGNED DATE: 2/27/92 FILE NAME: AT5O8.DWG REVISIONS APPROVALS DESCRIPTIONS BY I DATE JAPPROVED COUNCIL RESOLUTION NO. 26-92 q019 18" STORM DRAIN PIPE EL PLATE ' x V-6" %6' \ 4' MIN. \ SIDEWALK \ 60° MAX 45° MIN PLAN ---- FLOW DIRECTIO - CURB FACE GUTTER 6' TRANSITION VARIES 6' TRANSITION DEPENDING ON ANGLE 10" RAISE SIDEWALK E.J. 6" OVER BOX GUTTER ELEVATION NORMAL 6" CURB FACE 3' MIN. VARIABLE g" SIDEWALK WIDTH No. 4 BAR DRILL AND TAP FOR AT 18" U.C. 4 BOLTS IN COVER 4" MIN. -SEE COVER DETAIL No. 4 BAR - 4, AT 9" 0. C. 2" 2" x 2" x 318"Z- 6" SIDES rALL No. 3 BAR, � 8. No. 4 BARS AT 18" O.C. 5" WELD ANCHOR TO Z, ONE EACH SIDE SECTION x 3-1/2" x 3�11�2" COVER DETAIL DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: SIDEWALK UNDERDRAIN 509 S.J.S. D TE 2 -E9 2 . FILE NAME: AT509.DWG REVISIONS APPROVALS TIONS JBYIDATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/9 CURB FACE D.C.CAP SCREWS AT 16' ...;.::: 6" WIDTH OF SIDEWALK -COVER SUPPOR 2'-0' 2'-0' f4- 2% 4' MIN. CLASS II SECTION A—A AGGREGATE BASE 1 /2"x 1/4" CONT. "DIAMOND PLATE" STEEL COVER TO MATCH / 1 /4" THICK, ,-C:IIRR HFIr-PT 2" NO. 4 BARS 12' O.C. DETAIL "B" BOTH DIRECTIONS. • II I 4' AGG. BASE 6" 36" MAX. SECTION B -B DRAWN BY: CITY OF ATASCADERO C.A.C. DESIGNED BY: ENGINEERING DEPARTMENT S.J.S. o TE: SIDEWALK UNDERDRAIN, 2 27 92 FILE NAME: STEEL COVERED AT51 O. D WG A --DIAMOND PLATE' STEEL PLATE, 1/4' THICK, TWO EQUAL LENGTH PLATES. STEEL PLATES SHALL BE GALVANIZED. ALL CORNERS AND SHARP EDGES SHALL BE GROUND SMOOTH. ALL ABRADED AND DAMAGED SURFACES SHALL BE COATED WITH A ZINC - RICH PAINT, AS PER 75-1.05 OF THE STATE STANDARD SPECIFICATIONS. P.C.C. FLOOR WITH NO. 4 BARS BOTH DIRECTIONS, 12' 0. C. DRILL AND COUNTER SINK FOR A 1/4" DIA. HOT -DIP GALV. ALLEN HEX -SOCKET FLAT- HEAD CAP SCREWS 1 /4" DIAMOND PLATE 1/2"x 2' BARSTOCK CONT. DRILL AND TAP FOR SCREWS WELD AND GRIND SMOOTH ON TOP SURFACE WELD ON 2' NO. 3 BARS AT 24' O.C. DETAIL "B" DRAWING NO. 510 REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92 L 1 12" 0 2 MIN 0 4 3" MIN ALL '� AROUND elf / O w 90 MAX 5 ¢ 60° N � MI 00 G SECTION C—C U / 18" 2 3 B MIN 3" MIN � A A 5 2 B 1 SECTION B—B SIDEWALK WIDTH VARIES CLASS "B" CONCRETE 5 1 7 1/2" LIP _�. : • i...• "• ' L 6 SECTION A-A CLASS II AGG. BASE 01 INLET SHALL BE PAVED SWALE, RECTANGULAR CONDUIT OR PIPE(S). MAX. INLET DIAM./HEIGHT SHALL BE CURB HEIGHT MINUS 3 INCHES. INLET CONDUITS LARGER THAN 3" DIAM./HEIGHT MUST BE REDUCED WITH A MANIFOLD OR JUNCTION BOX. A JUNCTION BOX SHALL HAVE ACCESS/CLEANOUT. INLET TYPE SHALL BE APPROVED BY THE CITY ENGINEER. (�2 UNDERDRAIN SHALL NOT BE CLOSER THAN 5 FEET TO A DRIVEWAY OR CURB RETURN. Q RECTANGULAR CAST IRON PIPE — ALHAMBRA A-470, OR APPROVED EQUAL ® CAST IRON PIPE — 3" MAX. DIAM. (6" CURB) — 4" MAX. DIAM. (8" CURB) GALVANIZED 5 #4 REBAR AT 12" O.C. 6 CONCRETE SHALL BE CLASS B 7 CHANNEL SLOPE SHALL BE NO LESS THAN 2% AND SHALL BE PARALLEL WITH SIDEWALK SURFACE. ® MULTIPLE DRAINS SHALL HAVE 6" MIN. CLEARANCE WITH MAX. OF 3 DRAINS PER 10 FEET OF SIDEWALK. DRAINS SHALL NOT EXTEND BEYOND CURB FACE INTO GUTTER. DRAWN R.A.L. BY: CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. BY: SIDEWALK UNDERDRAIN 511 S. J. S. IDESIGNED DATE::92 z WITH PIPES FILE NAME: AT51l.DWG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 q3/10/92 CASE 1 NEW SEWER ZONE (NO JOINTS) ZONE "C" ZONE "C" SPECIAL PIPE 4" _ ZONE P'. -\ �- �- NO JOINTS IN SEWER 6' 4' W 4' 6' T ZONE "p"4^ ZONE D" --F- I NO JOINTS SPECIAL PIPE IN SEWER NOTE: "P" IS A PROHIBITED CONSTRUCTION ZONE. CASE 2 NEW WATER MAIN I NO JOINTS ZONE I "p^ IN WATER MAIN 1I I ZONE "P" 4" 6 4' S 4' 6' -L- ZONE "p" 4' �- ZONE I "C" SPECIAL PIPE NO JOINTS IN WATER MAIN CROSS SECTION DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: J. S. WATER & SEWER CROSSING 601 T IS. z s2 DETAILS FILE NAME: AT60l.DWG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92 CASE -1 CASE 2 NEW SEWER NEW WATER MAIN W ZONE "A" N w oz ZONE "A" ZONE "B" I I ZONE SPECIALSPECIAL "B" PERMISSION PIPE 2 1 ws 1 ' 3' 6' SPECIAL PIPE ,.P" ,.P" 6' 3' o o ~ ~ SPECIAL PERMISSION 0 0 NOTES: ZONES IDENTICAL ON EITHER SIDE OF CENTER LINES. ZONE "P" IS A PROHIBITED ZONE, SECTION 64630 (e)(2) CALIFORNIA ADMINISTRATIVE CODE, TITLE 22 DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: SEWER AND WATER S.J.S. D �: 2 27/92 PARALLEL CONSTRUCTION 5 2 FILE NAME: AT602. D WG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 310 22 GUTTER LIP PROPERTY LINE GUTTER FLOW LINE BACK OF CURB WATERPROOF 1/8 BEND (45°) BACK OF SIDEWALK PPER & 4" MIN SEAL; DIA. V� ARIES o 4" MIN. DIA. SEWER LATERAL X12 ,,,---SIDEWALK--"*'( PLACE 1/2"x,36" STEEL REBAR WYE SEWER MAIN VARIES AT END OFLATERAL SEWER MAIN PLAN ENCROACHMENT PERMIT AND PROPERTY LINE rlNEYCTION ARE REQUIRED FOR SEWER E AND INSTALLATION. fl—'s" 22 I I CURB & GUTTER Z z � NOTE: MIN. LATERAL SIZE: 12' LATERAL SHALL BE CAST IRON PIPE 4" DIA.: MIN. SLOPE OR PVC PIPE ENCASED IN CONCRETE 1/4" PER FOOT WHEN THE COVER IS LESS THAN 36" OVER THE TOP OF PIPE. OTHERWISE, PLACE 1/2-x36- LATERAL SHALL BE SDR 35 PVC. I STEEL REBAR AT END OF LATERAL WYE �1/8 BEND (45°) SECTION INSTALL WATERTIGHT SEAL SEWER MAIN IF NOT CONNECTED NOTES: TO BUILDING SEWER. 1. "S' SHALL BE MARKED ON CURB OVER LATERAL 2. THE "S" SHALL BE STAMPED INTO NEW CONCRETE AND SHALL BE CHISELED INTO EXISTING CONCRETE. 3. THE "S" SHALL BE NOT LESS THAN 3" HIGH, 2' WIDE AND 3/16' DEEP. 4. MAINTAIN MINIMUM 5- HORIZONTAL SEPARATION FROM WATER SERVICE. 5. INSTALL MAGNETIC TAPE AT A DEPTH OF 24"-32", THEN UP TO SURFACE. DRAWN BY: V. S. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: SEWER LATERAL LOCATION 603 V. S. D TE: 2 27 92 FILE NAME: AT603.DWG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92 6" MIN SEWER MAIN THREADED CAP 45° 45° 4" MIN. CLEAN-OUT ~o RISER PIPE w Li w Z_ Z 0IJ STANDARD WYE ¢ Li N CLASS "A",COQ OR WYE SADDLE STREET o 0 ELBOW 45° CONC. BASE E H DTH STOPPER & SEAL WYE 45° ~� SAND BED PLAN 1/8 BEND ' 1/8 BEND VARIABLE LENGTH u r m 0 U THE VERTICAL PIPE J SHALL BE BRACED m o WHILE BACKFILLING � cn TRENCH Q Q TRENCH 0 WIDTH 4" I/ CLASS "A" :D MIN BEND CONC, BASE Z 2" MIN. COVER N AROUND LATERAL 6" o 0 0' IPE O.D. wx COMPACTED SAND OR APPROVED GRANULAR ELEVATION MATERIAL NOTE: ALL JOINTS ON SEWER LATERAL PIPE SHALL BE COMPRESSION TYPE OR APPROVED SOLVENT WELD. P.V.C. PIPE MUST PASS A SOLID rESIGNED BALL TEST FOR DEFLECTION. BY: CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. BY: STEEP SEWER SERVICE LATERALS 604 27/192 D�TE` FILE NAME: AT604.DWG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-923 10 92 14" A A NOTE: NO LATERALS ARE TO BE PLAN CONNECTED TO CLEANOUTS. PAVEMENT CONCRETE COLLAR BASE MATERIAL 7" ` REMOVABLE CAP OR PLUG SAME SIZE AS MAIN LINE (6" MIN.) MITERED BENDS (1/8) SANITARY SEWER LINE NOTE: WELL TO BE No. 4TT VALVE BOX WITH CAST IRON FACE AND COVER (BROOKS PROD— DUCTS INC. OR APPROVED EQUAL CAPACITY SHALL SECTION STATE A'—A H2O-S16UATE TRAFFIICRLOADNG. DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: S.J.S. SEWER CLEANOUT 605 DOz 2� 92 FILE NAME: AT605.DWG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92 NOTE: 01 WITH NEW SEWER INSTALLATIONS: PRECAST REINFORCED MANHOLE BASES Q2 WITH EXISTING SEWER: POURED IN PLACE CLASS "A" CONCRETE �— — MANHOLE BASE PER S.L.O. CO. STANDARDS / DRAWING NO. S-3 A SHELF _ _ MANHOLE FRAME AND COVER TO CONFORM \ SHELF WITH STANDARD DETAIL NO. 608 SLOPE SHELVES / TO DRAIN ' PLAN VIEW A.C. PAVEMENT ;`::? •, CONCRETE COLLAR �— 8 3" OR 6" RISER RING (9" MAXIMUM) 24" PRECAST CONCRETE (TYPICAL) MANHOLE WALLS SHALL BE A M PRECAST TYPE CONFORMING TO ASTM STANDARD C478-61T FOR CLASS 2 REINFORCED CONCRETE PIPE. o MANHOLES SHALL BE WATERTIGHT JOINTS TO BE SET IN A WATERTIGHT N SEALANT APPROVED BY THE w CITY ENGINEER. LEAVE OUT PIPE IN CHANNEL OR PIPE SHALL BE PRECUT BEFORE PLACING 6'..'.'. 48' 6' BASE. PRECAST REINFORCED MANHOLE BASES WITH INFLOW AND OUTFLOW COUPLINGS CAST IN AT ENGINEERED INVERT, ANGLE, 1' RADIUS AND SLOPE ELEVATIONS. o BROKEN OR CHIPPED RINGS AND CONES '='.-..".•. SHALL NOT BE USED EXCEPT BY APPROVAL OF THE ENGINEER. N �. 8* MIN, RUBBER WAITER STOP WITH STAINLESS 60' MIN. STEEL BAND ATTACHED TO ALL yi FITTINGS TO INSURE WATER TIGHTNESS. SECTION A-A DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: S.J.S. TYPICAL ECCENTRIC - CONE PRECAST CONCRETE MANHOLE 606 DATE: FILE2NAME: AT606.DWG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92 NOTE: 1D1 WITH NEW SEWER INSTALLATIONS: PRECAST REINFORCED MANHOLE BASES @WITH EXISTING SEWER: POURED IN PLACE CLASS "A" CONCRETE MANHOLE BASE PER S.L.O. CO. STANDARDS DRAWING NO. S-3 A --- — L--- SHELF SHEL SLOPE IELVES TO DRAIN MANHOLE FRAME AND COVER TO CONFORM WITH STANDARD DETAIL NO. 608 PLAN VIEW — — — A.C. PAVEMENT 6 — — CONCRETE COLLAR 8 3" OR 6" RISER RING (9" MAXIMUM) 24" PRECAST CONCRTE E IE MANHOLE WALLS SHALL A) PRECAST TYPE CONFORMING TO ASTM STANDARD C478-61T FOR CLASS 2 REINFORCED CONCRETE PIPE. i iVBEND 6" wNHOLES SHALL BE WATERTIGHT < >ALL 45° VE OUT PIPE IN CHANNEL OR PIPE BE PRECUT BEFORE PLACING BASE TS TO BE SET IN A WATERTIGHT LANT APPROVED BY THE Y ENGINEER. 48• t LATERAL CONNECTION OVER 5' TO BE P.V.C. FOR DROP TEE, PIPE do 90° BEND. 1" RAD. POURED IN PLACE %. CLASS A" CONCRETE ■ 90° BEND N BROKEN OR CHIPPED RINGS AND CONES - 8" MIN •'. • ' SHALL NOT BE USED EXCEPT BY . APPROVAL OF THE ENGINEER. L60" MIN. I RUBBER WATER STOP WITH STAINLESS STEEL BAND ATTACHED TO ALL FITTINGS SECTION A—A TO INSURE WATER TIGHTNESS. DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: TYPICAL DROP MANHOLE 607 S.J.S. 2 ' 92 FILE NAME: AT607. D WG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3/10/92 SKID RESISTANT SEALED BLIND SANITARY PICK HOLE SEWER ALL CONTACT SURFACES TO BE MACHINED 26-1/4" 25-13/32" 25-11/32" 1/32- 10-1-2TAPER N I 24" rn 31-1/2" SOUTHBAY FOUNDRY 1900 OR APPROVED EQUAL NOTE: CAPACITY SHALL BE ADEQUATE FOR STATE H2O -S16 TRAFFlC LOADING DRAWN BY- Y: C.A.C. C. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: SEWER MANHOLE COVER 608 S.J.S. 2 2 92 FILE NAME: AT608.DWG REVISIONS APPROVALS DESCRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 10 92 m U L� O Y U Q m F.H. c� SEWER [A FRAI PROPERTY ¢ 18" LINE I w _ _ PIPE JOINT (TYP) `n 12L-{ 1'-6" MIN. L—ZETER WATER MAIN STOP DETACHED SIDEWALK OR CURB ONLY SEWER [-A ERALY PROPERTY OQ FACE OF CURB LINE �o min o F.H. I in _� 12=1 18" 1'-6" MIN. WATER MAIN METER STOP CURB AND SIDEWALK CONTIGUOUS F---12" SEWER IA ERAL PROPERTY F. H. LINE -T- 12" 1'-6" MIN. WATER MAIN METER STOP K WITHOUT CURB AND SIDEWALK NOTE: ALL BOXES ARE STANDARD METER BOXES. DRAWN BY: R.A.L. CITY OF ATASCADERO ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: S. J, S. WATER SERVICE/HYDRANT DATE: 02/27/92 LOCATIONS %01 FILE NAME: AT701.DWG REVISIONS APPROVALS CRIPTIONS BY DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3 CUT EXISTING ROADWAY TO PROVIDE VERTICAL SURFACES AND SQUARE CORNERS. CUT EDGES WILL BE STRAIGHT AND NEAT IN APPEARANCE. FINAL PROVIDE MIN 12" BENCH GRADE MINIMUM 2 INCHES INTO UNDISTURBED 12" ASPHALT OTHERWISE ROAD BED (BOTH SIDES) 95% RELATIwE COMPACTION 24' SEE NOTE BELOW 1 CONCERNING TRENCH INSTALL/ IN EASEMENTS. MAGNETIC TRACER TAPE 90% RELATIVE COMPACTION MIN. 6" CLASS 2 AGGREGATE BASE SELECT BACKFILL FREE FROM DEBRIS AND DELETERIOUS MATERIAL. COMPACTED SAND OR APPROVED GRANULAR MATERIAL. 6' BELOW FL / I A CITY ENCROACHMENT PERMIT AND INSPECTION ARE REQUIRED FOR GREATEST O.D. DIMENSION TRENCHING IN PUBUC OR COLONY AT PIPE JOINTS RIGHT-OF-WAYS. NOTE: A MINIMUM OF 90% RELATIVE COMPACTION IS PERMITTED IN A NON -ROADWAY TRENCH WHEN NO STRUCTURES ARE TO BE BUILT OVER THE TRENCH. IF STRUCTURES ARE TO BE BUILT OVER THE TRENCH, USE RELATIVE COMPACTIONS SHOWN ON THE TRENCH SECTION ABOVE. -11 CITY OF ATASCADERO V.S. DESIGNED BY: WIENGINEERING DEPARTMENT DRAWING NO. V. S. DATE: BACKFILL REQUIREMENTS FOR 7O2 02 27/92 FILE NAME: WATER OR SEWER LINES AT702.DWG .\' .\' ...••'.. :I. \.iii:. �l:I :• 6" MIN •�: - :• : 6" MIN 8' MAX 8 MAX :? ••` :: :il: ail: •�_: T_.r•T MIN. 6" CLASS 2 AGGREGATE BASE SELECT BACKFILL FREE FROM DEBRIS AND DELETERIOUS MATERIAL. COMPACTED SAND OR APPROVED GRANULAR MATERIAL. 6' BELOW FL / I A CITY ENCROACHMENT PERMIT AND INSPECTION ARE REQUIRED FOR GREATEST O.D. DIMENSION TRENCHING IN PUBUC OR COLONY AT PIPE JOINTS RIGHT-OF-WAYS. NOTE: A MINIMUM OF 90% RELATIVE COMPACTION IS PERMITTED IN A NON -ROADWAY TRENCH WHEN NO STRUCTURES ARE TO BE BUILT OVER THE TRENCH. IF STRUCTURES ARE TO BE BUILT OVER THE TRENCH, USE RELATIVE COMPACTIONS SHOWN ON THE TRENCH SECTION ABOVE. -11 CITY OF ATASCADERO V.S. DESIGNED BY: WIENGINEERING DEPARTMENT DRAWING NO. V. S. DATE: BACKFILL REQUIREMENTS FOR 7O2 02 27/92 FILE NAME: WATER OR SEWER LINES AT702.DWG REVISIONS APPROVALS DESCRIPTIONS BY I DATE APPROVED COUNCIL RESOLUTION NO. 26-92 3Z10/92 s 6" BEHIND 4' ATTACHED SIDEWALK IN NOTE: MINIMUM COVER—BOTH CASES RESIDENTIAL ZONES OR AS OTHERWISE SEWER MAINS 48"MIN. APPROVED BY THE CITY ENGINEER. WATER 36" 12" COMMERCIAL ZONES TELE., POWER 24" 3 GAS 30" STORMDRAIN 48' MIN. ctf POWER STREET LIGHT OR TELEPHONE P.C.C. CURB AND GUTTER NORTH OR WEST SOUTH OR EAST 5' HALF OF R/W I HALF OF R/W f� N Z 3MIN. z 3' MIN. N cn r r� 00 6' 6' 00 M POWER, PHONE, T.V. CABLE WIRGkSAND WA R G S SEE DETAIL "A" i BELOW STOR DRAIN SE R CASE I (P.C.0 CURB AND GUTTER) NOTE: STREET CROSSINGS BY UTILITIES REQUIRE A MINIMUM SECONDARY POWER CABLE T.V. OF 30" COVER AND TO BE AT RIGHT ANGLES TELEPHON WHEREVER POSSIBLE. PRIMARY POWER + RESIDENTIAL ZONES 3 DETAIL "A" 3 NTScr NORTH OR WEST SOUTH OR EAST 5 HALF OF R/W HALF OF R/W -rY"X" X. - MAX. MAX. POWER, PHONE, AND T.V. CABLE SEE DETAIL 'A" � ' ABOVE TR STREET WIDTH "X" "Y" MAX. STOR DRAIN SE 20' & 26' 4' 3' CASE II 32' 4' 4' (WITH OR WITHOUT A.C. DIKE) DRAWN BY: CITY OF ATASCADERO C.A.C. ENGINEERING DEPARTMENT DRAWING NO. DESIGNED BY: LOCATION OF UTILITIES 703 S.J.S. 2 27 D 27 92 FILE NAME: AT703.DWG 1. NO CONSTRUCTION SHALL BE STARTED WITHOUT PLANS AND/OR PERMITS APPROVED BY THE CITY ENGINEERING DEPARTMENT. THE CITY ENGINEER SHALL BE NOTIFIED AT LEAST TWENTY-FOUR HOURS PRIOR TO STARTING OF CONSTRUCTION. ANY CONSTRUCTION DONE WITHOUT APPROVED PLANS OR PRIOR NOTIFICATION TO THE CITY ENGINEER WILL BE REJECTED AND WILL BE AT THE CONTRACTOR'S AND/OR OWNER'S RISK AND EXPENSE. 2. ALL CONSTRUCTION WORK AND INSTALLATION SHALL CONFORM TO THE CITY OF ATASCADERO STANDARDS AND SPECIFICATIONS, AND ALL WORK SHALL BE SUBJECT TO APPROVAL OF THE CITY ENGINEER. 3. ALL GRADING, DRAINAGE AND RELATED CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS AND ADOPTED ORDINANCES OF THE CITY OF ATASCADERO INCLUDING THE MOST CURRENT EDITION OF THE U.B.C. CHAPTER 70, AND IF REQUIRED, THE RECOMMENDATIONS OF THE SOILS REPORT. 4. CONSTRUCTION CONTRACTOR SHALL CONTACT UNDERGROUND SERVICE ALERT AT 1-800-227-2600 AT LEAST 48 HOURS BEFORE BEGINNING EXCAVATION AND SHALL VERIFY THE LOCATION OF ANY KNOWN UTILITIES, AND WHETHER OR NOT A REPRESENTATIVE OF EACH COMPANY WILL BE PRESENT DURING EXCAVATION. SOUTHERN CALIFORNIA GAS COMPANY PHONE: (805) 781-2424 PACIFIC GAS AND ELECTRIC COMPANY PHONE: (805) 546-5238 PACIFIC BELL SONIC CABLE TV PHONE: (805) 546-7447 PHONE: (805) 544-1962 5. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR(S) TO BE FULLY INFORMED OF AND TO COMPLY WITH ALL LAWS, ORDINANCES, CODES, REQUIREMENTS, AND STANDARDS WHICH IN ANY MATTER AFFECT THE COURSE OF CONSTRUCTION OF THIS PROJECT, THOSE ENGAGED OR EMPLOYED IN THE CONSTRUCTION, OR THE MATERIALS USED IN THE CONSTRUCTION. 6. NEITHER THE CITY, OWNER OR THE ENGINEER OF WORK WILL ENFORCE SAFETY MEASURES OR REGULATIONS. THE CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS. ATAS-NOTES.GEN 105 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF PUBLIC AND PRIVATE PROPERTY ADJACENT TO THE WORK AREA AND SHALL EXERCISE DUE CAUTION TO AVOID DAMAGE TO SUCH PROPERTY. THE CONTRACTOR SHALL REPLACE OR REPAIR TO THEIR ORIGINAL CONDITION ALL IMPROVEMENTS WITHIN OR ADJACENT TO THE WORK AREA WHICH ARE NOT DESIGNATED FOR REMOVAL, AND ARE DAMAGED OR REMOVED AS A RESULT OF HIS OPERATIONS. 8. THE CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE CONTRACTOR SHALL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR THE CONDITION OF THE JOB SITE DURING THE COURSE OF CONSTRUCTION FOR THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER, THE DES IGN--ENGINEER1 i- AND ---THE CITY OF ATASCADERO -HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER, THE DESIGN ENGINEER, OR THE CITY OF ATASCADERO. 9. LOCATIONS AND ELEVATIONS OF EXISTING UTILITIES WHERE SHOWN ON THE PLANS ARE BASED ON AVAILABLE RECORDS AND ARE APPROXIMATE ONLY. CONTRACTOR SHALL HAND EXPOSE UTILITIES AT LEAST 100 FEET AHEAD OF CONSTRUCTION IN ORDER TO VERIFY LOCATION AND DEPTH. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR LOCATING OR HAVING LOCATED ALL UNDERGROUND UTILITIES AND OTHER FACILITIES AND FOR PROTECTING SAME DURING THE COURSE OF CONSTRUCTION OF THE PROJECT. ANY DEVIATIONS FROM THE PLAN LOCATION OF EXISTING FACILITIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER SO THE APPROPRIATE REVISIONS MAY BE MADE. 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF ALL EXISTING SURVEY MARKERS DURING CONSTRUCTION. ALL SUCH MONUMENTS OR MARKERS DISTURBED SHALL BE RESET AT THE CONTRACTOR'S EXPENSE BY A REGISTERED CIVIL ENGINEER OR LICENSED LAND SURVEYOR IN ACCORDANCE WITH CITY STANDARD DRAWING #426 AND AS REQUIRED BY STATE LAW, LAND SURVEYORS ACT AND THE SUBDIVISION MAP ACT. 11. THE CONTRACTOR SHALL MAINTAIN TWO-WAY TRAFFIC AT ALL TIMES. TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE CURRENT CALTRANS MANUAL FOR TRAFFIC CONTROL AND WORK AREA TRAFFIC CONTROL HANDBOOK. NO STREET CLOSURE SHALL BE PERMITTED UNLESS PREVIOUSLY ARRANGED FOR AND GRANTED BY THE CITY ENGINEERING DEPARTMENT. UPON REQUEST, THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL AND DETOUR PLAN TO THE CITY ENGINEER FOR APPROVAL PRIOR TO WORK. ATAS-NOTES.GEN 1W 12. ALL CONTRACTORS AND SUBCONTRACTORS WORKING WITHIN THE RIGHT-OF-WAY SHALL HAVE AN APPROPRIATE CONTRACTOR'S LICENSE, A LOCAL BUSINESS LICENSE, AND SHALL OBTAIN AN ENCROACHMENT PERMIT. 13. THE DEVELOPER SHALL BE RESPONSIBLE FOR SCHEDULING A PRE -CONSTRUCTION MEETING WITH THE CITY, AND OTHER AFFECTED AGENCIES, PRIOR TO START OF ANY WORK. 14. CONSTRUCTION GRADE STAKES SHALL BE SET BY A REGISTERED CIVIL ENGINEER OR A LICENSED LAND SURVEYOR REGISTERED IN THE STATE OF CALIFORNIA. 15. ALL SOIL COMPACTION SHALL BE TESTED IN ACCORDANCE WITH ASTM TEST DESIGNATIONS D1556-82 AND D1557-78. ALL TESTS MUST BE MADE WITHIN FIFTEEN DAYS PRIOR TO PLACING MATERIAL. THE TEST RESULTS---SHAL-L----CLEARLY--° INDI-CATS THE LOCATION -AND- SOURCE OF THE MATERIAL. 16. COMPACTION TESTS SHALL BE MADE ON SUBGRADE MATERIAL AND MATERIAL PLACED AS SPECIFIED BY THE SOILS ENGINEER. SAID TESTS SHALL BE MADE PRIOR TO THE PLACING OF THE NEXT MATERIAL. COMPACTION TESTS SHALL BE APPROVED BY THE SOILS ENGINEER AND ALL COSTS OF TESTING TO BE PAID BY THE CONTRACTOR. 17. SUBGRADE MATERIAL SHALL BE COMPACTED TO A RELATIVE COMPACTION OF 95% IN THE ZONE BETWEEN FINISHED GRADE ELEVATION AND A MINIMUM OF TWO FEET BELOW. ALL MATERIAL IN FILL SECTIONS BELOW THE ZONE MENTIONED ABOVE SHALL BE COMPACTED TO 90% RELATIVE COMPACTION. TESTING PER ASTM D- 1557-70 METHOD C, D2922-71 OR D3017-72. 18. DUST CONTROL IS TO BE MAINTAINED BY APPROPRIATE MOISTURE CONTENT AT ALL TIMES UPON COMMENCEMENT OF WORK, INCLUDING PERIODS OF SUSPENSION OF WORK, UNTIL FINAL ACCEPTANCE OF THE PROJECT BY THE CITY. ATAS-NOTES.GEN /�5 19. ALL TOP SOIL SHALL BE STOCKPILED FOR LATER DISTRIBUTION OVER THE LOTS AND SLOPES. ALL PREPARED CUT AND FILL SLOPES AND DISTURBED AREAS WHICH ARE NOT DESIGNATED FOR PLANTING IN THE PLANS SHALL BE HYDROSEEDED AT THE EARLIEST POSSIBLE TIME AFTER SLOPE GRADING HAS BEEN COMPLETED OR AS DIRECTED BY THE CITY ENGINEER. THE FOLLOWING MATERIALS AND RATES SHALL BE USED FOR HYDROSEED MIXTURE: CALIFORNIA POPPY, 95% PURE, 75% GERMINATION 2#/ac LUPEN SUCULENTUS, 99% PURE, 75% GERMINATION 4#/ac ATRIPLEX SEMIBACCATA, 95% PURE, 75% GERMINATION 8#/ac FESTUCA MEGALURA, 85% PURE, 80% GERMINATION 12#/ac NEMOPHILA MENZIESII, 95% PURE, 75% GERMINATION 3#/ac WOOD FIBRE 2000#/ac ECOLOGY -CONTROL M -BINDER - -- = 120#/ac 20. IF PERMANENT EROSION CONTROL HAS NOT BEEN ESTABLISHED BEFORE THE ONSET OF THE RAINY SEASON (OCT. 15TH) OR IF CONSTRUCTION OCCURS DURING THE PERIOD BETWEEN OCT. 15TH AND APRIL 15TH, THEN EROSION CONTROL DEVICES SHALL BE PROVIDED AND AVAILABLE ONSITE. THE CONTRACTOR IS RESPONSIBLE FOR THE PLACEMENT OF SUCH DEVICES AS DIRECTED BY THE ENGINEER OF WORK, OR WHENEVER RAIN IS FORECASTED. 21. ALL GRADING OR OTHER CONSTRUCTION WORK OUTSIDE OF THE RIGHT- OF-WAY SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE OFFSITE PROPERTY OWNER. 22. ALL UNSUITABLE MATERIALS SHALL BE REMOVED FROM THE PROJECT AND TO A SUITABLE DISPOSAL SITE. 23. NO TREES SHALL BE REMOVED WITHOUT PERMISSION FROM THE CITY COMMUNITY DEVELOPMENT DEPARTMENT, EXCEPT AS SHOWN. 24. ALL BASE MATERIAL AND ASPHALT IN RIGHT-OF-WAY SHALL BE IN CONFORMANCE WITH CURRENT CALTRANS SPECIFICATIONS. 1/2" MEDIUM MAX. FOR ASPHALT, AND 3/4" MAX. CLASS II BASE. 25. STRUCTURAL SECTION IN RIGHT-OF-WAY SHALL BE BASED UPON SOILS TESTS TO DETERMINE THE R -VALUE OF EXISTING SOIL AND A TRAFFIC INDEX DESIGNATED BY THE CITY ENGINEERING DEPARTMENT OF T.I.= 26. ALL SAW CUTTING WHETHER IN PORTLAND CEMENT CONCRETE OR ASPHALT CONCRETE SHALL REVEAL A COMPETENT STRUCTURAL SECTION AND NEW PAVING SHALL BE JOINED AT THIS POINT. THE STRUCTURAL SECTION SHALL BE INSPECTED BY THE CITY ENGINEERING DEPARTMENT PRIOR TO THE PLACEMENT OF BASE. ATAS-NOTES.GEN /J& 27. ALL UTILITY RELOCATIONS AND/OR ALTERATIONS SHALL BE THE SOLE RESPONSIBILITY OF THE DEVELOPER AT HIS EXPENSE. 28. THE CITY INSPECTOR, ACTING ON BEHALF OF THE CITY ENGINEERING DEPARTMENT, MAY REQUIRE REVISIONS IN THE PLANS TO SOLVE UNFORESEEN PROBLEMS THAT MAY ARISE IN THE FIELD. ALL REVISIONS SHALL BE SUBJECT TO THE APPROVAL OF THE DESIGN ENGINEER. 29. THE CONSTRUCTION CONTRACTOR SHALL MAINTAIN A CURRENT, COMPLETE AND ACCURATE RECORD OF ALL CHANGES WHICH DEVIATE FROM THE CONSTRUCTION AS PROPOSED IN THESE PLANS AND SPECIFICATIONS --FOR THE PURPOSE OF PROVIDING -THE DESIGN ENGINEER WITH A BASIS FOR RECORD DRAWINGS. NO CHANGES SHALL BE MADE WITHOUT PRIOR APPROVAL OF THE CITY ENGINEER AND THE DESIGN ENGINEER. 30. A REGISTERED CIVIL ENGINEER MUST CERTIFY THAT THE IMPROVEMENTS, WHEN COMPLETED, ARE IN CONFORMANCE WITH THE APPROVED PLANS PRIOR TO THE REQUEST FOR FINAL INSPECTION. "AS -BUILT" PLANS ARE TO BE PREPARED AFTER CONSTRUCTION IS COMPLETED. THE CIVIL ENGINEER CERTIFYING THE IMPROVEMENTS AND PREPARING THE "AS -BUILT" PLANS SHALL BE PRESENT WHEN THE FINAL INSPECTION IS MADE. 31. THE PLAN CHECK AND APPROVAL OF THESE PLANS BY THE CITY OF ATASCADERO DOES NOT RELIEVE THE DESIGN ENGINEER FOR ANY DISCREPANCIES, ERRORS, OR OMISSIONS WHICH MAY BECOME APPARENT PRIOR TO COMPLETION OF CONSTRUCTION. THE DESIGN ENGINEER OR OTHER DESIGNATED ENGINEER OF WORK SHALL BE RESPONSIBLE FOR CORRECTING ANY DESIGN DEFICIENCIES, ERRORS, OR OMISSIONS TO THE APPROVAL OF THE CITY ENGINEER IN ACCORDANCE WITH CITY STANDARDS AND SPECIFICATIONS. ATAS-NOTES.GEN ��7