Paso Robles City Council
May 16, 2023

• Wastewater Master Plan
• Recycled Water Master Plan
• Traffic Calming Program
• General Plan Circulation Element
• Transportation Impact Analysis Guidelines
• Floodplain Management Ordinance
I-5 ENCROACHMENT PERMIT
Any contractor performing work under these standards and specifications is required to obtain a City business license and an Encroachment Permit for all work performed within the public right-of-way. The contractor shall possess a valid state contractor's license to perform such work. The contractor or his or her duly authorized representative and the City accepted plans must be available on the job site at any time work is in progress.

I-6 CONTRACTOR LICENSE, SUPERVISION, CITY BUSINESS LICENSE Any contractor performing work under these Standard Details and Specifications is required to possess a valid State of California Contracting License to perform such work and the experience necessary to complete such work. The Contractor or their duly authorized representative must be available on the job site during the time any work is in progress. If such is not the case the work may be stopped at the direction of the City Engineer.

Underground utility work on the City Water, Recycled Water and Wastewater System, shall only be performed by a Class A contractor duly licensed in the State of California.

Any contractor performing work under these Standard Details and Specifications is required to possess a current City Business License.

I-7 OTHER REGULATORY OR PERMITTING AGENCIES
Regulatory permits and/or agreements may be required by other State and Federal agencies, including but not limited to the Central Coast Regional Water Quality Control Board, the California Department of Fish & Wildlife and the U.S. Army Corps of Engineers.

Approval of any improvement plans or construction activity by the City does not exempt the project owner from the requirement to comply with the regulations of any of these agencies. Prior to construction of public improvements, the Developer shall provide copies of all such permits to the Department upon demand, or document that such permits are not required.

Attachment 1

SECTION II

PREPARATION OF PLANS
II-1. GENERAL
Complete plans and specifications for all proposed public improvements that are not initiated by the City must conform to these Standard Details and Specification requirements contained in this document. Public Improvement Plans and Specifications shall be submitted to the City for approval. All plans and specifications must receive City approval prior to commencement of public improvement construction.

The City's approval of any plans and specifications does not constitute approval of any feature 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. The City Engineer may request revision to the plans or constructed improvements related to non-compliance with codes, regulations, errors, omissions, or other design or construction issues at any time.

II-2. DESIGN ALTERNATIVES AND EXCEPTIONS
Design alternatives may be considered by the City Engineer where the proposed alternative provides the same level of service, approximately the same estimated maintenance costs, and is not adverse to public health, safety, and welfare.

From time to time, unusual site conditions may warrant a deviation from these Public Improvement Standards. When such situations warrant a deviation, the Project Engineer may request a design exception but must otherwise design to the minimum standards contained herein. The Project Engineer must demonstrate that the proposed deviation adequately addresses public health and safety, long-term maintenance, environmental impacts, and orderly community development. Avoiding or reducing project costs is not normally an adequate reason for submitting a design exception. As these assessments require professional engineering judgment, all proposals for a design exception must be prepared by a registered professional engineer and be approved by the City Engineer and affected Department.

Requests for a design exception shall be proposed in writing by the Project Engineer in memo format. The Project Engineer must sign and seal the Design Exception Application to the City. The City will provide written response to design exception requests by either approving, conditionally approving, or denying the request. The City Engineer may request modifications to the design exception in order to approve any request. All request memos must address the following items as applicable:

A. Minimum Required Information for Design Exceptions:

Attachment 1

1. Proposed project and existing site condition.

2. Project conditions and or required design standard.

3. Reason for the design exception request.

4. Proposed alternative design.

5. Description of the maintenance associated with improvement, maintenance cost.

6. Verification that the improvement will not pose a risk to public health and safety and provides the same level of service.

7. How the proposed alternative will comply with the State of California Post Construction Stormwater Requirements (If applicable).

8. Project Engineer’s statement:
“I recommend this design exception, based on the justification in this memo, be approved by the City Engineer, or authorized designee, of the City of Paso Robles.”
(Include date, signature, and Engineer’s Stamp.)
B. Geometric Control Criteria. Design exceptions to the following geometric control criteria shall be approved by the City Engineer or authorized designee:

1. Design speed

2. Cross slope

3. Lane and shoulder width

4. Superelevation

5. Horizontal and vertical alignment

6. Horizontal and vertical clearance

7. Stopping sight distance

8. Bridge width

9. Grades

10. Standards otherwise indicated to be approved by the Director including guardrail layout and materials, driveway sight distance, etc.

C. Other Requirements. Unless otherwise indicated, all other requests for a design exception shall be approved by the City Engineer and or the Utilities Director, or the Public Works Director as appropriate. The City Engineer may require City Council approval for design exceptions.

D. Emergency Substitutions. The City Engineer will consider requests for emergency substitutions involving materials that suddenly become unavailable, provided requests for such emergency substitutions, including all data to show substitutions comply with specifications, are received at least fifteen calendar days before date of use. Long lead times prior to start of construction is not necessarily grounds for an emergency substitution.

Attachment 1

II-3 AMERICANS WITH DISABILITY ACT REQUIREMENTS
The Americans with Disability Act (ADA) was signed into Federal law in 1990. ADA seeks to provide equal access to public facilities for all Americans regardless of age or physical ability. Following the Federal law, Title 24 of the California Building Standards Code has also been enacted to further promote equal access to public facilities. These laws have been revised from time to time at both the State and Federal level. Many of these revisions were devised to better address transportation facilities within the right-of-way.

Since the ADA requirements are contained within the Federal and State law, the users of these standards are also expected to fully comply with the law. The information included in these standards are provided to assist the user and to help ensure City facilities are also in compliance.

A. Design Requirements. The design and placement of ADA facilities within the public right-of-way including curb ramps and designated parking spaces shall conform to Caltrans Standard Plans and Standard Specifications.

B. Design Aids. The following are useful design aids for understanding and implementing ADA:

1. CalDAG (California Disabled Accessibility Guidebook)

2. ADAG (Americans with Disabilities Act Guidelines)

3. PROWAG (Pedestrian Right-of-Way Accessibility Guidelines) Design Exceptions. Design exceptions to ADA requirements for transportation facilities within the City maintained right-of-way shall be approved by the City Engineer. Federal regulations allow the use of other accessibility standards if they provide substantially equivalent or greater access as the minimum Federal accessibility standards. Similarly, the California Building Code allows the enforcing agency to make design judgments as to equivalent designs.

Requests for an ADA design exception shall be proposed in writing by the Project Engineer in a prescribed format (see Section II-2). The Project Engineer must sign and seal the Design Exception request and submit the application and all support documentation to the City Engineer. The City Engineer will provide written response to design exception requests by either approving, conditionally approving, or denying the request.

II-4. TITLE SHEET AND PLAN PREPARTION
Plan Format, Sheet Size and Scale - Plans shall be submitted in PDF electronic format on bond paper. Sheets shall be 24 inches by 36 inches (24”" x 36") standard plan and profile. Desirable scales are 1" = 40' or 1” = 20 feet.

Attachment 1

Stationing and Orientation - The stationing on plan and profile sheets shall be orientated from left to right. Insofar as practical, the plans shall be arranged so that the north arrow is either pointed toward the top or to the right edge of the sheet.

Title Sheet - A title sheet is required on all sets of improvement plans greater than four (4) sheets. The title sheet should include a key map of the entire project area; an index of sheets; the preparer’s company name, professional registration stamp and signature; project identification (tract, parcel map, planned development number); vicinity map; and the blocks for the necessary approval of the City Engineer, Public Works Stormwater, Public Works Parks, Utilities Water Division, Utilities Wastewater Division, Recycled Water Division, Emergency Services, and public utilities serving the development or project. When public utilities will not sign plans, a letter will satisfy this requirement.

Notes - The title sheet of the plan set shall include the pertinent City notes. City notes can be downloaded at https://www.prcity.com/217/Engineering-Standards. The plans shall also include any special notes unique to the project design be shown on the relevant sheet of the plans.

Vertical and Horizontal Control - Vertical datum reference shall be based on NAVD ’88 using at least one permanent benchmark listed in the City of Paso Robles Benchmark System, or published by the National Geodetic Survey (NGS). A local temporary benchmark (TBM) should be established at the project site using the same basis of elevation as the permanent benchmark. Plans shall provide an accurate description and elevation of both permanent and temporary benchmarks referenced. Horizontal control shall be registered to the California State Plane – Zone 5 NAD 83 projected coordinate system as specified in Section II-11.

Basis of Bearings - The plans shall indicate the basis of bearings that will be utilized for construction of the improvements. The plans shall include a description of the points that form the basis of bearings, along with the appropriate reference information.

Right-Of-Way - Right-of-way lines, the boundaries of lots fronting on the right-of-way lines, and all easements shall be accurately drawn and dimensioned.

Survey Monuments - Pursuant to Section 8771(b) of the California Business and Professions Code, existing survey monuments that control the location of subdivisions, tracts, boundaries, roads, streets or highways, or provide survey control, that are within or adjacent to the area of work, shall be located and referenced and a corner record or record of survey of the references shall be filed with the County Surveyor by or under the direction of a licensed land surveyor or registered civil engineer legally authorized to practice land surveying. This shall occur prior to the time when any streets, highways, other rights-of-way, or easements are improved, constructed, reconstructed, maintained, resurfaced or relocated. At the time improvement plans are submitted to the City for any construction work within the public right of way, the improvement plans shall show evidence that the property corner monuments (existing survey monuments both surface and sub-surface) or street centerline monuments that are within or adjacent to the area Attachment 1

of work have been searched for by a licensed land surveyor, or by a civil engineer licensed to perform land surveying. These monument positions shall be identified on the plans by station and offset from the new centerline, or by state plane coordinates.

IMPORTANT NOTE: A listing of the monuments that can or will be disturbed must be listed and shown on the plans.

If any existing survey monument is disturbed in any way by the improvement work it shall be reset accordingly and a corner record or record of survey shall be filed with the County Surveyor, prior to the final acceptance of the work by the City.

Stationing and Orientation - The stationing on plan and profile sheets shall be orientated from left to right. When a previously designed project within or immediately adjacent to the new project is used as basis of design, plans should use the same stationing of the previous plan or provide an equation to said previous stationing. As practical, the plans should be arranged so that the north arrow is either pointed toward the top or to the right edge of the sheet. Lettering and dimensions should typically be read from the bottom or right margins.

Cross Sections - Cross sections shall be provided for all designs involving widening existing roads. The spacing of cross sections shall be based on the characteristics of the project, as determined necessary by the City Engineer.

Existing Features - 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: existing curbs, sidewalks, paving edges, utility structures, vaults, poles, underground utility lines, buildings, fences, trees, retaining walls and all other features on or adjacent to the project.

II-5. GRADING PLANS
Grading plans shall typically include the following:

A. Project statistics table on the cover sheet including:

1. 24-hour contact phone number.

2. Cut and fill quantities.

3. Area of disturbance.

4. Post Construction Stormwater Performance Requirement.

5. State of California WDID number for projects disturbing more than one acre.

B. Existing Conditions. Existing topography including property boundaries, easements, paving edges, curbs, utility poles, vaults, and boxes, buildings, trees, and the boundaries of any 100-year floodplain. The topography shall extend onto surrounding properties, far enough to determine potential offsite impacts including oak trees.

Attachment 1

C. Oak Trees. In accordance with the City’s oak tree ordinance, the exact location, trunk diameter (4 inches or larger), drip line and critical root zone of all Oak trees must be accurately identified.

D. Cross Sections. Cross-sections between the property subject to development and adjoining properties.

E. Vertical Elevations. Pad elevations, street elevations, typical lot grading sections and typical cross-sections between subdivision lots.

F. Quantities. Volumes of earthwork including cubic yards of cut, fill, over-excavation and backfill, export and import.

G. Supporting studies. Soils and or geological report.

H. Other Information:

1. 24 Hour emergency contact for the project.

2. Erosion and sediment control plan.

3. Show ADA and CBC compliance for all access to building entrances.

4. Borrow soil, stockpile, and fill locations for excess or negative soil balances.

5. Retaining wall location with top and bottom of wall callouts.

6. Project Conditions of Approval.

II-6. COMPOSITE UTILITY PLAN
A composite utility plan is required for all Tracts. Utility signatures shall be on the plan set cover page. Contact the City Engineer for direction on other larger projects. The composite utility plan must be prepared and signed by a representative of each utility company providing power, gas, phone, cable television and internet service. The plan shall show comprehensively all the following utilities:
• Gas
• PGE
• Phone
• Communications
• City Fiber Optic
• Cable
• Water, sewer, recycled water lines
• Lift Stations
• Booster Pump Stations, tanks, and wells
• Fire hydrants
• Streetlights
• Utility vaults
• Splice boxes
• Points of service to each subdivision lot
II-7. STREET IMPROVEMENT PLANS
Street improvement plans shall include the following:
• Design Speed, Design Volume, Traffic Index, Paving Section.

Attachment 1

• Dedicated rights-of-way, existing and proposed centerline profile, vertical curve data, and curb profiles where they vary from centerline information. Street dimensions and typical street cross sections including curb, gutter and sidewalk in relation to construction centerline.
• Plan view should include all curbs, gutters, cross-gutters and catch basins. The beginning and ends of horizontal curves shall be noted and stationed. Limits of paving shall be clearly indicated. Locations of existing and proposed survey monuments, street name signs, traffic signs and street lights shall be noted.

II-8. UNDERGROUND SEWER, WATER, RECYCLED WATER, AND STORM DRAIN PLANS
Sewer, water, recycled water, and storm drain designs shall typically be combined on underground utility sheets separate from street improvement design sheets. Plan and profile views shall show water, sewer, recycled water, and stormdrain lines and separations. The Project Engineer may request that underground utility sheets be included in the street improvement design sheets for small projects. Underground utility sheets shall include:
• Profiles and design grades of sanitary sewer, water, storm, recycled water mains and appurtenances, and catch basins.
• Water and Recycled Water distribution plans shall identify the locations of all services, gate and butterfly valves, air vacuum release valves, blow-offs and fire hydrants.
• Sanitary sewer plans shall identify the locations of all laterals, manholes and cleanouts. • Plans for storm drains shall include locations of all catch basins, collection devices and manholes. Hydraulic grade-line profiles shall be shown.

II-9 TRAFFIC CONTROL PLANS
Traffic Control. Plans for work zone traffic control, and for installation of new permanent traffic control devices, shall be drawn on sheets and to an appropriate scale. Work zone traffic control must reference the California Manual on Uniform Traffic Control Devices (CAMUTCD) or State Standard Specifications (current version adopted by the State). The standard traffic control notes shall be placed on the same sheet. If new permanent traffic control devices include traffic signals or lighting, the necessary electrical details shall be incorporated into these sheets.

II-10. EROSION AND SEDIMENT CONTROL (ESC) PLANS
Erosion and Sediment Control Plans are reviewed as part of the Grading plan check process. ESC plans must be prepared by a licensed civil engineer and submitted with grading plans. The ESC features shown on plans must be implemented throughout construction, regardless of the season or weather conditions. Refer to Section III (Construction Observation and Stormwater Quality Management).

Attachment 1

II-11. LANDSCAPE PLANS
Plans for landscaping of all medians, parkways, detention basins, open spaces, or other areas to be maintained by the City, or the Landscape and Lighting District, shall be prepared by a Landscape Architect and comply with these Standard Details and Specifications. Landscape plans shall be submitted as part of the improvement plan set to the City Engineer. Landscape trees shall be chosen based on the approved locations specified in the City’s approved Street Tree list.

II-12 DETAILS
The plans shall include one or more sheets entitled “Details,” which shall show the following as applicable:
• Copy of all City Standard Drawings which are referenced in the design. If another Standard Drawing from another Agency is proposed for use, then that drawing will be identiefied in the design exception process. City Standards that are proposed for use, but include proposed changes, must also be identified in the design exception process. All modififications to City Standard Drawings must be clearly identified on the Standard Drawing.
• Detail of all concrete structures.
• Details of drainage and flood control structures.
• Details of stormwater structures.
• Details of Water, Sewer, or Recycled Water Piping and Fittings • Details of any element of the plans required for clarity. • Miscellaneous details.
• Other agencies’ standard details which are referenced in the design. • Temporary and permanent erosion control standards/details referenced in the design.

II-13. RECORD DRAWINGS
During the progress of construction the Project Engineer and contractor shall maintain a record of all significant deviations from the approved plans. Prior to acceptance of the work by the City, the Project Engineer will provide one copy set of the improvement plans with all record changes noted for approval by the City Engineer. Upon approval of the draft Record Drawing set, the Project Engineer shall provide to the City Engineer a signed and stamped full size set of Record Drawings on bond paper and in the following electronic formats: AutoCAD drawing file, Acrobat PDF file, and ESRI Compatible Format (as specified below).

ESRI COMPATIBLE FORMAT - GIS and CAD Data Requirements
All digitized GIS and CAD data must be delivered electronically and in ESRI compatible format. Compatible formats are:
• File Geodatabase
Attachment 1

• Shape File (.shp)
• .DXF (accompanied by a .shp)
Projection
All data shall be created using the following Spatial Reference information:

Projected Coordinate System: NAD 1983 State Plane California V FIPS 0405 • Feet
• Projection: Lambert Conformal Conic
• WKID: 2229
• Authority: EPSG
• Linear Unit: US Survey Feet
Geographic Coordinate System: GCS North American 1983
• WKID: 4269
• Datum: D North American 1983
Geographic Region
Data submitted should fall generally within a geographic region denoted by a bounding box with the following coordinates in Degrees Decimal Minutes:
• NW corner: -120.75, 35.73
• NE corner: -120.5, 35.73
• SE corner: -120.5, 35.53
• SW corner: -120.75, 35.53
Metadata: Information about the data shall be included as metadata compatible with ESRI software. This metadata shall have the following for each GIS or CAD layer and table submitted:
• Data source
• A description of all data fields
• Descriptions of any codes utilized in the data fields • What project the data was created for
• When the data was created
• A statement on the accuracy of the data
• A description of the techniques used to create or collect the data • What scale the data is useful for (examples are regional, neighborhood, block, building)
• Expected update intervals
• The geographic extent of the data
• Any other information that will prove useful to any present and future users of the data
Attachment 1

SECTION III

CONSTRUCTION OBSERVATION AND

STORMWATER QUALITY MANAGEMENT
III-1. GENERAL
Each phase of improvements, constructed to these specifications, must be observed by the City Engineer or City Engineer’s representative prior to proceeding with subsequent phases.

The City will observe, as considered necessary, the construction of public improvements.

Public improvements required as a condition of approval of any land development, entitlement, or building permit shall be constructed as approved by the City Engineer.

Improvements constructed without observation or approval as provided above or constructed contrary to the direction of the City Engineer or authorized representative, will not be accepted. Work that is not accepted shall be removed and reconstructed in conformance with the approved City Plans.

III-2. CONSTRUCTION AND CONSTRUCTION OBSERVATION
A. Preconstruction Meeting

1. A preconstruction meeting shall be conducted prior to the start of work. The contractor and sub-contractors shall be present at this meeting. Starting work without a preconstruction meeting will result in a stop work notice and removal of any unauthorized work to the City Engineer’s satisfaction.

B. Potholing

1. The first order of work on all underground projects, or projects affecting utilities shall be potholing. The contractor shall notify the City of their intent to pothole utilities 72-hours prior to the start of work. Failure to notify the City shall result in an immediate stop work notice. For field confirmation of water mains and services, Contractor shall pothole and daylight 12 inches minimum all-around mains and services.

2. Pipe Bursting, HDD and Jack and Bore Work – No pipe bursting will be allowed without potholing any utility that could be affected by the pipe bursting work. Pipe bursting will only be allowed after the affected utility and City Engineer approves pipe bursting near the affected infrastructure.

C. Compaction Standards - The Project Engineer shall collect compaction data throughout construction and as required by the CBC. Following completion of the work, the Project Engineer shall provide compaction reports to the Department (see Section III-3), certifying compliance with these requirements, for all the following areas:

Attachment 1

1. Each graded lot pad.

2. All roadways (Compaction tests in these areas shall comply with the State Standard Specifications).

3. All roadway shoulders (Compaction tests in these areas shall comply with the State Standard Specifications).

4. All sidewalk areas, where applicable (Compaction tests in these areas shall comply with the State Standard Specifications).

D. Elevation Certification (Flood Zones) - The Project Engineer shall collect elevation data for all graded lot pads. Following completion of the work, the Project Engineer shall provide elevation certifications to the City prior to grading final, or building foundation pour, whichever occurs first. The elevation of all structures shall comply with the City’s Flood Control Ordinance.

E. Inspections:

1. The Developer shall be responsible for ensuring that all required inspections are requested and performed; the Project Engineer shall be responsible for the competency of all required Special Inspections.

2. Special Inspections: The Project Engineer shall either: (a) document that no Special Inspections are required, or (b) prepare a Statement of Special Inspections in accordance with CBC Chapter 17, Section 1704. All Special Inspections shall be listed on the plan cover sheet in table format. A report of Special Inspections shall be provided to the City Engineer prior to project closeout. The cover sheet table shall include space for the Special Inspector to sign before construction proceeds to the next stage of construction if required by the Project Engineer.

3. In Commercial Retail, Commercial Service, Office/Professional and Industrial land use categories, or other sites where determined necessary by the City, an inspection shall be required prior to building foundation pour, to verify the relationship between building floor elevations and back-of-sidewalk elevations.

4. Rough Grading Certificate – A Rough Grading Certificate, when required, must be signed by the Project Engineer, Grading Contractor, and Soils Engineer and submitted to the City prior to foundation pour. Tracts that include multiple lots may be included on a single form. When certifying multiple lots, each lot must be listed on the form or as an attachment. Compaction test(s) must be included with the signed Rough Grading Certification.

5. Retaining Walls Inspection - Inspections are required at several phases of wall construction by the Building Department.
a. Footings (prior to pour)
b. Walls:
c. Masonry: Pre-grout/reinforcement steel (prior to grouting) d. Reinforced concrete: Forms and reinforcement steel (prior to pouring)

6. Backfill/drainage (prior to backfill)
Attachment 1

III-3 ACCEPTANCE OF PUBLIC IMPROVEMENTS
At the completion of construction of public improvements, the Project Engineer shall submit the following items to the City Engineer:
• Elevation Certificate or Other Flood Zone Permitting. • Rough Grading Certificate(s)
• Project Engineer's Improvement Certification
• Soil and Compaction Testing Reports
• Material Compliance Reports
• Special Inspection Reports
• Record Drawings and GIS Data (see Section II)
• Other documentation that may be required by the City Engineer to determine satisfactory completion of the project.

All improvements constructed in public rights-of-way established by subdivision maps must be formally accepted by the City Council. The City Engineer shall determine which improvements are subject to City Council Acceptance. The City shall not assume responsibility for any improvement subject to City Council Acceptance, before such acceptance is approved by the City Council.

III-4. STORMWATER QUALITY
Water Quality
This section applies to both public and private projects regardless of size. The purpose of these requirements is to prevent the pollution of storm water runoff and non-storm water discharges from construction projects, regardless of size.

All construction activities shall be performed in a manner that prevents, to the maximum extent practicable, the discharge of any non-storm water discharges and pollutants from entering directly or indirectly the storm water system, and natural waterways.

A. Erosion and Sediment Control

1. Erosion prevention techniques are designed to protect soil particles from the force of rain and wind so that they will not erode. These techniques include, but are not limited to such things as construction scheduling, ground cover and plantings, and installation of erosion control geotextiles and mats.

2. Sediment control measures are designed to capture soil particles after they have been dislodged in order to retain the soil particles on-site. These measures include, but are not limited to silt fences, sediment barriers, and settling or sediment detention basins. Both erosion prevention techniques and sediment control measures have appropriate uses; however, it has been shown Attachment 1

that sediment control measures are less effective in preventing soil movement and water quality impacts than erosion prevention techniques.

B. Erosion and Sediment Control (ESC) Plan Submittal

1. A site-specific Erosion and Sediment Control Plan (ESC) shall be submitted with all grading and building plans regardless of size.

2. Projects that disturb more than 50 cubic yards of soil, steep sites, or if there is an erosion and sediment potential, use the ESC Form (SW-020). Sites 1 acre or greater in size must submit an ESC Plan in accordance with Section 2 below and requirements under Section C below.

3. A Stormwater Pollution Prevention Plan (SWPPP) developed pursuant to the Construction General Permit (CGP) may be substituted for the ESC Plan.

The City will review the sections applicable to erosion and sediment control.

4. The ESC Plan must be approved in writing by the City Engineer or City Engineer’s representative prior to the grading or building permit being issued.

5. If any part of the ESC Plan is revised, it must be approved in writing by the City.

C. Erosion and Sediment Control Plan Requirements – Refer to the ESC Plan Review Checklist (SW-018)
The ESC shall include:

1. A written narrative shall be included with the grading plan with a signed sheet by the person responsible for the plan preparation. The ESC narrative shall include the following:
a. A list of applicable environmental permits directly associated with the grading activity
b. Waste Discharge Identification Number (WDID#) and contact information for the Qualified SWPPP Developer and Practitioner (QSP/QSD). c. Contractor information including a 24-hour telephone number of person responsible for erosion and sediment control
d. Construction schedule for the entire length of the project e. Description of vegetation and distance to nearest waterways f. Description of critical areas of high erosion potential such as unstable slopes
g. Description of erosion control measures of slopes, lots, streets, etc. h. Description of sediment detention basins, including design assumption and calculations
i. The rationale used for selecting BMPs including supporting soil loss calculations, if necessary

2. Site Plan
The site plan shall include the following information:

Attachment 1

a. Scale, north arrow and legend
b. Vicinity map
c. Watershed boundaries with project
d. Waterway top of bank, delineation of any waterway buffer areas and existing vegetation and any special trees to be fenced and protected e. Location and types of temporary and permanent erosion and sediment control measures
f. Signature block for plan preparer
g. Areas disturbed both for access (i.e. constructing access roads) to the site as well as preparing the site for constructing the project; h. Grading of the project site in total;
i. Equipment and materials staging/storage area, maintenance area, and construction easements if they occur on a soil surface which has not already been included;
j. Footprint of material and/or soil stockpiles if on a soil surface; k. Area of asphalt or concrete pavement removal if it is removed entirely to the soil surface;
l. Area that is related to demolition and removal of existing structures if that demolition and removal is to the soil surface;
m. Concrete truck clean-out areas; and
n. Installation of upgraded surfaces (gravel roads upgraded to asphalt, etc.).

3. Grading Plan Notes – The following must be included on grading plans:

a. Sediment and Erosion Control Best Management Practices (BMPs) shall be always implemented on all projects and shall include pollutant source control, protection of stockpiles, protection of slopes, protection of all disturbed areas, protection of site access points, and perimeter containment measures.
b. Appropriate BMPs shall be installed prior to the commencement of grading and site disturbance activities. The intent of the BMP shall be to prevent disturbed sediment from entering drainage conveyances, generating fugitive dust, or migrating onto adjacent properties or the public right-of-way.
c. Site inspections and appropriate maintenance of all BMPs shall be conducted and documented throughout construction and especially prior to, during, and after rain events.
d. The Developer shall be responsible for the installation and maintenance of all BMPs as specified by the approved ESCP until such time that the project is accepted as complete by the City or until the CGP for Stormwater Discharge Notice of Termination is approved by the State Water Resources Control Board.
e. Erosion control BMPs may be relocated, modified, or added depending on field conditions encountered during construction. Additional BMPs Attachment 1

shall be installed at the discretion of the site superintendent, Engineer of Record, City Inspector, Qualified SWPPP Practitioner (QSP), or State Water Resources Control Board. Guidelines for installing appropriate erosion control devices shall be included in the plans with additional measures/devices noted.
f. Erosion and sediment control BMPs shall be available, installed, and/or applied prior to commencement of construction, installed appropriately as construction progresses, and maintained in operable condition until final stabilization of the site is achieved. Erosion and sediment control BMPs are required year-round.
g. Wet Weather Preparation: The Contractor, Developer, and Project Engineer shall be responsible to review the condition of the project site prior to 50%> chance of rain and to coordinate an enhanced BMP implementation plan for wet weather conditions. A locally based standby crew for emergency work shall be available at all times during the wet weather conditions, (typically October 15 through April 15).

Necessary materials shall be available and stockpiled at convenient locations to facilitate rapid maintenance or repair of the BMP throughout the rainy season.
h. In the event of a failure, the Developer and/or his representative shall be responsible for cleanup and all associated costs or damage. In the event that damage occurs within the right- of-way and the City is required to perform cleanup, the owner shall be responsible for City reimbursement of all associated costs or damage.
i. In the event of repeated failure and/or lack of performance by the Developer and/or Contractor to correct sediment and erosion control related problems, the Department may revoke all active permits. The City may issue a written notice or stop work order in accordance with the municipal code. Daily penalties may be assessed for failure to comply.
j. Final stabilization (70% Final Cover, RUSLE/RUSLE2) of the site shall be established on all disturbed surfaces prior to final acceptance.

Where vegetation is used for final stabilization, vegetation must be mixed and applied in accordance with the below table and specifications. Temporary erosion control measures shall remain in place until final stabilization is achieved.

Attachment 1

k. The County Air Pollution Control District (APCD) may have additional project specific erosion control requirements. The Contractor, Developer, and Project Engineer shall be responsible for maintaining self-regulation of these requirements.
l. If Construction General Permit for Stormwater Discharge enrollment is necessary, the Developer (or legally responsible agent) shall submit the required Permit Registration Documents to the State Water Resources Control Board and provide proof of enrollment to the City prior to commencement of construction activities. The project Waste Discharge Identification Number (WDID#) is: ____________________.

4. Best Management Practices
Show all Best Management Practices (BMPs) on the site plan. BMPs are required year-round, not only during the rainy season. Downstream storm drain inlets in the vicinity of the project must be protected year-round.

BMPs must be adequate to maintain overall site stability and prevent soil loss across the site. BMPs may need to be updated as conditions change.

These Construction Site BMPs provide both temporary erosion and sediment control, as well as control for potential pollutants other than sediment. There are six categories of BMPs suitable for controlling potential pollutants on construction sites. BMPs from each of the six categories below, when applicable, shall be included in the E&SCP:
a. Soil Stabilization BMPs
1). Preservation of existing vegetation
2). Hydraulic mulch
3). Hydroseeding
4). Soil binders
5). Geotextiles, plastic covers and erosion control blankets 6). Wood mulching
7). Earth dikes/drainage swales and ditches
8). Outlet protection/velocity dissipation devices
9). Slope drains
10). Streambank stabilization
b. Sediment Control Practices
1). Silt Fence
2). Gravel bag berm
3). Desilting basin
4). Sediment trap
5). Check dam
6). Fiber rolls
7). Storm drain inlet protection
Attachment 1

8). Street sweeping and vacuuming
c. Tracking Control Practices
1). Rock entrance or steel plates with ribs
2). Stabilized construction roadway; and
3). Entrance/outlet tire wash
d. Wind Erosion Control
1). All graded surfaces and materials shall be wetted, treated or to prevent dust from leaving the site
2). Stockpiles shall be protected year-round from blowing dust 3). Upon completion of grading the site shall be thoroughly wetted in order to form a crust over the exposed dirt surfaces. Further applications or other methods acceptable to the City Engineer may be necessary if the site is disturbed
e. Source Controls
Source control BMPs that prevent pollution by limiting or reducing potential pollutants at their source before they come in contact with storm water for the following operations must be in place throughout all grading and construction phases when applicable.

1). Vehicle and equipment fueling
2). Dewatering operations
3). Vehicle and equipment maintenance
4). Paving and grinding operations
5). Temporary stream crossing
6). Concrete curing
7). Saw cutting
8). Illicit connection/illegal discharge
9). Potable water/irrigation
10). Vehicle and equipment cleaning
f. Waste Management and Materials Pollution Control BMPs for the following activities related to waste management and materials pollution control are required to prevent pollution by reducing pollutants at their source, and require a clean, well-kept site.
1). Material delivery and storage
2). Material use
3). Hazardous waste management
4). Contaminated soil management
5). Stockpile management
Attachment 1

6). Concrete waste management
7). Spill prevention and control
8). Sanitary/septic waste management
9). Solid waste management
10). Liquid waste management
Perimeter controls must be sized/scaled appropriately for the area disturbed and slopes on the plans. For large areas of disturbance or steep slopes, a single fiber roll at the perimeter is not appropriate.

Perimeter controls must follow contours of the site grading plan and not adversely concentrate flows. Controls must be in place wherever stormwater may run on or run off of the site. It may not always be appropriate for Perimeter controls to surround the entire site.

On finished and/or inactive slopes, provide effective soil cover for inactive areas and all finished slopes, open space, utility backfill, and completed lots. Inactive areas are areas that have been disturbed and are not scheduled to be re-disturbed for at least 14 days. Specify appropriate cover on finished/inactive slopes or surfaces. Cover may include: biodegradable erosion control blankets (straw, coconut coir, excelsior, etc.), tacked straw, chipped mulch, temporary soil binder, or vegetation (fast-growing native grass). On finished/inactive slopes apply linear sediment controls along the toe of the slope, face of the slope, and at the grade breaks of exposed slopes. Linear sediment controls must be spaced with a sheet flow length across the soil not to exceed 20 feet. Common linear controls include fiber rolls or benches.

D. State General Permit for Storm Water Discharges Associated with Construction and Land Disturbance Activities
Any construction activity that disturbs 1 acre or more of land, or disturbs less than 1 acre but is part of a larger common plan of development or sale, must comply with the Construction General Permit (CGP). The WDID # or proof of a waiver must be submitted to the City prior to issuance of a grading permit.

The Contractor shall maintain a copy of a SWPPP prepared in compliance with the CGP, on site at all times. The Contractor shall be responsible for implementing, maintaining, and repairing all storm water pollution controls or Best Management Practices (BMPs) described in the SWPPP for the duration of the work.

The project owner will be responsible to the City for any damages to City resulting from failure to make the repairs or properly maintain pollution prevention devices.

The Contractor is responsible for submitting an annual compliance certificate to the State Water Board.

Attachment 1

E. Erosion Control and Stormwater Management Manuals/Handbooks The following manuals may be used as a reference:
• 2012 CASQA Construction BMP Handbook
https://www.casqa.org/resources/bmp-handbooks
• CalTrans Manuals and Handbooks
• EPA’s Construction Stormwater Runoff Control BMPs
F. Site Inspections
Pursuant to Section 14.20.270, of the City Code, The City’s Public Works Director and authorized officials (i.e., Stormwater Program Manager, Water Quality Inspector) are authorized to enter any premises to inspect, monitor, and/or collect samples, as necessary, to ensure compliance with the City’s construction stormwater program. As such, the following actions shall occur.

1. Inspections shall occur during wet weather conditions, all projects must be inspected by a representative of the Public Works Director to ensure all necessary erosion and sediment controls are in place prior to any land disturbance.

2. Periodic site inspections at any time throughout the active project period shall be performed to ensure compliance with the ESC Plan.

3. At the conclusion of the project, an inspection will be conducted to ensure that the project site is appropriately completed (i.e., landscaped, slopes are secure, etc.) and that all erosion and sediment control measures that are no longer needed and have been removed.

G. Contractor Training and Awareness

1. All employees/subcontractors shall be trained on the storm water pollution prevention requirements contained in these specifications.

2. CalTrans Stormwater Training
Attachment 1

SECTION V

STORM DRAINS, STORMWATER QUALITY, AND WATERSHED PROTECTION V-1. GENERAL
It is the general purpose of these standards that stormwater be contained and treated on the area to be developed. Adjacent improvements, existing or planned, will be free from flood hazard and will not receive a greater volume and intensity of stormwater runoff than pre-existing conditions. Flood hazard is defined as potential damage by water having sufficient depth or velocity to damage improvements or to deposit or scour soil.

These specifications are intended to meet the requirements of the National Flood Insurance Program, the City’s Floodplain Management Ordinance (Chapter 21.14 et al), and the City’s Stormwater Management Program. These specifications also reflect numeric stormwater control criteria adopted by the Water Board on July 13, 2013 (including subsequent revisions) and modified as specifically applicable to the City of Paso Robles.

The lowest floor of any project that is located within a Special Flood Hazard Area or shown as an A, AO, A1-A30, AE, A99, or AHZone shall be elevated to a height equal to or exceeding the depth number specified in the City Floodplain Ordinance.

Upon completion of a structure in a Special Flood Hazard Area, the elevation of the lowest floor including basement shall be certified by a registered professional engineer or land surveyor on Flood Elevation Certificate and verified by the city building inspector to be properly elevated. Such certification or verification shall be provided to the City Engineer.

Modification of a floodplain shall be accomplished in accordance with Federal Management Emergency Management (FEMA) regulations and the City’s Floodplain Management Ordinance. The Project Engineer shall provide all data necessary for a Conditional Letter of Map Amendment (CLOMA) and a final Letter of Map Amendment (LOMA) and receive approval from the City Engineer and FEMA.

These standards are intended to provide general design criteria. Most design details are left to the responsibility of the project owner and/or consultant. 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 City Engineer when it can be determined that such exceptions are in the best interest of the City.

A. Post-Construction Requirements (PCRs) Stormwater Quality and Watershed Protection
Attachment 1

Reference Attachment 1 of Resolution No. R3-2013-0032 of the California Regional Water Quality Control Board, Central Coast Region adopted July 12, 2013, for definitions associated with the requirements outlined below.

1. Applicability
Performance requirements (PR) apply to all projects that create or replace greater than 2,500 square feet (sf) of impervious surface including:
a. Removing and replacing a paved surface resulting in alteration of the original line and grade, hydraulic capacity, or overall footprint of the road. b. Extending the paving edge or paving graveled shoulders. c. Resurfacing by upgrading from dirt to asphalt, or concrete; upgrading from gravel to asphalt, or concrete; or upgrading from a bituminous surface treatment (“chip seal”) to asphalt or concrete.
d. Linear Underground Projects.

2. Exemptions - Performance requirements will not apply to:
a. Road surface repair including slurry sealing, fog sealing, pothole and square cut patching; overlay of existing asphalt or concrete pavement without expanding the area of coverage; shoulder grading; cleaning, repairing, maintaining, reshaping or regrading drainage systems; crack sealing; resurfacing with in-kind material without expanding the road or parking lot; practices to maintain the original line and grade, hydraulic capacity, and overall footprint of the road or parking lot; repair or reconstruction of the road because of slope failures, natural disasters, acts of God or other manmade disaster. b. Sidewalk or bicycle path projects, where no other impervious surfaces are created or replaced, built to direct stormwater runoff to adjacent vegetated areas.
c. Trails and pathways, where no other impervious surfaces are replaced or created, and built to direct stormwater runoff to adjacent vegetated areas Attachment 1

d. Underground utility projects that replace the ground surface with in-kind material.
e. Curb and gutter improvement or replacement projects that are not part of any additional creation or replacement of impervious surface area.

B. Stormwater Control Plan (SWCP)
All projects subject to PCRs shall submit a SWCP Application (Form SW-001).

The Application provides project information, impervious surface areas, site description, and PR checklists. PR1 projects will complete pages 1-4 only, while PR2 through PR4 projects will complete pages 1-4 as well as the checklists appropriate for each PR.

SWCPs for PR2 and PR3 projects must demonstrate that the project incorporates site design characteristics, landscape features, and engineered facilities that will:
• Minimize imperviousness.
• Detain and treat, and/or retain, the specified amounts of runoff. • Slow runoff rates.
• Reduce pollutants in post-development runoff.

The SWCP shall show all runoff from impervious areas is either dispersed to pervious areas or is routed to a Stormwater Control Measure (SCM).

The SWCP shall be comprised of the following information:
• Project name, application submittal date, address and assessor parcel number • Name of applicant, landowner, and engineer
• Project Type and Description
• Hydrologic Soils Group
• Soil Infiltration Rate
• Total project site area
• Total new impervious surface area
• Total replaced impervious surface area
• Total pre-project impervious surface area
• Total post-project impervious surface area
• Net impervious surface area (exhibit shall be provided to justify new impervious area results)
• Show an accounting of pre-project impervious areas and impervious areas created or replaced. Determine total new impervious surface area, total replaced impervious surface area, total new pervious area, and calculation of Net Impervious Area.
• Delineate and quantify the impervious area being drained to landscape and/or the extent of pervious pavement
• Divide the project area into discrete Drainage Management Areas Attachment 1

• Statement of water quality treatment performance requirements that apply to the project
• Summary of site design and runoff reduction measures (PR1) selected for the project
• Description of all post-construction structural SCMs
• Supporting calculations used to comply with the applicable water quality treatment performance requirements
• Documentation stating that the selection, sizing, and design of the stormwater control measures meet the water quality treatment requirement • Water quality treatment calculations used to comply with water quality treatment performance requirement/s
• Operations and Maintenance Plan for all structural stormwater control measures
The SWCP shall document:
• All SCMs have been considered for the project and implemented where feasible.
• Document the planning process and the decisions that led to the selection of SCMs.
• Provide the calculations for design of SCMs to demonstrate that applicable performance standards are met by the SCM design.
• Identify O&M requirements of the SCMs; and identify the maintenance mechanism for long term O&M of each SCM.

C. PR1 Site Design and Runoff Reduction
Projects that create and/or replace greater than or equal to 2,500 sf of impervious surface must implement the following design strategies:

1. Limit disturbance of creeks and natural drainage features

2. Minimize compaction of highly permeable soils

3. Limit clearing and grading of native vegetation

4. Concentrate improvements on the least sensitive portions of the site

5. Implement one or more of the following site design measures:

6. Direct roof runoff into cisterns or rain barrels for reuse

7. Direct roof runoff into vegetated areas

8. Direct runoff from sidewalks, patios, driveways and uncovered parking areas to vegetated areas

9. Construct driveways, walkways and parking lots with permeable materials D. PR2 Water Quality Treatment
Projects that create a Net Impervious Area (NIA) of 5,000 sf must treat stormwater runoff to reduce pollutant loads and concentrations using physical, biological and Attachment 1

chemical removal (single family residences are exempted). See City of Paso Robles Stormwater Technical Guide.

Net Impervious Area is the total (new and replaced) post project impervious areas minus any reduction in total imperviousness from the pre-project to the post-project condition:
• NIA = New and Replace Impervious Area – Reduced Impervious Area Credit • Reduced Impervious Area Credit is the total pre-project to post-project reduction in impervious area.
• Water quality treatment shall be applied in the order of preference listed below (highest to lowest). Water quality performance requirements shall apply to the runoff from existing, new and replaced impervious surfaces on sites where runoff from existing impervious surfaces cannot be separated from runoff from new and replaced impervious surfaces.

Low Impact Development (LID) Treatment Systems:

Implementing harvesting and use, infiltration, and evapotranspiration stormwater control measures that collectively achieve the following hydraulic sizing criteria for LID systems:
• Retain stormwater runoff equal to the volume of runoff generated by 85th percentile 24-hour storm event (0.90 inches).

Biofiltration Treatment Systems:

Implement biofiltration systems using facilities that must be demonstrated to be at least as effective as a biofiltration system with the following design parameters:
• Maximum surface loading rate appropriate to prevent erosion, scour and changeling within the biofiltration system itself and equal to five inches per hour, based on the flow of runoff produced from a rain event equal to 0.2 inches per hour intensity.
• Minimum surface reservoir volume equal to the biofiltration treatment system surface area times a depth of six inches.
• Minimum planting medium depth of 24 inches. The planting medium must sustain a minimum infiltration rate of 5 inches per hour throughout the life of the project and must maximize runoff retention and pollutant removal. A mixture of sand (60%-70%) meeting the specifications of ASTM C33 and compost (30%-40%) may be used. An alternative planting medium may be utilized if it is demonstrated to be equal or more effective at attenuating pollutants than the specified planting medium mixture.
• Proper plant selection as provided by the Central Coast LID Initiative. • Subsurface drainage/storage (gravel) layer with an area equal to the biofiltration treatment system surface area and having a minimum depth of 12 inches.
• Underdrain with discharge elevation at top of gravel layer.

Attachment 1

• No compaction of soils beneath the biofiltration facility. • No liners or other barriers interfering with infiltration (excepting conditions where lateral infiltration is not feasible).

Non-Retention Based Treatment Systems:

Stormwater Control Measures that collectively achieve at least one of the following hydraulic sizing criteria for non-retention based treatment systems:
• Volume Design Basis: Treat stormwater runoff equal to the volume of runoff generated by the 85th percentile 24-hour storm event (0.90 inches). • Flow Design Basis: Treat the flow of runoff produced by a rain event equal to at least 0.2 inches per hour intensity.

E. PR3: Runoff Retention
Projects that create and/or replace greater than or equal to 15,000 sf of impervious surface are required to meet runoff retention performance requirements using LID Standards. See City of Paso Robles Stormwater Technical Guide.

Prevent off-site discharge from events up to the 95th percentile 24-hour rainfall event (1.45 inches). Retention is to be achieved by optimizing infiltration. Project design shall be founded in LID principles. Site opportunities and constraints shall be identified, and a site assessment shall include:

1. Topography, structures, utilities, easements

2. Hydrologic features including natural areas, wetlands, watercourses, seeps, or springs.

3. Depth to seasonal high groundwater

4. Locations of wells

5. Depth to impervious bedrock

6. Presence of unique geology

7. Geotechnical hazards

8. Soil and/or groundwater contamination

9. Soil types and hydrologic soil groups

10. Vegetative cover/trees

11. Run-on characteristics (estimate off-site runoff discharging to the project area)

12. Existing drainage infrastructure

13. Zoning, setbacks and open space requirements

14. Define the development envelope and protected areas, identifying areas that are most suitable for development and areas to be left undisturbed.

15. Conserve natural areas including existing trees, vegetation and soils

16. Limit the overall impervious footprint of the project

17. Set back development from creeks, wetlands and riparian habitats

18. When runoff reduction measures and natural landscape areas have been maximized to the extent feasible stormwater control measures shall be used Attachment 1

to comply with performance requirements. Stormwater control measures associated with small-scale, decentralized facilities designed to infiltrate, evapotranspirate, filter, or capture stormwater shall be optimized. Refer to the City of Paso Robles Stormwater Technical Guide for sizing of stormwater retention facilities.

F. Retention Compliance by 10% of EISA
Where technical infeasibility prevents full on-site compliance with the Runoff Retention Performance Requirement, on-site retention of the full Retention Volume is not required, and the Regulated Project is required to dedicate no less than ten percent of the Regulated Project’s Equivalent Impervious Surface Area (EISA) to retention-based Stormwater Control Measures. Refer to the RWQCB Post Construction Standards for definitions of Technical Infeasibility, EISA, and retention-based Stormwater Control Measures. When compliance by 10% of EISA is implemented. On-site retention to the extent practicable is still required.

Documentation shall be in compliance with Attachment E of the Post construction Standards.

To propose the Ten Percent Adjustment, first prepare a complete Stormwater Control Plan as described in this chapter. Prepare your LID design. The Stormwater Control Plan should show a complete and thorough implementation of opportunities for implementing LID, including delineation of DMAs and sizing of LID facilities. Show clearly in the plan the extent to which LID can and will be implemented on-site.

Potential causes of infeasibility include:

1. High seasonal groundwater limits infiltration and/or prevents construction of subgrade stormwater control measures.

2. Near-surface bedrock or other impermeable conditions limit infiltration

3. Soil types significantly limit infiltration.

4. Pollutant mobilization in soil or groundwater is a documented concern

5. Space constraints imposed by infill projects, some redevelopment, and highdensity development, etc.

6. Geotechnical hazards.

7. Proximity to drinking water wells (within 100’ if private; 200’ setback to public wells).

8. Incompatibility with connections to the municipal storm drain system (for example, a project drains to an existing stormwater collection system, the elevation of which precludes connections to a properly functioning treatment or flow control facility).

Ten Percent Adjustment. Compliance with the criterion to fully retain onsite the discharge from events up to the 95th percentile rainfall event can be waived if Attachment 1

stormwater control measures occupy an area equivalent to no less than 10% of the project’s “Equivalent Impervious Surface Area.”
Tabulate “Equivalent Impervious Surface Area” and the area of retention-based stormwater control measures and show totals for each; then divide the area of stormwater control measures by the Equivalent Impervious Surface Area to show the 10% criterion is met or exceeded.

G. Alternative Compliance (Off-site Compliance)
Off-site compliance is available to those projects located in the City’s Approved Watershed Plan(s). In order to determine if your project is in the City’s Watershed Plan(s), or if there is interest in developing a new Watershed Plan meet with the City Engineer.

H. PR4: Peak Management
All projects that create and/or replace greater than or equal to 22,500 sf of impervious surface in Watershed Management Zone (WMZ) 1 shall manage peak stormwater runoff as required below as well as meeting Water Quality and Runoff Retention requirements. This requirement is not applicable in WMZ 4 (west side of Paso Robles) and is assumed to be met if PR3 requirements are implemented.

Paso Robles WMZs
Post-development peak flows, discharged from the site, shall not exceed preproject peak flows for the 2 through 10-year storm events.

A SWCP shall be provided in conformance with the Stormwater Technical Guide on File with the Stormwater Manager.

I. Operation and Maintenance (O&M) for Structural SCMs
SCMs designed for Water Quality Treatment, Runoff Retention and/or Peak Management must be maintained to ensure proper performance. Regulated Projects with structural SCMs (i.e., meeting PR2, PR3, and/or PR4 requirements) are required to have an O&M Plan and Maintenance Agreement that clearly establishes responsibility for all structural SCMs. Form SW-002 The O&M Plan must include:
• Short-term maintenance requirements
• Long-term maintenance requirements
• Recommended frequency of maintenance
• Estimated cost of maintenance
• A copy of the Exhibit B Site map
Attachment 1

• Operational procedures (attach copies of vendor manuals/instructions, as applicable) AND
• Contact information for vendors who can provide replacement parts/materials (as applicable)
Where a property owner is responsible for maintenance, the property owner will be required to provide assurance of long-term maintenance. The maintenance agreement must be transferred to the new owner if the property is sold. For residential properties where the SCMs are located within a common area that will be maintained by a homeowner’s association, language regarding the responsibility for maintenance must be included in the project’s conditions, covenants, and restrictions (CC&Rs).

J. Recording Agreement Procedures
Developments that install structural post construction Stormwater Control Measures (SCMs) shall record an approved operation and maintenance plan.

An Operations and Maintenance Plan must be recorded, prior to issuance of Certificate of Occupancy (COO) and/or Final Permit Signoff.

A Stormwater Control Measure (SCM) tracking number will be assigned for the long-term tracking of the stormwater system. The SCM tracking number will be used to track the annual inspections and long-term maintenance of the project with the stormwater requirements of building/grading permits.

K. Single Owner: - Reference Form SW-003
Small stormwater systems owned and operated by a single owner shall guarantee long-term operation and maintenance through a recorded Agreement. (The text template for Agreements is provided as Form SW-006). The owner or agent shall provide information to sufficiently document the system for the Agreement. The applicant shall submit the system description forms (SW-002) for review by the Stormwater Department prior to notarization.

The City will review the Agreement for completeness and will return to the system owner to review, sign, and notarize. The City will countersign and notarize the Agreement following notarization by the System Owner. The System Owner will then record the Agreement with the County Clerk- Recorder. The Agreement shall be recorded prior to issuance of the Certificate of Occupancy (COO).

After completion of construction, the Owner shall complete annual self-inspections of all SCMs and submit them to the Stormwater Department by June 15 of each year. These self-inspections will be tracked as part of the long-term SCM tracking.

L. Covenants, Codes, and Restrictions (CC&Rs): - Reference Form SW-004 Attachment 1

Systems that treat stormwater drainage from multiple private parcels may guarantee long-term operation and maintenance through language in the recorded Covenants, Codes, and Restrictions (CC&Rs). Existing CC&Rs may be amended to include appropriate provisions for operation, maintenance, and inspection of stormwater infrastructure.

After completion of construction, the Homeowners Association (HOA) shall complete annual self-inspections and submit to the Stormwater Department by June 15 of each year. These self-inspections will be tracked as part of the longterm SCM tracking.

M. Form Summary
Single Owner – refer Form SW-003 (Recording Procedure for Single Owner) CC&Rs – refer Form SW-004 (Recording Procedure for CC&Rs) For both Single Owners and CC&Rs:
• Complete Form SW-005 (Owner, Designer and Agent Information) • Complete Form SW-006 (Agreement)
• Complete Form SW-007 (Exhibit B)
Annual Inspections:

Projects are required to perform annual inspections of each SCM as described in Form SW-007.

N. Off-Site Hydrology, Cross-Culverts, Open Channels

1. Hydrology Calculations
The Rational Method shall be used to compute the peak rate of runoff from a development with an area less than 200 acres. For drainage areas in excess of 200 acres, or where the Project Engineer determines that the Rational Method is not practical or appropriate, the Project Engineer shall provide all documents necessary to confirm computations.

All calculations shall be prepared by a registered professional engineer with a current license to practice in the State of California. The rainfall intensity curve is available for use as part of the hydrology calculations. Engineers may also use the NOAA Atlas 14 Point Precipitation Data. In computing runoff in a partial development, adequate provisions must be made for the drainage of the overall improvements and/or drainage tributary. Hydrology calculations shall be based upon ultimate land use designations in accordance with the adopted General Plan.

Attachment 1

Attachment 1

2. Closed Conduits
Design considerations for closed conduits are as follows:
• Pipe friction losses are determined by Manning's equation. • Entrance and exit losses.
• Tail-water impacts.
• Entrance control headwater.

For each length of pipe, the hydraulic grade line (hgl) at the pipe entrance and exit shall be determined assuming both inlet control and outlet control. The more restrictive shall control. The storm drain system shall be designed to meet the following conditions:
• The hydraulic grade line shall be a minimum of 0.50 feet below the elevation of inlet grates and manhole covers of all structures for a design storm of 25 years. Said gradient shall be shown on the profile for storm drain systems. • Minimum pipe diameter allowable on any public storm drain shall be 18 inches.
• Storm drain systems shall be designed for the 25-year storm. In a sump condition a secondary overland flow path shall be documented such that during the 100-year storm, all buildings or first floor elevations shall be at least one foot (1') above the 100-year storm (in non-FEMA flood zone areas). Secondary overland flow paths are subject to approval by the City Engineer.
• Street capacity shall be defined as the 10-year storm allowed to spread between the crown of the street and the top of curb for single lane roads, between the number curb and number two lane on multi-lane roads and from the edge of traveled way (etw) to crown or number two lane. Where the street capacity is exceeded at either the etw, curb, crown, or number two lane a storm drain, or other approved facility shall be provided to convey the excess flows. In all cases, the 100-year storm shall be contained within the right-of-way.

Cross culvert design shall be determined on the basis of a twenty-five year storm with no head. The hydraulic entrance condition shall be such that the 25-year discharge will have the specified freeboard in the upstream channel or waterway and that the 100-year discharge will be contained within the banks of the upstream waterway or drainage easement. The entrance to the closed conduit minor waterway may be submerged provided that the above criteria are satisfied. The invert elevation of the closed conduit entrance shall not be set lower than the natural flowline of the waterway or open channel flowing into it.

Attachment 1

3. Open Channels
Open channels shall be designed based on Manning's equation. The impacts of culverts, bridges or other structures affecting the hydraulic performance of the channel shall be considered as appropriate.

The City Engineer may require more complete analysis if he/she determines conditions merit a more thorough study. This additional analysis may include determination of the water surface profile, analysis of critical sections, and analysis of erosion and/or sedimentation.

Maximum velocity for channels flowing full shall be limited to preclude erosion. Freeboard of at least one foot based on 25-year flow-rate shall be provided for all channels. Lining treatments shall extend to the full height of freeboard. The 100-year discharge shall be contained within the banks or within the easement established for the channel. For natural waterways, the design flow may be allowed in the natural overflow area.

4. Drainage Structures
a. Manholes. 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 Department. All manholes shall conform to the following requirements:
1). Any pipes placed at a grade of 1-percent or flatter, shall have manholes provided every 200-feet. Pipes at a grade of greater than 1-percent shall follow the criteria in #2 and #3 below.
2). Manholes shall be located at junction points, changes in gradient and changes in pipe size. On curved pipes with radii of 200-feet to 400-feet, manholes shall be placed at the BC or EC of the curve and on 300-foot maximum intervals along the curve for pipes of 24-inches and less in diameter, and 500-feet maximum intervals along the curve for pipes greater than 24-inches in diameter. Curves with radii less than 200-feet 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-feet along a tangent alignment for pipes 24-inches or less in diameter and 600-feet along a tangent alignment for pipes greater than 24-inches in diameter, except under special approved conditions. The spacing of manholes shall be nearly equal wherever possible.
4). All manholes shall have standard 24-inch diameter manhole covers. No manholes shall be allowed in roadway gutter or flowlines. Maintenance access points in roadway gutter or flowlines shall be standard drainage inlets with bicycle-proof grates.

Attachment 1

b. Catch Basin. Catch basins shall be in accordance with the types shown on D series Standard Drawings, or approved equivalent “precast” products, or other approved special inlets. Catch basins without a curb opening inlet shall not be used in urban areas. Curb face only drainage inlets are required when the inlet is located next to a bike lane. Curb face inlet openings shall be appropriately sized to handle design flows. Refer to the State Standard Specifications for extended curb opening inlets. All inlets shall conform to the following requirements:
1). The capacity and spacing of drainage inlets shall be such that the spread of water in a Primary Design Storm does not inundate the traveled way (which includes all through lanes and center turning lanes but does not include bike lanes or right-turn-only lanes) as follows:
a) For roads with design speeds less than 45 mph, the spread encroachment on the traveled way shall not be greater than 1/2 the outside through lane width.
b) For roads with design speeds greater than or equal to 45 mph, the spread shall not encroach on the traveled way at all. Any inundation shall be limited to the area outside the traveled way as defined above.
c) Where there is a potential for ponding at sag vertical curves (or other locations), pavement drainage shall be checked for a Secondary Design Storm. The spread encroachment shall comply with the requirements above.
2). Sufficient drainage capacity shall be provided within the road Right-ofWay and other drainage facilities to convey a 100-year storm without damage to any structures.
3). No more than 1.0 cubic feet per second (cfs) shall be allowed to “bypass” a midblock inlet. No more than 0.3 cfs shall be allowed to go around a curb return at an intersection.
4). Sheet flow across a road shall not exceed 0.1 cfs.
5). All “at-grade” grates shall be adequate for State of California HS-20 traffic loading and shall be “bicycle-proof”.
6). Storm Drain Markers. All catch basins or inlets that have been installed, replaced, or modified and that convey storm water to a basin, creek, waterway or ocean shall have a storm drain marker installed per Standard Drawing M-6. Markers can be purchased from the Department.
c. Junction Boxes. Junction boxes shall be constructed of reinforced Portland cement concrete which complies with the compressive strength requirements provided in Appendix C or fabricated from reinforced concrete pipe sections where size limitations permit. All junction boxes shall conform to the following requirements:

Attachment 1

1). Minimum wall thickness for poured-in-place reinforced concrete junction boxes shall be 6-inches, 8-inches when invert is in excess of 6-feet. 2). The inside dimensions of junction boxes shall be such as to provide a minimum of 3-inches clearance on the outside diameter of the largest outfall pipe.
3). All manholes shall have the standard 24-inch manhole cover (Phoenix P1090, Pinkerton A640, or approved equal).
d. Other Structures. The following requirements shall apply to other drainage structures, as noted:
1). All headwalls, wingwalls, and end walls shall be of reinforced Portland cement concrete which complies with the compressive strength requirements found in the State Standard Specifications. 2). All headwalls, wingwalls, and end walls shall be considered individually and shall be designed in accordance with the State Standard Specifications unless approved otherwise by the City Engineer. 3). Trash racks shall be provided where, in the opinion of the City Engineer, they are necessary to prevent clogging of culverts and storm drains or to provide safety to the general public.
4). Guardrail or pedestrian/worker railings are required at culverts, headwalls, box culverts, and on steep side-slopes (3:1) or when the drop exceeds 18 inches. When so required, the railing shall be installed in accordance with State Standard Specifications and CBC.
5). For reinforced concrete box culverts and structural plate arch culverts, all materials, designs, and construction shall conform to the provisions of the State Standard Specifications unless approved otherwise by the Department.

5. Flood Control Basins
Surface and Subsurface flood control basins designed for retention or detention are permitted in the City. The City Engineer must approve the type of basin used based on the downstream hydrology for each development site, physical site and historic conditions, and City policies. In all cases, the Engineer of Record shall provide evidence that the basin will completely drain within seven (7) days. Infiltration testing results used to show compliance must only include the vertical component of the infiltration unless otherwise approved by the City Engineer.

If a basin is determined to be required to serve a particular subdivision or land development project which was not evaluated during the application phase of the project, then the Developer shall consult with the City Engineer to determine if a grading permit or land use permit is required for the construction of the basin. If a permit is required, a copy must be submitted prior to approval of the plans.

Attachment 1

a. Retention Basin. Any flood control basin which is used as a terminal disposal facility shall be classified as a retention basin. 1). Basin Capacity. Storm water retention for flood control purposes shall be applied as determined by the Project Engineer; typically, where downstream conditions are constrained, and properties are threatened or have been flooded in conditions existing prior to upstream development. Criteria for the design of retention basins may be reviewed on a case-by-case basis. Typically, the volume of storage for flood control purposes is based upon the post-development 100-year, 24-hour storm event.
2). Inlet Structure. The inlet structure shall be designed to meet the requirements of Catch Basins Section 4B
3). Infiltration Test Required. A minimum of three (3) infiltration tests per basin shall be submitted for approval prior to construction to determine that the basin will be able to drain within the 7-day standard noted above b. Detention Basin. Any flood control basin which has a downstream outlet designed to meter the outflow shall be classified as a detention basin. Basin capacity shall be based on receiving the runoff from a 100-year storm with the watershed in its fully-developed condition and releasing the flow by matching the historical hydrograph of flows leaving the previously undeveloped land under consideration.
c. Surface Basins. Surface basins, which are typically earthen, may be used for either retention or detention of site runoff, and are classified as either deep or shallow.
1). Deep Basins. The depth to the overflow point is greater than 2-feet. Max side slope of 3:1.
2). Shallow Basins. The depth to the overflow point is 2-feet or less. Max side slope of 3:1 without fencing.
3). Bioretention Basins. The depth to the overflow point is 6-inches or less.

Bioretention basins shall be designed according to “Stormwater Requirements for New Construction” (see City website). A minimum of three (3) infiltration tests per basin shall be submitted to the City Engineer for approval prior to construction.
d. Subsurface Basins. Subsurface basins may be used for either retention or detention of site runoff, where their application is suitable for project conditions. Subsurface systems include dry wells, bored wells, and any subsurface infiltration system (manufactured chambers) used to enhance infiltration capabilities or used to comply with City ordinances, standards, or policy.

Subsurface drainages systems must comply with the following:

Attachment 1

1). May need to be registered with US EPA’s Region 9 Office as a Class V injection well. Designs that meet the definition must submit proof of registration with US EPA.
2). Be designed, constructed, and maintained in a manner that will not endanger Underground Sources of Drinking Water (USDW).
3). Design Criteria. The City Engineer will review all development plans proposing subsurface stormwater systems based on the following criteria:
a) Not permitted on project sites having an elevated risk of releasing contaminants (spills), such as vehicle repair, or fueling stations; facilities that store, transfer, or generate hazardous materials; auto part recycling facilities; and sites with a history of spills or illegal dumping.
b) Must incorporate pre-treatment devices to isolate and contain trash, solids, TSS, oil, and grease.
c) Must incorporate appropriately labeled inspection and maintenance access ports, labeled “STORM”.
d) Must include an operation and maintenance manual and schedule. e) Must include additional storage volume equal to 20-percent of the maximum storage depth.
f) Must submit a soils report that substantiates:
i. Soil infiltration rate. Percolation rate testing may be performed; however, results shall be converted to soil infiltration rates. Soil percolation rate:
ii. Soil Type – Not suitable in soils with >30% clay or >40% silt content.
iii. Depth to seasonally high-water table.
iv. Must conform to the following minimum setback requirements:

Attachment 1

2 Additional setback requirements per Section 1804 of the CBC 3 State of CA Waterworks Standards, Title 22, Chapter 16, Section 64572. v. dd
vi. Must address other design considerations including:
• Surface (vehicle) loading characteristics.
• Distance to building foundations and basements.
• Maintenance practicality considering access, access ports, and landscaping.
• Lateral clearances to wells and septic
• Dry well separation between wells (center to center): 100 feet recommended.
• Dry well penetration: 10-feet minimum into permeable
porous soils recommended.
• Dry well surface inlet: 3-inch minimum above bottom of retention basin recommended if located within basin.
4). Materials.
a) Storage Chambers. Must be fully perforated (by the manufacturer) HDPE or HP storm pipe with a minimum diameter of 18-inches and a maximum diameter of 60-inches. Larger diameter pipes or infiltration chamber systems may be used with approval from the City Engineer. Storage chambers shall meet the requirements of this Section and AASHTO Section 12 (including Load and Resistance Factor Design - LRFD - requirements).
b) Drain Rock. Drain rock shall be Class 2 permeable material conforming to the State Standard Special Provisions and consist of hard durable clean gravel or crushed stone free from organic material, clay, or other deleterious substances. In the absence of laboratory tests, the Project Engineer may assume a "void ratio" not to exceed 40-percent of the volume of the drain rock backfill in the computation of the storage volume of the subsurface basin. c) Geotextiles. Filter fabric shall comply with the requirements of AASHTO M288, Class 2 non-woven, or as specified by the
manufacturer.

Attachment 1

5). Operational Requirements.

Include provisions and maintenance schedule for pretreatment facility, including:
a) Maintenance plan, including provisions for vehicular access and confined-space entry safety requirements, where applicable. b) Overflow path (see 5.f), including easements as required. c) Freeboard (see 5.h) – may be included in parking areas per the requirements of 5.k.
e. Easement Requirements. Drainage facilities must be located in a public street right-of-way or within a public drainage easement. Easements for closed conduits shall be a minimum width of twenty feet (20). Easements for open channels shall have sufficient width to contain the channel with a minimum ten-foot (10) setback to side slopes and a fifteen (15) foot wide service road on at least one side. Drainage easements shall be reviewed and approved by the engineering department to ensure that public dedicated easements are always accessible.
f. Overflow Path Required. The design of all drainage basins shall identify the designated route for overflow. The Project Engineer shall design the overflow path so that the flow in a 100-year storm is non-erosive and will not damage downstream improvements, including other basins. Easements will be required for concentrated flows onto private properties. g. Fencing Requirements. Shallow Basins, bioretention basins, and subsurface basins are not required to be fenced if side slopes are less than 3:1. All deep basins must be fenced according to the specifications found in the Materials section below.
h. Surface Basin Freeboard Requirements. All basins shall be designed to provide “freeboard,” measured from the design water surface to the lowestelevation (the “overflow point”) at which the basin would overflow during a greater-than-design storm. This overflow point may be a location on the basin perimeter, a point outside the basin perimeter if the location is a natural sump, or the flowline of the inlet structure for gutter flow entering the basin. An overflow path shall be identified as required in 5F. The amount of freeboard to be provided under design-storm conditions is as follows:
1) Deep basins require 1-foot of freeboard above the design-storm water surface elevation.
2) Shallow basins require freeboard equal to 15-percent of their design depth.
3) Bioretention basins freeboard to comply with Stormwater Technical Guide.

Attachment 1

i. Bench Requirements. All drainage basins shall provide a bench around the perimeter to provide for maintenance, as follows:
1) Deep basins shall provide a bench 5-feet wide between the fence and the top of the basin side slope.
2) Shallow basins shall provide a bench 5-feet wide between the easement line and the top of the basin side slope.
j. Maintenance Requirements. Perpetual maintenance of all drainage basins shall be the responsibility of the Developer and subsequent owner(s) unless the maintenance responsibility is accepted by a public entity or a property owners’ association.
k. Parking Areas. Parking areas may be used to store part, or all of the volume required to be retained or detained, subject to the following criteria:
1) The maximum depth of inundation in the design storm shall be 6-inches. 2) No more than 75-percent of the parking area shall be inundated in the Primary Design Storm. ADA parking shall not be inundated in the Primary Design Storm.

6. Design Criteria for Porous Pavements
The following minimum design criteria must be followed where porous pavements are used as a site design measure for PR1 projects, or a self-retaining area for PR2 and PR3 projects.
• No erodible areas drain on to permeable pavement.
• Subgrade compaction is minimal.
• Reservoir base course is of open-graded crushed stone. Base depth (3" or more) is adequate to retain rainfall and support design loads (more depth may be required).
• No subdrain is included or, if a subdrain is included, outlet elevation is a minimum of 3 inches above bottom of base course. • Subgrade is level and slopes are not so steep that subgrade is prone to erosion.
• Rigid edge is provided to retain granular pavements and unit pavers. • Solid unit pavers, if used, are set in sand or gravel with minimum 3/8-inch gaps between the pavers. Joints are filled with an opengraded aggregate free of fines. • Permeable concrete or porous asphalt, if used, are installed by industry-certified professionals according to the vendor’s recommendations.
• Selection and location of pavements incorporates Americans with Disabilities Act requirements (if applicable), site aesthetics, and uses.

Attachment 1

7. Storm Drain Alignment Criteria
Storm drain lines shall be parallel with street centerlines to the best extent practical and typically twelve feet southerly or easterly of the centerline (Standard Detail U-1). Storm drain lines that encounter circumstances that don’t allow parallel installation need to be reviewed and approved by the engineering department.

Maximum spacing for manholes shall be 500 feet. Manholes shall be located at junction points, changes in gradient and changes in conduit size. The alignment between any two manholes may consist of one curve and one tangent section. A manhole must be placed at the beginning or end of any curve. Reverse curves are not acceptable between manholes. Curve radii shall conform to pipe manufactures recommendations. All manholes must be located in areas accessible for maintenance.

V-2. MATERIALS
Closed Conduits shall be high density polyethylene (HDPE) with watertight couplings or reinforced concrete pipe (RCP). Other pipe materials such as hot-dipped galvanized Corrugated Metal Pipe (CMP) can only be used with approval of the City Engineer.

Standard pre-cast concrete manholes shall be typical (Standard Detail D-2). Special designs of manholes or junction boxes shall be approved by the City Engineer.

Open conduits may be natural watercourses, earthen channels, or channels lined with materials such as:
• Native grass which forms a thick, dense sod without irrigation; • Turf reinforcement mats, erosion control blankets, or geotextile materials. Such material may be interplanted with vegetation;
• Rock slope protection in accordance with Caltrans specifications; • Bioengineering methods recommended in Natural Resource Conservation Service’s Streambank Soil Bioengineering Field Guide for Low Precipitation Areas;
Drain inlets shall conform to Standard Detail D-1. Grates shall be adequate for AASHTO's HS-20 traffic loading and shall be double dipped hot galvanized or approved equal.

All headwalls, wing-walls, and end-walls shall be constructed of Class “A” reinforced Portland cement concrete. Trash racks shall be provided where necessary to prevent clogging of culverts and storm drains.

Attachment 1

V-3. CONSTRUCTION STANDARDS
A. General
Excavation, pipeline placement and backfill shall conform to Section VI-3 of these specifications for sanitary sewers.

Concrete structures shall be placed in accordance with these Standards and Specifications and shall conform to the requirements of Section 51 of Caltrans Standard Specifications.

Attachment 1

SECTION VI

SANITARY SEWERS
VI-1. DESIGN STANDARDS
Sewer collection lines and appurtenant structures within the jurisdiction of City of Paso Robles shall be constructed by a California A-Licensed Contractor in accordance with plans prepared by a Professional Civil Engineer, consistent with these specifications and as approved by the City Engineer.

A. Design Flow
An average flow of 220 gallons per dwelling unit per day, based on the 2019 Wastewater Master Plan, for residential developments shall be used for sewer system design. Peak flow flowrates shall be double the average flowrate used. Sewer Pipes shall be sized to handle peak flows with pipe flowing half full.

B. Sewer Pipe Sizing

Sizing of sewer pipes must include consideration of the ultimate upstream development in accordance with density established in the Land Use Element of the General Plan, the City’s latest Wastewater Collection System Master Plan, or as determined by the City Engineer.

The minimum size sewer pipe shall be eight (8) inches inside diameter. Six-inch diameter pipe may be used on terminal branch lines, less than 200 feet in length, but must be approved by the City Engineer through the design exception process outlined in Section II.

C. Gradient
The following table indicates the minimum slopes acceptable for the design of sewer pipes in the City of Paso Robles. Lesser slopes may be approved by the City Engineer where topographic features preclude the use of the table below. It is not acceptable practice to increase pipe sizes for the purpose of reducing the slope criteria to meet minimum standards without regard to the volume of flow. Scouring velocity must be maintained. See minimum pipe slopes below.

Diameter Slope in Feet/Foot (Minimum Acceptable)
4” 0.02 (Private Residential Laterals Only)
6” 0.010 (Special Permission or Commercial/Industrial laterals) 8" 0.0050
10" 0.0025
12" 0.0020
>12” Refer to Table 4-1, 2019 Wastewaer Master Plan
Attachment 1

Special provisions for erosion protection shall be provided where design velocities for sanitary sewer pipelines exceed ten feet per second at average daily flow. Where sufficient flow exists, design velocities must equal or exceed two feet per second. The maximum design discharge rate shall not exceed the critical flow rate. Sanitary sewer pipe must not be designed for flow conditions at critical slope and velocity.

To assist in the protection of health and property, a backflow valve or overflow device shall be installed in the sewer serving any building where the lowest floor elevSation (containing plumbing fixtures) will be less than one foot above the rim of the upstream manhole or flushing inlet.

When an overflow device is installed, the elevation of discharge of said installation shall be at least one foot below the lowest floor elevation containing a plumbing fixture system, building sewer or sewer lateral and may include a back-up check valve wherever and whenever the city may deem advisable.

D. Location
All sanitary sewer mains must be located in public streets. In new streets the sewer main shall be typically located six feet south or east of the centerline of the right-ofway.

A sewer main may be located in an easement specifically dedicated to the City for the purposes of construction, operation and maintenance of a sanitary sewer main when a public road is not available. The minimum width of the easement shall be 20 feet.

A minimum 12-foot wide all weather aggregate base access road must be provided in the easement. The access road shall be designed to support 60,000 lbs.

No sanitary sewer shall be located within fifty feet of a City owned water well. Pressure and gravity sewers shall be separated as shown on Standard Detail U-1.

Sanitary sewer design must conform to special construction requirements as outlined by the California State Water Resources Control Board’s “Separation of Water Mains and Non-potable Pipelines – Requests for Alternatives to the Waterworks Standards” memo. A State waiver is required when sewer mains are or will be constructed closer than ten feet parallel to a water line or service, crossing above water lines and water appurtenances, do not meet other City minimum separation requirement, or any other special situation as determined by the City Engineer or Utility Director. Replacement of sewer laterals that do not meet the State and City’s separation requirements are subject to the requirements of the aforementioned memo.

E. Horizontal Alignment
Attachment 1

Sewer pipelines shall typically be designed in straight alignments between manholes.

Curved sewer lines will be allowed where the minimum radius conforms to the pipe manufacturers recommendations. In no case shall the radius be less than 200 feet.

The alignment between any two manholes may consist of one curve and one tangent section. A manhole must be placed at the beginning or end of any curve. Reverse curves are not allowed between manholes.

F. Depth
The minimum design depth of a sanitary sewer system shall be six (6) feet to top of pipe. It is desirable to obtain a cover of four (4) feet for the service lateral at the property line. Under topographic constraints, lesser depths may be approved by the City Engineer through the Design Exception process. See Section II. The maximum depth of any sewer line shall be sixteen (16) feet. The City Engineer may approve deeper sewers on a case-by-case basis through the design exception process.

However, sewers deeper than sixteen (16) feet will generally not be approved if solely proposed to allow gravity flow from residences. Onsite pumps must be used when gravity flow is not possible with standard design.

G. Manholes
Maximum spacing for manholes shall be 500 feet, except when approved by the City Engineer on a case by case basis. Manholes shall be designed and constructed in accordance with Standard Detail F-1.

Drop manholes may be constructed in accordance with Standard Detail F-2 where the vertical distance between incoming and discharge sides of the manhole exceeds 24 inches.

Where a sewer pipe flows straight through a manhole, the difference in elevation between the inverts of the inlet pipe and outlet pipe shall be no less than 0.1 foot.

Where the sewage flow makes a ninety (90) degree turn within the manhole, the difference in elevation between the inverts of the inlet pipe and outlet pipe shall be no less than 0.2 feet.

H. Sewer Clean-out
A clean-out may be used in lieu of a manhole on any branch line with a length of 200 feet or less in residential areas. Cleanouts on branch lines serving commercial or industrial areas will be allowed only on approval of the City Engineer. Any branch line more than 200 feet in length shall have a manhole at the end.

I. Private Laterals
Attachment 1

Each private property shall have its own separate and distinct sanitary sewer lateral connection to the City main. All sewer laterals must be connected downstream of a sewer manhole or sewer clean-out. In no case shall a sewer lateral be connected directly to a sewer manhole.

In all new subdivision work, the house service laterals 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. The lateral shall be placed a minimum of five (5) feet from any property line and ten (10) feet from any water service. A “S” symbol shall be stamped into the curb at the lateral’s location.

The minimum size of a residential lateral shall be four (4) inches inside diameter.

Laterals larger than four inches shall be sized in accordance with Uniform Plumbing Code requirements.

All commercial laterals shall be a minimum of six (6) inches inside diameter.

Laterals greater than six inches shall be connected to the main with a manhole.

When existing sewer laterals are replaced, if the lateral crosses a City water line, the crossing location must be potholed to determine the vertical separation between the lateral pipe and water pipe before any further excavation or trenchless work is completed. The City Engineer must be notified at least 48-hours prior to the potholing and the City Engineering Inspector must observe the open pothole. If the sewer lateral crossing the water line has less than 12 inches of vertical separation from the water pipe (outer wall to outer wall), trenchless installation methods such as pipe reaming may not be permitted and/or special construction may be required to meet State Water Resources Control Board requirements.

J. Sewage Lift Stations and Force Mains
Sewage lift stations are discouraged and will only be allowed by permission of the City Engineer if no feasible alternative is available. If the proposed design of a new or expanded sanitary sewer system includes a sewage lift station and force main, the following data shall be submitted for review and tentative approval before plans are submitted:

1. Documentation showing that a gravity sewer extension is not feasible or has a higher life-cycle cost than a sewage lift station. Analysis of the life-cycle cost of the sewage lift station shall include the cost of all manpower, electricity, and other inputs required to operate and maintain the lift station for perpetuity.

2. Average and peak wastewater flows anticipated to and through the lift station.

Lift stations shall be sized to be compatible with ultimate development in the sewer tributary area. The submittal shall include calculations of the wet well size, pump size, force main diameter, and velocity of flow in the force main pipe.

Attachment 1

3. Plot plan showing the dimensions of the lift station site and its location with respect to homes or other structures. Minimum distance from a lift station to any residence shall be fifty (50) feet.

If based on the above information the City Engineer determines a sewage lift station is permissible, the design of the lift station must meet all the requirements outlined below. These requirements apply regardless of whether the lift station will be dedicated to the City or will be privately owned, operated, and maintained. Project Engineers may propose design exceptions through the Design Exception process outlined in Section II. Design exceptions for convenience, package lift stations, or material shortages will not likely be granted.

1. The capacity of the wet-well shall have a minimum two-hour peak flow storage capacity.

2. The wet-well shall be constructed of polymer concrete such as Armorock to be resistant to damage by sewer gas.

3. If a new project or subdivision is phased such that sizing of the wet well results in sewage being held in the wet well for more than eight hours between pump cycles, the lift station shall include features to control septicity and/or release of odorous sewer gas.

4. A minimum of two active pumps are required for redundancy and peak flow capacity.

5. Pumps must have screw-type impellers capable of passing rags, such as Hidrostal, ShinMaywa, or approved equal.

6. Pump rails and discharge piping within the wet well must be constructed of Type 316 or better stainless steel to resist damage by sewer gas. The lift station hatch shall consist of Type 316 stainless construction or better.

7. Each discharge pipe shall be equipped with a check valve and gate valves.

These valves and all transition piping from the discharge piping to the force main pipe shall be contained in a concrete vault separate from the lift station wet well. This vault shall also contain an extra pipe with valves and a camlock fitting to facilitate a temporary pumping system if a future bypass of the wet well or pumps should become necessary.

8. Pumps and force main piping must be sized to achieve a minimum cleaning velocity of two feet per second and maximum flow velocity of 10 feet per second.

Attachment 1

9. Force main pipe material shall be either C-900 PVC with restrained joints, fused HDPE, or an equal material approved by the City Engineer.

10.The manhole at the discharge end of the force main must be constructed of polymer concrete such as Armorock.

11.The lift station must include a control and alarm system of a type and quality that will easily integrate into the City-wide radio telemetry network (SCADA) or the private operator’s equivalent system. The control and alarm system must be equipped with a battery-powered uninterruptible power supply. The system shall be housed in a stainless-steel enclosure with a small air conditioner or other provisions to protect all electronics from excessive heat.

12.The lift station shall be equipped with a permanent standby generator and automatic transfer switch. The generator shall have enough capacity to power both pumps operating simultaneously. The generator shall be fueled by natural gas. Propane may be approved if a natural gas supply is not available.

13.The lift station must have a water service (spigot) to facilitate wet well maintenance. The water service shall be equipped with a backflow prevention device.

14.The lift station may not include any bypasses that would allow wastewater to enter any drainageway, stream or watercourse.

15.Private lift stations will be required to have a funding and maintenance agreement to address long-term operation and demonstrate that contracts or other mechanisms are in place for ongoing operation and maintenance.

VI-2. MATERIALS
A. Pipe
All sanitary sewer PVC pipe must meet ASTM Standard 3034/SDR 35 for typical opentrench-installation. Sewers deeper than twelve (12) feet below ground surface must be pressure-rated (Class 165) green C900 PVC pipe. For trenchless sewers, C900 PVC pipe with Certa-Lok restraints, or City Engineer approved equivalent, shall be used. Insulated solid core, green, AWG 12 locator wire must be installed and securely taped to the top of all new force main pipes and curved gravity sewer pipes and terminated at inside surface of manhole, near top of manway.. All locator wire connections are to be made with water/weather tight connectors. Gravity and pressure sewers shall be completely colored green to distinguish the sewer pipe from other utility pipes and conduits.

B. Manholes
Attachment 1

Manholes shall be watertight structures constructed by placing precast concrete sections on a pre-cast concrete base. Minimum manhole diameter for sewers less than 16 feet deep or 12 inch in diameter is forty-eight (48) inches. Sewers over 16 feet deep or for sewer pipe 12 inches diameter and larger require sixty (60) inch manholes. Sewers deeper than sixteen (16) feet must be approved through the design exception process outlined in Section II.

Where force mains discharge into a manhole, the pre-cast manhole sections must be made of polymer concrete (Armorock or approved equal), to resist damage by corrosive sewer gases. Minimum manhole size for these applications is sixty (60) inches. Force mains must discharge into one twenty (20) foot long stick of gravity sewer pipe leading into the manhole, so that turbulence is reduced prior to the flow reaching the manhole.

VI-3. CONSTRUCTION STANDARDS
A. Excavation for Sewers
Unless otherwise specified, the excavation for sewer pipe shall be an open trench, excavated to six inches below the bottom of the pipe. This undercutting shall be refilled with suitable bedding material as specified in VI-3.D, below.

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 observing Geotechnical Engineer, a suitable bottom condition is achieved. If such treatment does not provide a proper bottom condition, the unsuitable material shall be removed and the Geotechnical Engineer shall provide an alternative design..

When groundwater is encountered, the trench shall be kept dewatered until the laying and jointing of the pipe and placing of the bedding material has been completed and observed by the City inspector. The Contractor shall place not less than six inches 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 the Engineer.

Temporary covers of 3/8" steel plate of sufficient size to adequately cover the opening shall be placed on manhole cones until the pavement is completed. Ribs shall be welded to the underside of the cover to hold it in place during the grading and paving operations.

The total depth of the manhole throat measured from the top of the frame shall not exceed eighteen (18) inches. Manhole frames and lids shall be placed a minimum of Attachment 1

12" above natural ground or high water when placed in easements outside of unpaved or easement road areas.

B. Safety
All safety orders, rules, or recommendations of the Occupational Safety and Health Administration (OSHA) and the Division of Industrial Safety of the Department of Industrial Relations of the State of California, applicable to this work, shall be obeyed and enforced.

The Contractor shall conform to the permit requirements of the Division of Industrial Safety and Division of Occupational Safety and Health and shall obtain a trenching permit directly from said State Office prior to such activity. A copy of the State trenching permit shall be available onsite and shall be made available to the City Engineer upon request.

The Contractor's attention is directed to the provisions of the State Labor Code concerning trench excavation safety plans. (Note: Contractors are hereby advised that the independent monitoring regulations of OSHA, as enforced by CAL OSHA officers, is to be complied with at all times).

C. Bracing and Shoring
Adequate bracing and shoring, as required by the Division of Industrial Safety of the State of California, to protect personnel, adjacent property, and roadway areas shall be used. Any damage to structures occurring through settlement, water or earth pressure, slides, caves, or other causes due to failure or lack of sheeting or bracing or improper bracing, or through negligence or fault in any other manner, shall be repaired immediately to the approval of the City Engineer. Where practical, all such bracing and shoring shall be removed from the trench as the backfilling proceeds.

D. Laying of Sewer Pipe
Pipe shall be laid in conformity to the lines and grades established on the approved plans. Pipe shall be laid continuously upgrade with the bell of the pipe opposite the direction of flow. 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 and lubricated before the joint is made. Care shall be taken that nothing, but the joint-making material enters the joints. At the end of each workday the end of the pipe must be sealed to preclude infiltration of water, dirt or debris.

E. Trench Backfill
Bedding material meeting the minimum standards listed below, shall be deposited and compacted to 90% relative compaction in the trench uniformly on both sides of the Attachment 1

pipe for the full width of the trench and to a depth of 12 inches over the top of the pipe (Standard Detail U-2).

Sand Equivalent 20
Sieve Size Percentage Passing Sieve
1" 100
No. 4 80-100
No. 200 0-15
The balance of the backfill shall contain no rock or boulders in excess of two (2) inches and shall be free from all deleterious matter. Backfill shall be compacted to a minimum relative compaction of 90%. The top eighteen (18) inches shall be brought to 95% compaction. The backfill under and around all pipes shall be thoroughly consolidated before any additional material is placed. Compaction methods must be carried out, so no damage or displacement of the pipe occurs. Around circular manhole sections, small tools such as “jumping jack” type compactors shall be used to carefully compact the soil immediately around the manhole. A soils engineer shall confirm adequate compaction around all manholes.

F. Connection to Existing Manholes
Connection to existing manholes shall be made by carefully core-drilling an opening in the wall of the manhole. The pipe shall be inserted with elastomeric ring-seal through the opening flush with the inside wall. The opening around the pipe shall be packed with a stiff mix of cement mortar, thoroughly compacted to form a watertight connection. The mortar shall be finished smooth and flush with the interior surface of the manhole. Channelizing of the flow through the manhole shall conform to the details shown on the standard Drawings for new manholes. Where chipping out of existing manhole base is required to accommodate a new sewer penetration, Contractor shall ensure debris is properly managed and disposed of, an under no circumstances shall debris flow into the existing sewer pipe.

The Contractor shall notify the City Engineer 72-hours in advance before any connection is made to existing structures. Work shall be scheduled so that interruption of flow is held to a minimum.

VI-4. TESTING
Prior to acceptance all sewer lines shall be cleaned, tested for leakage by a standard lowpressure air or water test, tested for deflection with a mandrel, and inspected by video.

All testing shall be performed after all backfill and compaction procedures are complete and prior to street paving.

Leakage test is by internal air pressure or water. Infiltration test is by measurement of rate of flow of water. Each section of pipe between manholes, along with the manholes, shall Attachment 1

be tested. Use the air test where the difference in elevation between the invert of the upper structure and the invert of the lower structure is more than 10 feet.

Testing procedures shall be as outlined below:

A. Air Test Procedure
Each section of sanitary sewer between two successive manholes shall be tested by plugging all pipe outlets with inflatable and expandable test plugs. Pressure-relief valves shall be set to limit the internal pipe test pressure to five pounds per square inch gauge pressure (5 psig). Air shall be slowly added until the internal pressure is raised to 4.0 psig. Care shall be taken to guard against the sudden expulsion of a poorly installed plug or a plug that is partially deflated.

The internal pressure of 4 psig shall be maintained for at least two minutes to allow the air temperature to stabilize after which the air supply shall be disconnected and the pressure allowed to decrease to 3.5 psig. The Table below provides the minimum time requirements for a pressure drop to occur from 3.5 psig to 3.0 psig.

Should the test disclose an air loss rate greater than permitted, the contractor shall, at his own expense, locate and repair the defective joints or pipe sections. After the repairs are completed, the line shall be retested until the air loss rate is less than specified below.

Timetable:

Pipe Size Time
6" 4 minutes
8" 5 minutes
10" 6 minutes 30 seconds
12" 7 minutes 30 seconds
B. Water Test Procedure
Test each section of pipe between two successive structures by closing the lower end of the pipe to be tested and the inlet pipe of the upper structure with plugs or stoppers.

Fill the pipe and structure with water to a point 4 feet above the invert of the open pipe in the upper structure or to a height of 10 feet above the invert of the sewer in the lower structure, whichever gives the least hydrostatic pressure on the lower structure.

The total leakage shall be the decrease in volume of water in the upper structure. The leakage shall not exceed 0.025 gpm per inch of nominal diameter of pipe per 1,000 feet of pipe being tested.

If the leakage is greater than allowed, overhaul the pipe and, if necessary, replace and re-lay until the joints and pipe comply with this test. All tests and any required repairs must be completed before the street over the trench is paved.

C. Test for Infiltration
Attachment 1

If, in the construction of a section of the sewer between structures, excessive groundwater is encountered, close the end of the pipe at the upper structure sufficiently to prevent the entrance of water. Discontinue pumping groundwater for at least three days. Then test the section for infiltration. The infiltration shall not exceed

0.025 gpm per inch of diameter per 1,000 feet of main line pipe being tested.

Where infiltration exceeds the maximum acceptable, immediately uncover the pipe and reduce the infiltration to within the maximum acceptable by replacing, re-laying, or encasing the pipe in concrete.

D. Test Procedure - Force mains
See test procedures for water mains Section VII-4.

E. Test Procedure – Manholes
Water-tightness of manholes may be tested in connection with hydrostatic tests of the pipeline or at the time the manhole is completed and backfilled.

Fill the manhole with water to an elevation 1 foot below the bottom of the cone section with a maximum water depth of 20 feet. Plug inlets and outlets with stoppers or plugs and fill the manhole to the limits indicated above. The maximum allowable drop in the water surface shall be 1/2 inch for each 15-minute period of testing.

Even though the infiltration is less than the maximum acceptable, stop any individual leaks that may be observed.

F. Cleaning
The contractor shall clean all lines with a Wayne-type sewer cleaning ball under hydrostatic pressure and shall apply a mandrel to test for deformation. The mandrel shall be the 9-vane design and sized to 95% of the nominal internal diameter of the pipe. Replace and re-lay until the pipe complies with the mandrel test.

G. Video
All new sewer main installations must be inspected by video by the City’s Wastewater Division staff prior to acceptance by the City. Inspections may be scheduled by contacting the Wastewater Collections Supervisor at (805) 227-7200 ext. 6701. The video inspection will be used to check for any defects such as debris in the pipe and manholes, pipe deflection, offset joints, or damaged pipe. All defects will be documented and must be corrected prior to City acceptance and use.

H. Placement and/or Replacement of Road Surfaces
Trench paving shall conform to Standard Detail U-2. New street paving shall conform to Section IV of these specifications.

All testing procedures outlined above must be completed prior to pavement replacement or new street paving. After street paving, all manholes shall be raised to Attachment 1

grade and concrete collars shall be installed in accordance with Standard Detail F-3.

The concrete collar shall be stamped to show flow direction of sewer lines connected to the manhole. Prior to acceptance of new sewer lines, the lines shall be thoroughly cleaned once again.

Attachment 1

SECTION VII
WATER
VII-1. DESIGN STANDARDS
Water pipelines and appurtenant structures within the jurisdiction of the City of Paso Robles shall be constructed by a California A-Licensed Contractor in accordance with plans prepared by a Professional Civil Engineer, consistent with these specifications and as approved by the City Engineer.

A. Design Flow
Water pipelines shall be designed such that water supply can be adequately delivered under maximum day demand plus fire-flow conditions. Minimum fire flow and number of hydrants shall be as required by the most current California Fire Code (CFC) and the City Fire Chief or his designee.

B. Distribution System
The distribution system, wherever possible, shall be in loop/grid form to increase fireflow capability, improve water quality, reduce maintenance costs, and better conserve water resources by reducing system-flushing requirements. If a dead end is unavoidable, mains shall meet the criteria specified in Paragraph D below and shall not exceed 1,000 linear feet. If an opportunity exists to create a looped system by extending main, the loop must be made. Dead-end mains must terminate with a standard fire hydrant. The design and installation of the water system must be compatible to serve the ultimate service area in accordance with the General Plan. All dead ends shall be approved by the City Engineer and Water Manager.

Water distribution systems shall be designed to maintain normal operating pressures of not less than 40 pounds per square inch gauge (psig) at the service connection during peak system demand. If 40 psig cannot be obtained, a City-approved booster pump station with backflow prevention is required. Booster stations shall be designed according to City Water Department requirements and approved by the City Engineer.

Concrete anchors and thrust blocks shall be provided at all discontinuities in accordance with Standard Details G-7.1 and G-7.2. Thrust restraint for piping larger than 12-inches shall be accomplished using restrained piping according to engineering calculations submitted with the design for review by the Water Manager.

C. Regulations Relating to Cross Connections
Reference is made to Title 17, Chapter V, Sections 7583-7622 inclusive of the California Administrative Code, regulating the construction of cross connections between drinking water systems and other sources of water. All industrial, Attachment 1

commercial, multi-story buildings and landscape connections shall be equipped with an RP type backflow device located within 10-feet of the water meter. Additionally, all premises with an auxiliary water supply shall be equipped with an RP type backflow device on the potable connection located within 10-feet of the water meter.

Connections between the backflow device and the service meter are prohibited. All construction shall be in strict compliance with said regulations.

For premises where hazardous substances are handled in a manner that that can result in the substance entering the potable water system, or premises where an auxiliary water system is interconnected with the public potable water system, an air gap is required.

Residential fire sprinkler systems must be “passive purge”. Passive-purge fire sprinkler systems serve a single commonly used toilet in addition to the fire sprinklers.

The toilet shall be on a remote portion of the sprinkler system or the system shall be designed as a loop so that the water moves through a majority of the fire sprinkler system piping when the toilet is flushed. All other sprinkler systems must have an approved backflow device located within 10 feet of the water meter and require prior approval of the Fire Chief and Water Manager.

D. Water Main Minimum size
In general, the minimum main size pipe shall be not less than 8 inches inside diameter with the following exceptions:

1. Dead-end mains require special approval of the City Engineer, Fire and Water Manager. The minimum size for dead-end mains is to be determined based on pipeline length, fire-flow requirements, normal system pressures, anticipated demands, and the number of dwelling units served and must also satisfy the following:
• 6-inch mains must be less than 150-feet long, serve fewer than 10 dwelling units, not be planned for future extension and must be approved by Water Manager.

E. Water Main Location and Depths
All City water mains shall be located in public streets typically six feet north or west of the centerline of the right-of-way. Where a public road is not available a water main may be located in an easement specifically dedicated to the City for the purposes of construction, operation and maintenance of a water main. The minimum width of the easement shall be 20 feet, or 30 feet if located between two structures. A 12-footwide asphalt cement or all-weather aggregate base access road capable of supporting 60,000 lbs. of equipment must be provided in the easement. Alternative surfaces are not acceptable. Easements for water mains shall include a provision that surface repair by City is limited to backfilling, compaction and aggregate base roadway or AC Attachment 1

pavement per City standards only; restoration of other surface improvements and features shall be the responsibility of the private entity.

Fences, landscaping or other obstacles that might limit access shall not be placed around, above, or within the easement.

Water mains located in roundabouts require special consideration and the designer is encouraged to contact the City prior to the start of design. Water mains through roundabouts shall be ductile iron and fully restrained through the roundabout. When City utilities are located in the center island, trees, large boulders, monuments, signs, and other features that obstruct access are prohibited.

Water mains shall be installed at a depth which will provide a minimum cover of 36 inches over the top of the pipe measured from the finished grade of the street. Mains 12 inches and larger, or any water main not located in a public street, shall have minimum cover of 48 inches. All new mains shall have a minimum clearance of 18 inches vertically between all crossing utilities.

Horizontal and vertical separation between water mains and wet utilities shall be as shown in Standard Drawing U-1 and comply with Water Code Section 64572. Where minimum separation requirements between water mains or services and other utilities is not feasible, the engineer shall propose an alternate that will provide at least the same level of protection to public health as the minimum separation requirements. If the water main is proposed to cross under other utilities, upgrading to ductile iron pipe and other special construction provisions will be required. The alternative must be submitted in writing and approved by the City Water Manager and the State of California Division of Drinking Water (DDW).

F. Water Services
New water service connections shall be made to the City’s potable water system only.

Extension of potable water service to a parcel or customer through a new or existing private water line is prohibited. Water services and meters shall be placed a minimum of five feet from any property line and 10-feet from any sewer lateral. Water services shall be spaced a minimum of 18 inches apart. Service lines shall normally be installed at the time the main is constructed to avoid frequent cutting of the street. Services are to be sized according to the meter being installed at the time water service begins.

Dedicated landscape water meters are required for non-residential landscapes larger than 1,000 square-feet and are highly recommended on all non-residential landscape areas to facilitate water management.

G. Valves
Gate valves shall be attached by flange on all legs of tees and crosses. In-line valves should be installed at increments of 600 feet on continuous lines without main Attachment 1

intersections and connect to the main with mechanical joint (MJ) fittings. Valves should also be spaced so that not more than two fire hydrants should be out of service at any one time. Valves 12-inches and larger shall be butterfly type.

H. Fire Hydrants
Fire hydrants shall be placed at street intersections whenever possible and should be located to minimize the hazard of damage by traffic. The average spacing between hydrants should not exceed that required by the most current California Fire Code or otherwise specified by the City’s Fire Chief. All joints and fittings between the main and the hydrant shall have thrust restraint. The minimum size main serving the fire hydrant shall be 6-inch ductile iron with a gate valve installed at the main and all as shown on City Standard Detail No. G-1.

I. Air and Vacuum Release Valves
Air and vacuum release valves shall be installed in accordance with City Standard Detail No. G-8 at all high points along a main where it is likely that air pockets may form. All valves shall be designed for a minimum of 150 PSI operating pressure. A gate valve (for connections greater than 2-inch in diameter) or corporation stop (for connections equal to or less than 2 inches) shall be installed at the connection to the main to provide a positive closure between the main pipeline and the air and vacuum release valve. The air and vacuum release vent outlet shall be installed above ground in such manner as to prevent back-flow.

J. Blow-offs
Blow-offs (BOs) shall be installed in accordance with City Standard Detail No. G-9 at all low points along the main to provide for adequate flushing, draining and maintenance. Four-inch BOs are to be installed on pipeline sizes 14-inches and smaller and 6-inch BOs are to be installed on pipelines 16-inches and larger.

VII-2. MATERIALS
All materials for potable water service shall comply with AWWA and NSF requirements, and these specifications.

A. Pipe
Pipe used in the construction of water distribution systems shall be either ductile iron or PVC and shall meet the standards of the American Water Works Association (A.W.W.A.) where applicable. The City Water Manager may specify which types shall be used in any instance.

Attachment 1

1. PVC pipe shall be a minimum of DR18 and shall conform to and meet the requirements of AWWA Specification C900 for sizes 4-inches through 10- inches.

2. Ductile iron pipe 12-inches and larger shall be pressure class 350, approved by City Water Manager, and shall conform to AWWA C151.

3. Thrust restraint for piping 12-inches and larger shall be Mega Lug, TR Flex or approved equal. Restrained push-on joints utilizing a "gripping” or friction force for restraint are not permitted for piping over 10 inches.

4. Ductile iron pipe and fittings must be installed with a polyethylene encasement per AWWA C105/21.5.

5. Insulated solid core AWG 12 locator wire must be installed and taped to the top of all new pipes. All locator wire connections are to be made with water/weather tight connectors.

B. Fittings
Bends, elbows, tees, crosses, and special fittings shall be cast iron or ductile iron and shall conform to and meet requirements of AWWA Specification C110. At connections to adjacent pipe, the fittings shall have rubber gasket joints conforming to AWWA Specification C111 with the exception of push-on joints. Push-on fittings and push-on joints adjacent to valves and fittings are not permitted. All buried fittings shall be wrapped with polyethylene per AWWA C105/A21.5.

C. Bolts and Nuts for Flanges
Bolts and nuts for all flanges shall be Type 304 or 316 stainless steel conforming to ASTM A 193, Grade B8M, for bolts and ASTM A 194, Grade 8M, for nuts. All buried flanges shall be wrapped in polyethylene per AWWA C105/A21.5.

Provide Lubricant for Stainless Steel Bolts and Nuts. Lubricant must be NSF 61 approved.

D. Valves and Valve Boxes
Valve boxes shall be installed in accordance with City Standard Detail No. G-6.

Valves shall have a 2-inch square operating nut, be resilient wedge, epoxy lined, open in counter-clockwise direction and meet the requirements of AWWA Specifications C509 for gate valves. The cover shall be marked "WATER". When the depth from finish grade to the operating nut of the valve is 4 feet or greater the valve operating nut shall be extended to within 6 inches of finished surface using a Fiberplas valve stem extension or approved equal.

Butterfly valves are required on mains 12-inches in diameter and larger and require approval by the City Engineer and Water Manager. All buried valves shall be wrapped with polyethylene per AWWA C105/A21.5.

Attachment 1

E. Water Service Connections
Service lines shall have a 1-inch copper-tube-size (CTS) polyethylene (PE) for domestic single-family residential services serving 3/4 or 1-inch meters, and 2-inch PE CTS service lines shall be installed for 1.5- and 2-inch meters. Sizing for all other service lines (multifamily, commercial, industrial, or irrigation) shall be as shown on the plans and approved by the City Engineer and Water Manager. Water service connections shall be installed in accordance with City Standard Drawing Nos. G-2, G-3, or G-4.

VII-3. CONSTRUCTION STANDARDS
At the time of construction, all work shall be according to current standards.

A. Connection to Existing Mains
The City Water Division shall be provided a minimum of 72 hours’ notice before a connection is made to any existing main. Notification shall include arrangement of a meeting at the site to discuss materials and operations associated with the connection.

The Water Division shall coordinate and perform all shutdowns of City water facilities.

Shutdowns may occur only when inconvenience to existing customers is minimized.

Connections shall be made only after complete and satisfactory preparation for such work has been made, in order that the shutdown may be as short as possible. The City Water Division will be responsible for all main valve operation.

Connections of fire lines and new water mains to existing water mains shall be accomplished by the installation of new tees and valves. Hot taps will occur only in circumstances specially approved by the Water Division Manager.

In-line valves shall be placed prior to construction of the new connection where existing in-line valves do not meet the design standards in Section VII-I; where the installation of in-line values will significantly reduce the number of customers affected by interruption of service or where existing critical connections would otherwise be affected including schools or buildings with a high number of tenants.

B. Excavation for Water Lines
The minimum trench width shall be the nominal diameter of the pipe plus eighteen (18) inches and be ample to permit the proper installation of the pipe and appurtenances. (see City Standard Detail No. U-2)
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 and lighted.

Attachment 1

The Contractor shall comply with all applicable safety orders, rules, or recommendations of the occupational Safety and Health Administration (OSHA) and the Division of Industrial Safety of the Department of Industrial Relations of the State of California.

C. Laying of Pipe

1. The pipe shall be laid true to line, with no visible change in alignment at any joint, unless curved alignment is shown on the plans. Full-length pipe sections are to be used wherever possible. Minimum pup length shall be 3 feet.

2. PVC pressure pipe (C900) may accommodate longitudinal bending with the following limitations: (1) The constructor shall block or brace pipe joints to ensure that bending of PVC pressure pipe does not result in axial deflection in the gasketed or mechanical joints. (2) The longitudinal bending in the PVC pipe barrel shall not result in a bending radius less than the minimum limits established in the Table below. (3) The bending of PVC pipe barrels larger than 12-inch nominal diameter is not permitted.

Minimum Allowable Bending Radius for PVC Pressure Pipe
Nominal Size (Inches) Minimum Allowable Bending
Radius (Feet)
4 250
6 360
8 470
10 580

3. Deflection at fittings and couplings that allow angular joint offset may also be used to achieve gradual alignment changes. If permitted by the pipe/fitting manufacturer, the maximum allowable deflection at any joint shall not exceed 80% of the manufacturer's recommendation for the type of pipe and joint being used.

4. Place the specified thickness of pipe base material over the full width of trench.

Grade the top of the pipe base ahead of the pipelaying to provide firm, continuous, uniform support along the full length of pipe, and compact to the relative compaction specified herein. Before laying each section of the pipe, check the grade and correct any irregularities.

5. After pipe has been bedded, place pipe zone material simultaneously on both sides of the pipe, in maximum 8-inch lifts, keeping the level of backfill the same on each side. Carefully place the material around the pipe so that the pipe Attachment 1

barrel is completely supported and no voids or uncompacted areas are left beneath the pipe. Use particular care in placing material on the underside of the pipe to prevent lateral movement during subsequent backfilling.

6. Thrust and Anchor Blocks shall be placed in accordance with City Standard Details No. G-7.1 and G-7.2 at bends of 111
4 , 221
2 , 45 or 90 degrees; at the end
of plugged mains; behind each tee and cross and at the back of fire hydrants.

The thrust block shall extend from the fitting to undisturbed soil, shall be kept clear of the joints, and shall be of such bearing area as to assure adequate resistance to the water pressure force to be encountered.

7. Compact each lift to the relative compaction specified per City Standard Detail No. U-2.

8. Each section of pipe and each fitting shall be thoroughly cleaned before it is installed. All pipe, fittings, valves, etc., shall be carefully lowered into the trench by suitable tools or equipment, in such manner as to prevent damage to the pipe, lining, coating, fitting or other appurtenances. Under no circumstances shall pipe or accessories be dropped into the trench.

9. Push the backfill material carefully onto the backfill previously placed in the pipe zone. Do not permit free-fall of the material until at least 2 feet of cover is provided over the top of the pipe.

10. Do not operate heavy equipment or a sheepsfoot wheel mounted on a backhoe over the pipe until at least 2 feet of compacted fill has been placed over the pipe.

11. Keep the trench dry until the pipelaying and jointing are complete

12. Whenever pipe placement is discontinued for short periods, or when work is stopped at the end of the day, the open ends of all mains shall be closed with water-tight plugs or bulkheads. The plug or bulkhead shall not be removed unless or until the trench is dry.

13. Valves shall be set plumb, supported on a concrete base and properly fitted to the adjacent sections of the main. A valve box shall be installed over each valve per City Standard Detail No. G-6
D. Trench Backfill
All the requirements for backfilling of sewer line trenches set forth in Section VI3E shall apply to backfill of water main trenches.

VII-4. TESTING
Final cleaning and testing of water lines shall take place after all construction work is Attachment 1

completed, with the exception of final paving. Cleaning and testing shall be performed in the presence of the Water Department.

A. Flushing and Disinfecting
The system shall be thoroughly flushed out and disinfected in accordance with AWWA Standards and/or the requirements of the County Health Department prior to pressure testing.

B. Testing
Each section of the pipe shall be tested in accordance with following procedures. The pipe shall be slowly filled with water, and all air shall be expelled from the pipe. The release of the air can be accomplished by opening hydrants and service line cocks at the high points of the system and the blow-offs at all dead-end. After the system has been filled with water and all air expelled, all the valves controlling the section to be tested shall be closed, and the line be allowed to set for a period of not less than 24 hours. All line filling and valve operation shall be done by the City Water Division.

The pipe shall then be refilled, if necessary, and subjected to a pressure of not less than 200 PSI or 50 PSI over the pipe class being installed, whichever is greater, for a period of not less than two hours. Test pressure must be maintained to within 5 psi without the use of makeup water.

Any leaks, cracks or defective pipe, fittings, valves, hydrants or other appurtenances discovered during the test shall be removed and replaced with sound material, and the test repeated until the system is proved satisfactory.

C. Replacement of Road Surfaces
Paving shall not proceed until all testing, flushing and disinfecting have been performed to the satisfaction of the City Engineer.

Attachment 1

SHELF
SHELF

SLOPE SHELVES

TO DRAIN
PLAN VIEW - MANHOLE ALIGNMENT 6" VARIES

SECTION A-A
48" 6"
60" MIN. 30" TYP. PRECASET MH BASE

MANHOLE

STRUCTURE

KORBAND OR APPROVED

EQUAL WATER STOP
SEWER
MAIN

PIPE CLAMP

FLEXIBLE

CONNECTOR
PIPE JOINS @ MANHOLE
DETAIL

JOINTS TO BE SET IN A WATERTIGHT

SEALANT

SEE DETAIL
ABOVE
FLOW
NOTES:

1. MANHOLES SHALL BE WATERTIGHT.

2. BROKEN OR CHIPPED RINGS AND CONES SHALL NOT BE
USED.

3. FOR SEWER MAINS 12" DIAMETER AND LARGER,
MANHOLE MUST BE 60" DIAMETER.

4. PRECAST REINFORCED MANHOLE BASES WITH INFLOW

AND OUTFLOW COUPLINGS SHALL BE CAST IN AT

ENGINEERED INVERT ANGLE AND SLOPE ELEVATIONS AT A

0.10 MIN. GRADIENT. USE 0.20 MIN. GRADIENT FOR 90
DEGREE CONNECTIONS.

5. INLET AND OUTLET PIPES MUST MATCH GRADES AT
SOFFITS.

6. CAST IN PLACE MANHOLE BASE SHALL BE INSTALLED ON
UNDISTURBED SUBGRADE. WHERE SUBGRADE IS
UNSTABLE CAST AGAINST 6" MIN. COMPACTED
AGGREGATE BASE. SOILS ENGINEER TO CERTIFY
AGGREGATE BASE COMPETENCY.

7. PRE-CAST MANHOLE BASE SHALL BE INSTALLED ON 6"
OF 3
4" ROCK WRAPPED IN FILTER FABRIC (MIRAFI 140 OR
APPROVED EQUAL).

REINFORCED CONCRETE PIPE

ASTM STANDARD FOR CLASS II

WALLS SHALL CONFORM TO

PRECAST CONCRETE MANHOLE
3" OR 6" RISER RING
CONCRETE COLLAR-CLASS "A"
A.C. PAVEMENT
6 SACK 3000 PSI

SEE DETAILS FOR COVER

AND MANHOLE FRAME
PER STD. DWG F-3
SHELF
12" 24" OR
24"
18"
MAX 32"

STAINLESS

CITY OF PASO ROBLES

ENGINEERING DIVISION
DRAWN BY: DESIGNED BY:

REVISIONS

DATE BY
DWG-NO. STANDARD SEWER

MANHOLE WITH
PRECAST BASE F-1
KF DA
Attachment 1

90° BEND
DROP TEE, PIPE & 90° BEND
ASTM 3034 SDR 35 PVC FOR

WATERTIGHT SEALANT

JOINTS TO BE SET IN A
WYE

REINFORCED CONCRETE PIPE

ASTM STANDARD FOR CLASS II

WALLS SHALL CONFORM TO

PRECAST CONCRETE MANHOLE
3" OR 6" RISER RING
CONCRETE COLLAR-CLASS "A"
A.C. PAVEMENT
45° BEND SEE NOTE No. 1 18"
POURED IN PLACE CLASS "A"
CONCRETE 6-SACK 3000 PSI
SEE DWG. F-1 FOR PIPE

JOINT AT MANHOLE
6 SACK 3000 PSI
FLOW
FLOW
SHELF

SLOPE SHELVES

TO DRAIN PLAN VIEW
12" 6" VARIES 24" OR
24"

SECTION A-A
6" 48"
60" MIN. 30" TYP.
18"

SEE DETAILS FOR COVER

AND MANHOLE FRAME PRECASET MH BASE
PER STD. DWG F-3
MAX 32"
NOTES:

1. A DROP MANHOLE MAY BE CONSTRUCTED

WHEN THE VERTICAL DISTANCE BETWEEN
INCOMING AND DISCHARGE LINES EXEEDS 24"

2. MANHOLES SHALL BE WATERTIGHT

3. FOR SEWER MAINS 12" DIAMETER OR
LARGER, MANHOLE MUST BE 60"

4. BROKEN OR CHIPPED RINGS AND CONES

SHALL NOT BE USED

5. SEE DRAWING F-1 FOR ADDITIONAL

INSTALLATION NOTES SHELF SHELF
3"

CUT HALF PIPE FOR CLEANING

MANHOLE ALIGNMENT

CITY OF PASO ROBLES

ENGINEERING DIVISION
DRAWN BY: DESIGNED BY:

REVISIONS

DATE BY
DWG-NO.

KF DA
F-2 DROP MANHOLE
Attachment 1

PROPERTY LINE

X-SECTION

PLAN VIEW

SEWER MAIN
1/8 BEND (45°)
WYE 48" MIN.CURB & GUTTER
"S"
12"
VARIES
VARIES
SEAL

STOPPER &

WATERPROOF

SIDEWALK

BACK OF SIDEWALK

BACK OF CURB
S

SEWER MAIN
4" MIN. DIA.
1/8 BEND (45°)

GUTTER FLOW LINE

GUTTER LIP
2% MIN.

PVC SDR 35
SLOPE 1/4"

PER FOOT FLOW
10° ABOVE SPRINGLINE
NOTES:

1. "S" SHALL BE MARKED ON CURB FACE OVER LATERAL

2. "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 10' HORIZONTAL SEPARATION FROM WATER SERVICE AND 18" VERTICAL SEPARATION UNDER WATER MAINS AT PERPENDICULAR CROSSINGS. DO NOT PROCEED WITH INSTALLATION AND NOTIFY CITY INSPECTOR IF HORIZONTAL AND VERTICAL SEPARATION CAN NOT BE MAINTAINED.

5. SEWER LATERALS SHALL NOT BE LOCATED IN DRIVEWAYS

INSTALL WATERTIGHT

SEAL IF NOT CONNECTED

TO BUILDING SEWER

MATERIAL

SEWER MAIN
CLAY
PVC

CONNECTION

REQUIRED

PVC GASKETED WYE WITH

PVC GASKETED WYE FITTING

PROPERTY LINE

WHEN TYING TO EXISTING SEWER MAINS CONTRACTOR SHALL

CONTACT THE WASTEWATER DIVISION PRIOR TO BEGINNING

WORK TO DETERMINE THE SEWER MAIN SIZE AND EXISTING

MATERIAL CLEANOUT
WYE

SEWER LATERAL
(RESIDENTIAL)
6" MIN. DIA.
(COMMERCIAL)
3' OF #4 REBAR

FOR FUTURE

LOCATION

MAX-ADAPTOR COUPLERS

CITY OF PASO ROBLES

ENGINEERING DIVISION
DRAWN BY: DESIGNED BY:

REVISIONS

DATE BY
DWG-NO.

SEWER LATERAL
LOCATION F-5
KF DA
Attachment 1

24" MIN.
12" MIN.

SAND COVER

INSTALL WITH CORP STOP NUT ON SIDE

SPRINGLINE
4" MIN.

CLASS II AGG.
6" MIN.
3/4" METER = 7"
1" METER = 8"
1 2
8 3
4 5
6 UNDISTURBED NATIVE
SOIL OR BASE MIN. 90%
REL. COMPACTION 30"

ABOVE SPRINGLINE
BASE

SAND BASE
NOTES:

1. FOR C900 OR AC: BRONZE OR EPOXY-COATED SADDLE, STAINLESS STEEL FOUR-BOLT STRAP DESIGN. ROMAC 202BS, FORD 202BS, OR APPROVED EQUAL.

FOR DUCTILE OR CAST IRON: BRONZE OR EPOXY COATED SADDLE, FOUR-BOLT STRAP DESIGN. ROMAC 202BS, FORD 202BS, F202, JONES 979, OR APPROVED EQUAL.

2. CORPORATION STOP: 1" CORPORATION STOP, STRAIGHT COUPLING. MUELLER H-15050 OR FORD F-1000 OR JONES J-3401

3. SERVICE RISER: MIN. SERVICE TO METER IS 1" POLYETHYLENE (P.E.) COPPER TUBING SIZE.

4. ANGLE STOP VALVE: SHALL BE LOCKABLE IN OFF POSITION. 3/4" METER - 1"x3/4" FORD No. KV43-342W OR JONES J4201 OR EQUAL. 1" METER - 1" FORD No. KV43-444W OR JONES 1963W OR APPROVED EQUAL

5. CUSTOMER SERVICE VALVE: INSTALL ON CUSTOMER SIDE.
3/4" - FORD BM - 13-242 OR JONES J1908, SIZE 3/4"x1" 1.P. 1" - FORD BM - 13-444 OR JONES J1908

6. METER BOX: CONCRETE REINFORCED BOX 3/4" AND 1" METER BROOKS No. 38H OR CHRISTY B-16G OR APPROVED EQUAL.

7. NICOR READ-RITE TRAFFIC RATED POLYMER METER BOX LID, THREADED FOR FOR UNDER-LID MOUNTING, GRAY, MARKED "WATER" PER CITY REQUIREMENTS.

8. LOCATOR WIRE: USE 12 GAUGE COPPER WIRE INSULATED FOR ALL SERVICE ASSEMBLIES. TIE TO LOCATOR WIRE ON MAIN LINE FROM ANGLE STOP VALVE.

FINISHED SURFACE 7

CITY OF PASO ROBLES

ENGINEERING DIVISION
DRAWN BY: DESIGNED BY:

REVISIONS

DATE BY
DWG-NO.

KF DA
G-2
1" WATER SERVICE

ASSEMBLY
Attachment 1

24" MIN.
12" MIN.

SAND COVER

INSTALL WITH CORP STOP NUT ON SIDE

SPRINGLINE
4" MIN.

CLASS II AGG.
6" MIN.

NIPPLE
6 5
7 4
2 3
1 2" BRASS ELBOW
WITH PACK JOINT 30"

ABOVE SPRINGLINE
BASE

SAND BASE
NOTES:

1. METER BOX: CONCRETE REINFORCED BOX & COVER 2" - BROOKS NO. 66H OR CHRISTY B36G WITH NICOR READ-RITE TRAFFIC RATED POLYMER METER BOX LID, THREADED FOR UNDER LID MOUNTING, GRAY, MARKED "WATER" PER CITY REQUIREMENTS

2. ANGLE STOP VALVE: SHALL BE LOCKABLE IN OFF POSITION & SHALL ACCEPT 1-1/2" & 2" METERS AS LISTED OR APPROVED EQUAL

3. CUSTOMER SERVICE VALVE: INSTALL ON CUSTOMER SIDE, AS LISTED OR APPROVED EQUAL 1-1/2" - FORD BF - 13676W OR JONES J-1913W
2" - FORD BF - 13777W OR JONES J-1913W

4. SERVICE RISER: MINIMUM SERVICE TO METER IS 2" POLYETHYLENE (P.E.) TUBING, COPPER TUBING SIZE (CT)

5. CORPORATION STOP: 2" CORPORATION STOP, STRAIGHT COUPLING AS LISTED OR APPROVED EQUAL FB400 OR J1944

6. FOR C900 OR AC: BRONZE OR EPOXY-COATED SADDLE, STAINLESS STEEL FOUR-BOLT STRAP DESIGN. ROMAC 202BS, FORD 202BS, OR APPROVED EQUAL.

FOR DUCTILE OR CAST IRON: BRONZE OR EPOXY COATED SADDLE, FOUR-BOLT STRAP DESIGN. ROMAC 202BS, FORD 202BS, F202, JONES 979, OR APPROVED EQUAL.

7. LOCATOR WIRE: USE 12 GAUGE COPPER INSULATED WIRE IN COLOR PURPLE FOR ALL SERVICE ASSEMBLIES. TIE TO LOCATOR

WIRE ON MAIN LINE FROM ANGLE STOP VALVE

8. PIPE & FITTINGS:

PIPE - 2" POLYETHYLENE TUBING, COPPER TUBE SIZE
FITTING - BRASS PACK JOINT: 90 DEGREE ELBOW J-2611 & BRASS 45 DEGREE I.P. & J2605, OR APPROVED EQUAL

9. CLEARANCE FOR 1.5" METERS = 13"
CLEARANCE FOR 2" METERS = 17"

FINISHED SURFACE
9 8

CITY OF PASO ROBLES

ENGINEERING DIVISION
DRAWN BY: DESIGNED BY:

REVISIONS

DATE BY
DWG-NO.
2" WATER SERVICE
ASSEMBLY G-3
KF DA
Attachment 1

GRAVEL (TYPICAL)
24" MINIMUM
12" MINIMUM
VALVES

FOR OPERATION OF

ADEQUATE CLEARANCE

WATER METER
CURB
FLOW

PLAN VIEW

CLEARANCE
12" MINIMUM

ADEQUATE DRAIN REQUIRED

ABOVE GROUND
FLOW
CURB
10' MAX

WATER METER
10' MAX

ALL GALVANIZED PIPE & FITTINGS

BACKFLOW PROTECTION SHALL BE RP DEVICES AND SHALL BE INSTALLED ON ALL LANDSCAPE, COMMERCIAL, INDUSTRIAL AND MULTI-STORIED SERVICES OR AS REQUIRED BY THE UTILITIES DEPARTMENT.

DEVICES MUST COMPLY WITH THE LATEST USC STANDARDS.

SERVICE

ASSEMBLY PER STD
DWGS G-2 & G-3

SERVICE

ASSEMBLY PER STD
DWGS G-2 & G-3

CITY OF PASO ROBLES

ENGINEERING DIVISION
DRAWN BY: DESIGNED BY:

REVISIONS

DATE BY
DWG-NO.

RP DEVICE
INSTALLATION G-12
KF DA
Attachment 1

3:1 SLOPE
METER

GATE VALVE OPERATORS

WALLS RECESSED FOR VAULT

LID TO FIT FLUSH WITH TOP
6"
8"
VARIES 12" MIN.

INSTALL CHRISTY G5

BOX WITH NICOR LID

ADJACENT TO METER

VAULT BOX ON

CUSTOMER SIDE OF THE
METER
18" MIN
A A

PLAN VIEW

SECTION A-A
12"x12"x12" DEEP GRAVEL SUMP

CORE DRILL & LINK SEAL
2" IP X CC CORP. &

SADDLE (DO NOT
TAP)

REDUCER
(IF NEEDED) GATE VALVE METER

REDUCER

GATE VALVE (IF NEEDED)
2" IP X CC CORP. &

SADDLE (DO NOT
TAP)

VAULT SHALL BE
ENGINEERED CLASS "B"
REINFORCED 6 SACK

CONCRETE OR PRE-FAB
WITH 12"x12"x12" SUMP

DUCTILE IRON PIPE

RESTRAINED FROM

MAIN TO DOUBLE
CHECK
NOTES:

A. ALL PIPING AND APPURTENANCES MUST BE DUCTILE IRON AND RESTRAINED FROM MAIN TO DOUBLE CHECK. PIPING WITHIN VAULT SHALL BE FLANGED.

B. IF PRE-FAB VAULTS ARE USED, WALLS MAY BE 4" INSTEAD OF 6" THICK.

C. SEE STANDARD DRAWING G-15 FOR VAULT LID DETAILS.

D. REDUCE 4" FEED LINE AT METER FOR <4" PIPE (I.E. 3" METERS).

E. INSTALL WITH READER LID OVER METER DISPLAY.

F. CHRISTY G5 BOX WITH NICOR LID THREADED UNDERNEATH FOR BADGER ORION. CORE CONDUIT THROUGH METER BOX VAULT FOR RADIO CABLE.

G. WHEN THE FIELD CONDITIONS PREVENT G-5 INSTALLATION ON CUSTOMER SIDE, INSTALL AT ALTERNATE LOCATION SHOWN.

H. INSIDE BOX DIMENSION MUST ACCOMMODATE CLEARANCES SHOWN AND PIPING AND APPURTENANCES. 12"x12"x12" DEEP GRAVEL SUMP

CITY OF PASO ROBLES

ENGINEERING DIVISION
DRAWN BY: DESIGNED BY:

REVISIONS

DATE BY
DWG-NO. METER BOX DETAILS

FOR METERS LARGER
THAN 2" G-14
RF DA
SEE NOTE G.
1" CONDUIT SEAL

ON BOTH SIDES
6" CLEARANCE
12" MIN. 12" MIN.
18" MIN.
18" MIN.

SEE NOTE H.

VARRIES
SEE NOTE C.

FLOW
Attachment 1

3:1 SLOPE
METER

GATE VALVE OPERATORS

WALLS RECESSED FOR VAULT

LID TO FIT FLUSH WITH TOP
6"
8"
12"
VARIES
VARIES
INSTALL CHRISTY G5

BOX WITH NICOR LID

ADJACENT TO METER

VAULT BOX ON

CUSTOMER SIDE OF

THE METER
18" MIN
18" MIN
A A

PLAN VIEW

SECTION A-A
12"x12"x12" DEEP GRAVEL SLUMP

CORE DRILL & LINK SEAL
2" IP X CC CORP. &

SADDLE (DO NOT TAP)

REDUCER (IF

NEEDED) GATE VALVE METER

REDUCER (IF

GATE VALVE NEEDED)
2" IP X CC CORP. &

SADDLE (DO NOT TAP)

VAULT SHALL BE
ENGINEERED CLASS "B"
REINFORCED 6 SACK

CONCRETE OR PRE-FAB
WITH 12"x12"x12" SUMP

DUCTILE IRON PIPE

RESTRAINED FROM

MAIN TO DOUBLE
CHECK
NOTES:

A. ALL PIPING AND APPURTENANCES MUST BE DUCTILE IRON AND RESTRAINED FROM MAIN TO DOUBLE CHECK. PIPING WITHIN VAULT SHALL BE FLANGED.

B. IF PRE-FAB VAULTS ARE USED, WALLS MAY BE 4" INSTEAD OF 6" THICK.

C. SEE STANDARD DRAWING G-15 FOR VAULT LID DETAILS.

D. REDUCE 4" FEED LINE AT METER FOR <4" PIPE (I.E. 3" METERS).

E. INSTALL WITH READER LID OVER METER DISPLAY.

F. CHRISTY G5 BOX WITH NICOR LID THREADED UNDERNEATH FOR BADGER ORION. CORE CONDUIT THROUGH METER BOX VAULT FOR RADIO CABLE.

G. WHEN THE FIELD CONDITIONS PREVENT G-5 INSTALLATION ON CUSTOMER SIDE, INSTALL AT ALTERNATE LOCATION SHOWN.
12"x12"x12" DEEP GRAVEL SLUMP

CITY OF PASO ROBLES

ENGINEERING DIVISION
DRAWN BY: DESIGNED BY:

REVISIONS

DATE BY
DWG-NO. METER BOX DETAILS

FOR METERS LARGER
THAN 2" G-14
RF DA
SEE NOTE G.
6" CLEARANCE
1" CONDUIT SEAL

ON BOTH SIDES
6" CLEARANCE
Attachment 1

10' MAX. 12"MIN
1 2
2 1

EXPANSION
WRAP

FLOW FLOW
THRUST BLOCK PER G-7.2

OR RESTRAINED LENGTH
8"

WHEEL TYPE OPERATOR
BYPASS ASSEMBLY 18"MAX

RESTRAINED
D.I.P. CL 350
8 GATE VALVE
8 7
36" MIN

FROM MAIN
NOTES:

1. DOUBLE CHECK VALVE ASSEMBLY WITH O.S. & Y. VALVES, WILKINS MODEL 350A0SY, OR APPROVED EQUAL

2. BYPASS METER WITH FEBCO 805, WILKINS DCDA 2-1/2" TO 6", OR 950DA 2-1/2" TO 10" DOUBLE CHECK VALVE ASSEMBLY OR APPROVED EQUAL.

3. EXPOSED PIPING TO BE INSULATED

4. ALL FLANGED FITTINGS WHICH ARE BURIED SHALL HAVE PLASTIC WRAP, 30 MIL

5. ALL FIRE LINE CONNECTIONS ARE REQUIRED TO HAVE A DETECTOR CHECK ASSEMBLY FOR A BACKFLOW DEVICE

6. ALL THREE SIDES MUST BE LANDSCAPED AND SCREENED. A "WEATHERGUARD BLANKET" OR "LOKBOX" OR APPROVED EQUAL SHALL BE USED IN LIEU OF LANDSCAPING.

7. PROVIDE WEATHER-PROOF, 20 AMP, 120 V RECEPTACLE WITHIN 5 FEET OF BACKFLOW DEVICE AS REQ'D BY 17.04.010 SECTION 312.6 OF THE PASO ROBLES PLUMBING CODE

8. OS&Y VALVE SUPERVISORY SWITCH, POTTER MODEL OSYSU-2, OR EQUAL, MOUNTED ON BOTH VALVES & WIRED TO

APPROVED CENTRAL, PROPRIETARY, OR REMOTE STATION

9. AN UNDERGROUND FIRE LINE PERMIT FOR THE PIPING FROM THE BACKFLOW DEVICE MUST BE OBTAINED FROM THE FIRE DEPT.

ON CITY SIDE 9

OF FIRE SERVICE

CITY OF PASO ROBLES

ENGINEERING DIVISION
DRAWN BY: DESIGNED BY:

REVISIONS

DATE BY
DWG-NO.

FIRE LINE SERVICE
INSTALLATION G-16
KF DA
Attachment 1

SCREENED SAND COMPACTED TO
90% R.C.

SECOND SAWCUT

OR GRINDING LIMIT
(AFTER TRENCH BACKFILL)
6" PIPE BEDDING 12" MIN. 12" MIN.

SAWCUT OR GRIND
& TACK EXIST.

PAVEMENT W/ SS-1H

METALLIC WARNING TAPE
36"
LOCATOR WIRE (SEE NOTE 4)
36"

BACKFILL COMPACTED TO
90% R.C. IN 8" MAX. UNCOMPACTED
LIFTS

CLASS II BASE COMPACTED TO
95% R.C. IN 8" MAX. UNCOMPACTED
LIFTS
EX. HMA & BASE

HOT MIX ASPHALT (HMA)
REPLACE 1" THICKER THAN EXISTING
PAVING AT 93% COMPACTION WHEN
EXISTING PAVING IS LESS THAN 6"
(MIN 3", MAX 6")
NOTES:

1. AN ENCROACHMENT PERMIT IS REQUIRED. NOTIFY PERMIT INSPECTOR 2 DAYS PRIOR TO STARTING WORK AND FOR EACH PHASE OF CONSTRUCTION. COMPACTION TESTING IS THE RESPONSIBILITY OF THE CONTRACTOR UNLESS OTHERWISE DIRECTED BY THE CITY ENGINEER.

2. PLACE AND COMPACT SAND BEDDING MATERIAL PRIOR TO THE PLACEMENT OF PIPE IN ALL TRENCHES. FOR WET/UNSUITABLE MATERIAL AT TRENCH BOTTOM, PLACE 6" LIFT OF ROCK FOLLOWED BY FABRIC AND THEN 3" SAND PIPE BEDDING.

3. BACKFILL TRENCH TO THE SPRING LINE OF THE PIPE & COMPACT TO 90% PRIOR TO COMPLETING INITIAL BACKFILL. NO ROCKS OR OLD PAVEMENT MAY BE DEPOSITED WITH BACKFILL. "JETTING" OF BACKFILL MATERIAL IS NOT PERMITTED.

4. TAPE NO. 12 AWG (INSULATED COPPER) LOCATOR WIRE TO TOP OF ALL WATER MAINS AND SERVICES AND SEWER FORCE MAINS.

5. RELATIVE COMPACTION OF BACKFILL AND BASE MATERIALS MAY BE TESTED BY AASHTO METHOD T-180, ASTM D-1557, OR TEST METHOD CALIF. 231 (NUCLEAR GAUGE). MINIMUM OF 1 (ONE) TEST PER PATCH AT VARYING DEPTHS AND TOP OF ROCK. FOR TRENCHES 100' OR LONGER, MINIMUM OF 1 (ONE) TEST PER 100' FEET. RESULTS REQUIRED PRIOR TO PERMANENT PAVING.

6. SEE STANDARD DRAWING NO. U-2A FOR TEMPORARY TRENCH REPAIR.

7. PRIOR TO PLACEMENT OF PERMANENT PAVING, SAW CUT OR GRIND EXISTING PAVEMENT OUTSIDE THE LIMITS OF CONTRACTOR-DISTURBED PAVEMENT TO A NEAT STRAIGHT LINE PARALLEL TO TRENCH. REMOVE AND REPLACE PAVEMENT CRACKED DUE TO WORK ADJACENT TO THE TRENCH.

8. LONGITUDINAL JOINTS ARE NOT PERMITTED IN BIKE LANES OR WHEEL PATHS. EXTEND PATCH TO LIP OF GUTTER OR EDGE OF DRIVE LANE. THICKNESS OF PATCH EXTENSION MUST BE 2" MINIMUM.

9. HMA SHALL BE 1
2" HMA TYPE A (PG 64-10) COMPACTED TO MINIMUM 93% RC, PLACED IN 3" MAXIMUM LIFTS. REPLACE 1" THICKER THAN EXISTING ASPHALT SECTION WHEN EXISTING IS LESS THAN 6" THICK (MINIMUM 3", MAXIMUM 6" NEW SECTION).

A MINIMUM OF ONE (1) DENSITY TEST PER LIFT, PER PATCH IS REQUIRED PER AASHTO T-209 (RICE DENSITY). FOR TRENCHES 100' OR LONGER, ONE (1) TEST PER LIFT PER 100' MINIMUM IS REQUIRED.

10. TRENCH PLATE PLACEMENT MUST COMPLY WITH PLATE MANUFACTURERS TABULATED DATA.

THICKNESS
OF EXIST.

PAVEMENT
PIPE O.D.

PIPE O.D.
+ 18"

MIN WIDTH

CITY OF PASO ROBLES

ENGINEERING DIVISION
DRAWN BY: DESIGNED BY:

REVISIONS

DATE BY
DWG-NO.

KF DA
U-2

PIPE IN TRENCH

BACKFILL & PAVEMENT

REPLACEMENT
Attachment 1

STANDARD SPECIFICATION AND DETAILS AND SPECIFICATIONS

CITY OF EL PASO DE ROBLES

SECTION I

GENERAL REQUIREMENTS
I-1. PURPOSE
The purpose of these Standard Details and Specifications is to provide minimum standards for the design, materialsmaterials, and methods of construction for public improvements including streets, storm drains, sanitary sewers, water, subdivision grading, stormwater and domestic recycled water supply facilities within the City of Paso Robles. ; wAdherence to these Standards and Specifications is required whenhere any portion of such improvement is to be offered to the City for operation and maintenance.

In many cases prudent design may indicate exceeding these minimum requirements. Any items which are not included in these Standards or Specifications shall be constructed in accordance with the latest edition of Caltrans Standard Specifications, the American Public Works Association Green Book or as approved by the City Engineer.

These standards are not intended to be a substitute for engineering knowledge, experience, or judgment. It is incumbent on the users of these standards to exercise good judgment and, where needed, seek guidance from an appropriate professional. Where deviation from these standards is prudent, the user shall follow the Design Exception process outlined in Section II-2XX.

Public improvements are those which will be accepted for use and operation of the public and for maintenance by the City of El Paso de Robles, any City-maintained Special District, any independent Special District which does not have its own requirements in these areas, or for any subdivision or land use permit where the improvement is determined to be of sufficient public benefit that compliance with these standards is required by the conditions of approval.

Final authority for City approval of improvement plans, or acceptance of constructed improvements, rests with the City Engineer or theirthe City Engineer’s designee.

I-2. DEFINITIONS
A. Definitions. The intent and meaning of the terms that are used in these Standard Details and Specifications shall be as defined in Section 1 of the State Standard Specifications except as specifically noted below.

1. Record Drawing – A record of “as-built” construction compiled by a Civil Engineer based on observations and best available information provided by others.

Attachment 1

2. 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, to the City of Paso Robles for approval.

3. 3. 3. Contractor - Shall mean any person or persons, firm, partnership, corporationcorporation, or combination thereof who has entered into a contract

4. for the construction of any public improvement within the City of Paso Robles.

5. Developer - Shall mean the owner of the contract being performed or his or her representative.

6. Department - The City of Paso Robles acting by and through its Department of Public Works, Utilities, Community Development, including the City Engineer and the Directors and their duly authorized representatives, either employed by or contracting with the Department, acting within the scope of the particular duties so delegated to him/her.

7. Laboratory - 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 Department.

8. State - When the State Specifications are applicable, the word “State” as used in the State Specifications shall mean the State of California and or its incorporated political subdivision, the City of El Paso de Robles.

9. Engineer - (1) Where the duties described indicate the acceptance or approval of the project or the plans therefore, or any other duties and functions of the Department or Director as described in these Public Improvement Standards, Engineer shall mean the City Engineer, acting directly or through their duly authorized representatives, either employed by or contracting with the Department, acting within the scope of the particular duties as delegated. (2) Where the duties described indicate the functions and responsibilities for the preparations of theof the project plans for the project and the other duties assigned to the Project Engineer in these Public Improvement Standards for the construction, inspection, and certification of the project, Engineer shall mean the Project Engineer as defined as “Consultant” above. (3) Where the duties described indicate authorization of payment for the construction of the improvements for the project, Engineer shall mean as follows: (a) for Counityfunded projects it shall mean the City of Paso Robles acting as ting through the lead agency for the project; (b) for all other projects it shall mean the Developer as defined above – the County of San Luis ObispoCity of Paso Robles shall be a third party and the agreement between the Developer and the Contractor shall control.

B. Definitions in these Public Improvement Standards

1. City – The City of El Paso de Robles, California
A.

Attachment 1

2. Encroachment Permit - Authorization by the City to conduct work, reconstruct or place improvement in established City rights-of-way. No work or improvement shall be conducted outside the limits of the permit. Encroachment permits are required pursuant to Chapter 11.12.060 of the City of Paso Robles Code and Chapter 5.5 (commencing with Section 1450) of Division 2 of the California Streets and Highways Code.

3. Engineer of Work/Engineer of Record/Project Engineer/Design Engineer - The engineer, legally authorized to practice Civil Engineering in the State of California, designated as being responsible in charge of civil engineering work as defined in the Professional Engineers Act (Business and Professions Code §6700-6799).

4. Public Improvement - Public improvements are those which will be accepted for operation and maintenance by the City, any City-operated Special District, any independent Special District which does not have its own requirements in these areas, or for any subdivision or land use permit where the improvement is determined to be of sufficient public benefit that compliance with these standards is required by the conditions of approval.

5. Public Improvement Standards - The Design Standards, Construction Specifications and Standard Construction Drawings, which comprise this volume, along with all other standard references, incorporated herein.

6. Right-of-Way - The full width of land owned (fee) or controlled (easement) by the City, upon which the traveled way is constructed, and which usually extends considerably beyond the edge of pavement (or traveled way) to the boundaries of the adjacent properties.

7. State Standard Specifications - The latest City adopted edition of the Standard Specifications, and associated Standard Plans, Special Notices, and Standard Special Provisions of the State of California, Department of Transportation (Caltrans).

8. ADA – Americans with Disabilitiesy Act.

I-3. APPLICABILITY OF THE STANDARD DETAILS AND SPECIFICATIONS The following are considered supplemental design standard details and specifications by the City and follow a hierarchy in which the City standard governs. Any items which are not included in these Standards or Specifications may be designed and constructed in accordance with the latest edition of American Public Works Association Green Book, Caltrans Standard Specifications and Drawings, or other Standard or Specification approved for use by the City Engineer. The latest City adopted version and amendments to each of the following documents are considered incorporated by reference into this document:

City of Paso Robles:
 Fire Department Standards and Codes
 Paso Robles Municipal Code
Attachment 1


 Stormwater Ordinances (including the Central Coast Water Board PostConstruction Stormwater Requirement, Resolution No. R3-2013-0032) 
 Bicycle & Pedestrian Master Plan
 Niblick Road Complete and Sustainable Streets Corridor Plan  Creston Road Complete and Sustainable Streets Corridor Plan  Low Impact Development Handbook(Stormwater Technical Guide)  City Adopted Speed Surveys
 City of Paso Robles ADA Transition Plan
 City of Paso Robles Drainage Studies
 Water Master Plan
 Wastewater Master Plan
 Recycled Water Master Plan
 Traffic Calming HandbookProgram
 General Plan TransportationCirculation Element
 Transportation Impact Analysis Guidelines
 Floodplain Management Ordinance
I-5 ENCROACHMENT PERMIT
Any contractor performing work under these standards and specifications is required to obtain a City business license and an Encroachment Permit for all work performed within the public right-of-way. The contractor shall possess a valid state contractor's license to perform such work. The contractor or his or her duly authorized representative and the City accepted plans must be available on the job site at any time work is in progress.Any contractor performing work under these standards and specifications is required to obtain a City business license and an Encroachment Permit for all work performed within the public right-of-way. The contractor shall possess a valid state contractor's license to perform such work. The contractor or his or her duly authorized representative must be available on the job site at any time work is in progress.

I-65 CONTRACTOR LICENSE, SUPERVISION, CITY BUSINESS LICENSE Any contractor performing work under these Standard Details and Specifications is required to possess a valid State of California Contracting License to perform such work and the experience necessary to complete such work. The Contractor or their duly authorized representative must be available on the job site during the time any work is in progress. If such is not the case the work may be stopped at the direction of the City Engineer.

Underground utility work on the City Water, Recycled Water and Wastewater System, shall only be performed by a Class A contractor dully licensed in the State of California.

Attachment 1

Any contractor performing work under these Standard Details and Specifications is required to possess a current City Business License.

I-76 OTHER REGULATORY OR PERMITTING AGENCIES
Regulatory permits and/or agreements may be required by other State and Federal agencies, including but not limited to the Central Coast Regional Water Quality Control Board, the California Department of Fish & Wildlife and the U.S. Army Corps of Engineers.

Approval of any improvement plans or construction activity by the City does not exempt the project owner from the requirement to comply with the regulations of any of these agencies. Prior to construction of public improvements, the Developer shall provide copies of all such permits to the Department upon demand, or document that such permits are not required.

Attachment 1

SECTION II

PREPARATION OF PLANS
II-1. GENERAL
Complete plans and specifications for all proposed public improvements that are not initiated by the City must conform to these Standard Details and Specification requirements contained in this document. streets, drainage facilities, sanitary sewers, water distribution systems and landscaping in public right-of-ways, Public Improvement Plans and Specifications shall be submitted to the City Engineer for approval. All plans and specifications must receive City approval prior to commencement of public improvement construction.

The City's approval of any plans and specifications does not constitute approval of any feature 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. The City Engineer may request revision to the plans or constructed improvements related to non-compliance with codes, regulations, errors, omissions, or other design or construction issues at any time.

II-2. DESIGN ALTERNATIVES AND EXCEPTIONS
Design alternatives will may be considered by the City Engineer where the proposed alternatealternative provides the same level of service, approximately the same estimated maintenance costs, and is not adverseadverse to public health, safetysafety, and welfare.

From time to time, unusual site conditions may warrant a deviation from these Public Improvement Standards. When such situations warrant a deviation, the Project Engineer may request a design exception but must otherwise design to the minimum standards contained herein. The Project Engineer must demonstrate that the proposed deviation adequately addresses public health and safety, long-term maintenance, environmental impacts, and orderly community development. Avoiding or reducing project costs is not normally an adequate reason for submitting a design exception. As these assessments require professional engineering judgment, all proposals for a design exception must be prepared by a registered professional engineer and be approved by the City Engineer and affected Department.

Requests for a design exception shall be proposed in writing by the Project Engineer in memo format. The Project Engineer must sign and seal the Design Exception Application to the City. The City will provide written response to design exception requests by either approving, conditionally approving, or denying the request. The City Engineer may request modifications to the design exception in order to approve any request. All request memos must address the following items as applicable:

Attachment 1

A. Minimum Required Information for Design Exceptions:

1. Proposed project and existing site condition.

2. Project conditions and or required design standard.

3. Reason for the design exception request.

4. Proposed alternative design.

5. Description of the maintenance associated with improvement, maintenance cost.

6. Verification that the improvement will not pose a risk to public health and safety and provides the same level of service.

7. How the proposed alternative will comply with the State of California Post Construction Stormwater Requirements (If applicable).

8. Project Engineer’s statement:
“I recommend this design exception, based on the justification in this memo, be approved by the City Engineer, or authorized designee, of the City of Paso Robles.”
(Include date, signature, and Engineer’s Stamp.)
PCR Alternative Compliance Guidelines
B. Geometric Control Criteria. Design exceptions to the following geometric control criteria shall be approved by the City Engineer or authorized designee:

1. Design speed

2. Cross slope

3. Lane and shoulder width

4. Superelevation

5. Horizontal and vertical alignment

6. Horizontal and vertical clearance

7. Stopping sight distance

8. Bridge width

9. Grades

10. Standards otherwise indicated to be approved by the Director including guardrail layout and materials, driveway sight distance, etc.

C. Other Requirements. Unless otherwise indicated, all other requests for a design exception shall be approved by the City Engineer and or the Utilities Director, or the Public Works Director as appropriate. The City Engineer may require City Council approval for design exceptions.

D. Emergency Substitutions. The City Engineer will consider requests for emergency substitutions involving materials that suddenly become unavailable, provided requests for such emergency substitutions, including all data to show substitutions Attachment 1

comply with specifications, are received at least fifteen calendar days before date of use. Long lead times prior to start of construction is not necessarily grounds for an emergency substitution.

II-3 AMERICANS WITH DISABILITY ACT REQUIREMENTS
The Americans with Disability Act (ADA) was signed into Federal law in 1990. ADA seeks to provide equal access to public facilities for all Americans regardless of age or physical ability. Following the Federal law, Title 24 of the California Building Standards Code has also been enacted to further promote equal access to public facilities. These laws have been revised from time to time at both the State and Federal level. Many of these revisions were devised to better address transportation facilities within the right-of-way.

Since the ADA requirements are contained within the Federal and State law, the users of these standards are also expected to fully comply with the law. The information included in these standards are provided to assist the user and to help ensure City facilities are also in compliance.

A. Design Requirements. The design and placement of ADA facilities within the public right-of-way including curb ramps and designated parking spaces shall conform to Caltrans Standard Plans and Standard Specifications.

B. Design Aids. The following are useful design aids for understanding and implementing ADA:

1. CalDAG (California Disabled Accessibility Guidebook)

2. ADAG (Americans with Disabilities Act Guidelines)

3. PROWAG (Pedestrian Right-of-Way Accessibility Guidelines) Design Exceptions. Design exceptions to ADA requirements for transportation facilities within the City maintained right-of-way shall be approved by the City Engineer. Federal regulations allow the use of other accessibility standards if they provide substantially equivalent or greater access as the minimum Federal accessibility standards. Similarly, the California Building Code allows the enforcing agency to make design judgments as to equivalent designs.

Requests for an ADA design exception shall be proposed in writing by the Project Engineer in a prescribed format (see Section II-2). The Project Engineer must sign and seal the Design Exception request and submit the application and all support documentation to the City Engineer. The City Engineer will provide written response to design exception requests by either approving, conditionally approving, or denying the request.

Attachment 1

II-43. TITLE SHEET AND PLAN PREPARTION
Plan Format, Sheet Size and Scale - Plans shall be submitted in PDF electronic format on bond paper. Sheets shall be 24 inches by 36 inches (24”" x 36") standard plan and profile. Desirable scales are 1" = 40' or 1” = 20 feet.

Stationing and Orientation - The stationing on plan and profile sheets shall be orientated from left to right. Insofar as practical, the plans shall be arranged so that the north arrow is either pointed toward the top or to the right edge of the sheet.

Title Sheet - A title sheet is required on all sets of improvement plans greater than four (4) sheets. The title sheet should include a key map of the entire project area; an index of sheets; the preparer’s company name, professional registration stamp and signature; project identification (tract, parcel map, planned development number); vicinity map; and the blocks for the necessary approval of the City Engineer, Public Works Stormwater, Public Works Parks, Utilities Water Division, Utilities Wastewater Division, and Recycled Water Division, Emergency Services, and public utilities serving the development or project. When public utilities will not sign plans, a letter will satisfy this requirement.

Notes - The title sheet of the plan set shall include the pertinent City notes. City notes can be downloaded at https://prcity.com/217/EngineeringStandardshttps://www.prcity.com/217/Engineering-Standards. The plans shall also include any special notes unique to the project design be shown on the relevant sheet of the plans.

Sheet Size and Scale - Plans shall be prepared on 4 MIL Mylar. Sheets shall be 24 inches by 36 inches (24”" x 36") standard plan and profile. Desirable scales are 1" = 40' or 1” = 20 feet.

Vertical and Horizontal Control - Vertical datum reference shall be based on NAVD ’88 using at least one permanent benchmark listed in the City of Paso Robles Benchmark System, or published by the National Geodetic Survey (NGS). A local temporary benchmark (TBM) should be established at the project site using the same basis of elevation as the permanent benchmark. Plans shall provide an accurate description and elevation of both permanent and temporary benchmarks referenced. Horizontal control shall be registered to the California State Plane – Zone 5 NAD 83 projected coordinate system as specified in Section II-11.

Basis of Bearings - The plans shall indicate the basis of bearings that will be utilized for construction of the improvements. The plans shall include a description of the points that form the basis of bearings, along with the appropriate reference information.

Right-Of-Way - Right-of-way lines, the boundaries of lots fronting on the right-of-way lines, and all easements shall be accurately drawn and dimensioned.

Attachment 1

Survey Monuments - Pursuant to Section 8771(b) of the California Business and Professions Code, existing survey monuments that control the location of subdivisions, tracts, boundaries, roads, streets or highways, or provide survey control, that are within or adjacent to the area of work, shall be located and referenced and a corner record or record of survey of the references shall be filed with the County Surveyor by or under the direction of a licensed land surveyor or registered civil engineer legally authorized to practice land surveying. This shall occur prior to the time when any streets, highways, other rights-of-way, or easements are improved, constructed, reconstructed, maintained, resurfaced or relocated. At the time improvement plans are submitted to the City for any construction work within the public right of way, the improvement plans shall show evidence that the property corner monuments (existing survey monuments both surface and sub-surface) or street centerline monuments that are within or adjacent to the area of work have been searched for by a licensed land surveyor, or by a civil engineer licensed to perform land surveying. These monument positions shall be identified on the plans by station and offset from the new centerline, or by state plane coordinates.

IMPORTANT NOTE: A listing of the monuments that can or will be disturbed must be listed and shown on the plans.

If any existing survey monument is disturbed in any way by the improvement work it shall be reset accordingly and a corner record or record of survey shall be filed with the County Surveyor, prior to the final acceptance of the work by the City.

Stationing and Orientation - The stationing on plan and profile sheets shall be orientated should read from left to right. When a previously designed project within or immediately adjacent to the new project is used as basis of design, plans should use the same stationing of the previous plan or provide an equation to said previous stationing. As practical, the plans should be arranged so that the north arrow is either pointed toward the top or to the right edge of the sheet. Lettering and dimensions should typically be read from the bottom or right margins.

Cross Sections - Cross sections shall be provided for all designs involving widening existing roads. The spacing of cross sections shall be based on the characteristics of the project, as determined necessary by the City Engineer.

Existing Features - 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: existing curbs, sidewalks, paving edges, utility structures, vaults, poles, underground utility lines, buildings, fences, trees, retaining walls and all other features on or adjacent to the project.

II-54. GRADING PLANS
Grading plans shall typically include the following:

Attachment 1

A. Project statistics table on the cover sheet including:

1. 24-hour contact phone number.

2. Cut and fill quantitiesquantities.

3. Area of disturbance.

4. Post Construction Stormwater TierPerformance Requirement.

5. State of California WDID number for projects disturbing more than one acre.

B. Existing Conditions. Existing topography including property boundaries, easements, paving edges, curbs, utility poles, vaults, and boxes, buildings, trees, and the boundaries of any 100-year floodplain. The topography shall extend onto surrounding properties, far enough to determine potential offsite impacts including oak trees..

A. Oak Trees. In accordance with the City’s oak tree ordinance, the exact location, trunk diameter (4 inches or larger), drip line and critical root zone of all Oak trees must be accurately identified.

C.

B.D. Cross Sections. Cross-sections between the property subject to development and adjoining properties.

Vertical Elevations.

C. PPad elevations, street elevations, typical lot grading sections and typical crosssections between subdivision lots..

E.

F. Quantities. Volumes of earthwork including cubic yards of cut, fill, over-excavation and backfill, export and import.

G. Supporting studies. Soils and or geological report.

D.H. Other Information:

1. 24 Hour emergency contact for the project.

2. Erosion and sediment control plan.

3. Show ADA and CBC compliance for all access to building entrances.

4. Borrow soil, stockpile, and fill locations for excess or negative soil balances.

5. Retaining wall location with top and bottom of wall callouts.

1.6. Project Conditions of Approval.

II-65. COMPOSITE UTILITY PLAN
A composite utility plan is required for all Tracts. Utility signatures shall be on the plan set cover page. Contact the City Engineer for direction on other larger projects. The When required by the City Engineer a composite utility plan must be prepared and signed by a representative of each utility company providing power, gas, phone, cable television and internet service. The plan shall show comprehensively all ofall the following utilities:
 Gas
 PGE
Attachment 1

 Phone
 Communications
 City Fiber Optic
 Cable
 noted above along with wWater and , sewer, recycled watersewer lines,  Lift Stations
 Booster Pump Stations, tanks, and wells
 Ffire hydrants,
 street lightsStreetlights
 , Uutility vaults
 , Ssplice boxes
 and Ppoints of service to each subdivision lot
Attachment 1

II-76. STREET IMPROVEMENT PLANS
Street improvement plans shall include the following:
 Design Speed, Design Volume, Traffic Index, Paving Section.  Dedicated rights-of-way, existing and proposed centerline profile, vertical curve data, and curb profiles where they vary from centerline information. Street dimensions and typical street cross sections including curb, gutter and sidewalk in relation to construction centerline.
 Plan view should include all curbs, gutters, cross-gutters and catch basins. The beginning and ends of horizontal curves shall be noted and stationed. Limits of paving shall be clearly indicated. Locations of existing and proposed survey monuments, street name signs, traffic signs and street lights shall be noted.

II-87. UNDERGROUND SEWER, WATER, RECYCLED WATER, AND STORM

DRAIN PLANS
Sewer, water, recycled water, and storm drain designs shall typically be combined on underground utility sheets separate from street improvement design sheets. Plan and profile views shall show water, sewer, recycled water, and stormdrain lines and separations. The Project Engineer may request that underground utility sheets be included in the street improvement design sheets for small projects. Underground utility sheets shall include:

Profiles and design grades of sanitary sewerr mains, water, storm, recycled water mains mains and appurtenances, storm drains and catch basins. 
Water and Recycled Water distribution plans shall indentifyidentify the locations of all services, gate and butterfly valves, air vacuum release valves, blow-offs and fire hydrants.

Sanitary sewer plans shall indentifyidentify the locations of all laterals, manholes and clean-outs.

 Plans for storm drains shall include locations of all catch basins, collection devices and manholes. Hydraulic grade-line profiles shall be providedshown where required by the City Engineer.

II-98 TRAFFIC CONTROL PLANS
Traffic Control. Plans for work zone traffic control, and for installation of new permanent traffic control devices, shall be drawn on sheets and to an appropriate scale. Work zone traffic control must reference the California Manual on Uniform Traffic Control Devices Attachment 1

(CAMUTCD) or State Standard Specifications (current version adopted by the State). The standard traffic control notes shall be placed on the same sheet. If new permanent traffic control devices include traffic signals or lighting, the necessary electrical details shall be incorporated into these sheets.

II-8109. EROSION AND SEDIMENT CONTROL (ESC) PLANS
Erosion and Sediment Control Plans are reviewed as part of the Grading plan check process. ESC plans must be prepared by a licensed civil engineer and submitted with grading plans. The ESC features shown on plans must be implemented throughout construction, regardless of the season or weather conditions. Refer to Section III (Construction Observation and Stormwater Quality Management).

Where required, plan sets for public works construction shall include erosion control plans and specification. These plans and specifications shall reference the Storm Water Pollution Prevention Plan and Water Board Enrollment Identification Number.

II-110. LANDSCAPE PLANS
Plans for landscaping of all medians, parkways, detention basins, open spaces, or other areas to be maintained by the City, or the Landscape and Lighting District, shall be prepared by a Landscape Architect and comply with these Standard Details and Specifications. Landscape plans shall be submitted as part of the improvement plan set to the City Engineer. Landscape trees shall be chosen based on the approved locations specified in the City’s approved Street Tree list.

II-12 DETAILS
The plans shall include one or more sheets entitled “Details,” which shall show the following as applicable:
 Copy of all City Standard Drawings which are referenced in the design. If another Standard Drawing from another Agency is proposed for use, then that drawing will be identiefied in the design exception process. City Standards that are proposed for use, but include proposed changes, must also be identified in the design exception process. All modififications to City Standard Drawings must be clearly identified on the Standard Drawing.
 Detail of all concrete structures.
 Details of drainage and flood control structures.
 Details of stormwater structures.
 Details of Water, Sewer, or Recycled Water Piping and Fittings  Details of any element of the plans required for clarity.  Miscellaneous details.
 Other agencies’ standard details which are referenced in the design.  Temporary and permanent erosion control standards/details referenced in the design.

Attachment 1

II-9131. RECORD DRAWINGS
During the progress of construction the design engineerProject Engineer and contractor shall maintain a record of all significant deviations from the approved plans. Prior to acceptance of the work by the City, the design Projecte Engineer will provide one copy set of the improvement plans with all record changes noted for approval by the City Engineer. Upon approval of the draft Record Drawing set, the design engineerProject Engineer shall provide to the City Engineer a signed and stamped full size set of Record Drawings on on Mylarbond paper and in the following , an electronic formats: AutoCAD drawing file, and an Acrobat PDF file, and ESRI Compatible Format (as specified below).

ESRI COMPATIBLE FORMAT - GIS and CAD Data Requirements
All digitized GIS and CAD data created under the awarded contract must be delivered electronically and in ESRI compatible format. Compatible formats are:
 File Geodatabase
 Shape File (.shp)

.DXF (accompanied by a .shp)
Projection
All data shall be created using the following Spatial Reference information:

Projected Coordinate System: NAD 1983 State Plane California V FIPS 0405  Feet
 Projection: Lambert Conformal Conic
 WKID: 2229
 Authority: EPSG
 Linear Unit: US Survey Feet
Geographic Coordinate System: GCS North American 1983
 WKID: 4269
 Datum: D North American 1983
Geographic Region
Data submitted should fall generally within a geographic region denoted by a bounding box with the following coordinates in Degrees Decimal Minutes:
 NW corner: -120.75, 35.73
 NE corner: -120.5, 35.73
 SE corner: -120.5, 35.53
Attachment 1

 SW corner: -120.75, 35.53
Metadata:

Information about the data shall be included as metadata compatible with ESRI software. This metadata shall have the following for each GIS or CAD layer and table submitted:
 Data source
 A description of all data fields
 Descriptions of any codes utilized in the data fields  What project the data was created for
 When the data was created
 A statement on the accuracy of the data
 A description of the techniques used to create or collect the data  What scale the data is useful for (examples are regional, neighborhood, block, building)
 Expected update intervals
 The geographic extent of the data
 Any other information that will prove useful to any present and future users of the data
II-10. LANDSCAPE PLANS
Plans for landscaping of all medians, parkways, detention basins, open spaces, or other areas to be maintained by the City, or the Landscape and Lighting District, shall be prepared by a Landscape Architect and shall be submitted as part of the improvement plan set to the City Engineer.

SECTION III

CONSTRUCTION OBSERVATION AND

STORM WATER QUALITY MANAGEMENT

III-1. GENERAL
Each phase of improvements, constructed to these specifications, must be observed by the City Engineer or City Engineer’s a representative of the Public Works Director prior to proceeding with subsequent phases.

The City will observe, as considered necessary, the construction of public improvements.

PThe public improvements is required as a condition of approval of any land development, or entitlement, or building permit shall be constructed as approved by the City Engineer. Improvements constructed without observation or approval as provided above, orabove or constructed contrary to the direction of the City Engineer or Attachment 1

authorized’s representative, will not be accepted. Work that is not accepted shall be removed and reconstructed in conformance with the approved City Plans.

III-2. CONSTRUCTION AND CONSTRUCTION OBSERVATION
A. A. Preconstruction Meeting -

1. A preconstruction meeting shall be conducted prior to the start of work. The contractor and sub-contractors shall be present at this meeting. Starting work without a preconstruction meeting will result in a stop work notice and removal of any unauthorized work to the City Engineer’s satisfaction.

B. B. Potholing -
The first order of work on all underground projects, or projects affecting utilities shall be potholing. The contractor shall notify the City of their intent to pothole utilities 72-hours prior to the start of work. Failure to notify the City shall result in an immediate stop work notice. For field confirmation of water mains and services, Contractor shall pothole and daylight 12 inches minimum all-around mains and services.

1. 2. Pipe Bursting, HDD and Jack and Bore Work – No pipe bursting will be allowed without potholing any utility that could be affected by the pipe bursting work. Pipe bursting will only be allowed after the affected utility and City Engineer approves pipe bursting near the affected infrastructure.

C. C. Compaction Standards - The Project Engineer shall collect compaction data throughout construction and as required by the CBC. Following completion of the work, the Project Engineer shall provide compaction reports to the Department (see Section III-3), certifying compliance with these requirements, for all the following areas:
 Each graded lot pad.

1. Each graded lot pad.

2. All roadways (Compaction tests in these areas shall comply with the State Standard Specifications).

3. All roadway shoulders (Compaction tests in these areas shall comply with the State Standard Specifications).

4. All sidewalk areas, where applicable (Compaction tests in these areas shall comply with the State Standard Specifications).

D. B. Elevation Certification (Flood Zones) - The Project Engineer shall collect elevation data for all graded lot pads. Following completion of the work, the Project Attachment 1

Engineer shall provide elevation certifications to the City prior to grading final, or building foundation pour, whichever occurs first. The elevation of all structures shall comply with the City’s Flood Control Ordinance.

E. C. Inspections:

1. The Developer shall be responsible for ensuring that all required inspections are requested and performed; the Project Engineer shall be responsible for the competency of all required Special Inspections.

2. Special Inspections: The Project Engineer shall either: (a) document that no Special Inspections are required, or (b) prepare a Statement of Special Inspections in accordance with CBC Chapter 17, Section 1704. All Special Inspections shall be listed on the plan cover sheet in table format. A report of Special Inspections shall be provided to the City Engineer prior to project closeout. The cover sheet table shall include space for the Special Inspector to sign before construction proceeds to the next stage of construction if required by the Project Engineer.

3. In Commercial Retail, Commercial Service, Office/Professional and Industrial land use categories, or other sites where determined necessary by the City, an inspection shall be required prior to building foundation pour, to verify the relationship between building floor elevations and back-of-sidewalk elevations.

4. Rough Grading Certificate – A Rough Grading Certificate, when required, must be signed by the Project Engineer, Grading Contractor, and Soils Engineer and submitted to the City prior to foundation pour. Tracts that include multiple lots may be included on a single form. When certifying multiple lots, each lot must be listed on the form or as an attachment. Compaction test(s) must be included with the signed Rough Grading Certification.

5. Retaining Walls Inspection - Inspections are required at several phases of wall construction by the Building Department.
a. a. Footings (prior to pour)
b. b. Walls:
c. i. Masonry: Pre-grout/reinforcement steel (prior to grouting) d. ii. Reinforced concrete: Forms and reinforcement steel (prior to pouring)

6. c. Backfill/drainage (prior to backfill)

III-3 ACCEPTANCE OF PUBLIC IMPROVEMENTS
At the completion of construction of public improvements, the design engineerProject Engineer shall submit the following items to the City Engineer:
 1) Elevation Certificate or Other Flood Zone InformationPermitting.  Rough Grading Certificate(s)
 Project Engineer's Improvement Certification
 42) Soil and Compaction Testing Reports
Attachment 1

 53) Material Compliance Reports
 6) Special Inspection Reports
 47) Record Drawings and GIS Data (see Section II)
 58) Other documentation that may be required by the City Engineer to determine satisfactory completion of the project.

All improvements constructed in public rights-of-way established by subdivision maps must be formally accepted by the City Council. . The City Engineer shall determine which improvements are subject to City Council Acceptance. The City shall not assume responsibility for any improvement subject to City Council Acceptance, before such acceptance is approved by the City Council.

III-34. STORM WATER QUALITY
Water Quality
This section applies to both public and private projects regardless of size. The purpose of these requirements is to prevent the pollution of storm water runoff and non-storm water discharges from construction projects, regardless of size.

All construction activities shall be performed in a manner that prevents, to the maximum extent practicable, the discharge of any non-storm water discharges and pollutants from entering directly or indirectly the storm water system, and natural waterways.

A. State General Permit for Storm Water Discharges Associated with Construction and Land Disturbance Activities
Any construction activity that disturbs one or more acres of land, or disturbs less than one acre but is part of a larger common plan of development or sale, must comply with the State Construction General Permit (CGP). The WDID # or proof of a waiver must be submitted to the City prior to issuance of a grading permit.

The Contractor shall maintain a copy of a Storm Water Pollution Prevention Plan (SWPPP) prepared in compliance with the CGP, on site at all times. The Contractor shall be responsible for implementing, maintaining, and repairing all storm water pollution controls or Best Management Practices (BMPs) described in the SWPPP for the duration of the work.

The project owner will be responsible to the City for any damages to City resulting from failure to make the repairs or properly maintain pollution prevention devices. The Contractor is responsible for submitting an annual compliance certificate to the State Water Board.

A. A. Erosion and Sediment Control
Attachment 1

1. Erosion prevention techniques are designed to protect soil particles from the force of rain and wind so that they will not erode. These techniques include, but are not limited to such things as construction scheduling, ground cover and plantings, and installation of erosion control geotextiles and matsmatting.

2. Sediment control measures are designed to capture soil particles after they have been dislodged in order to retain the soil particles on-site. These measures include, but are not limited to silt fences, sediment barriers, and settling or sediment detention basins. Both erosion prevention techniques and sediment control measures have appropriate uses; however, it has been shown that sediment control measures are less effective in preventing soil movement and water quality impacts than erosion prevention techniques. B. Erosion and Sediment Control (ESC) Plan Submittal

1. A site specificsite-specific Erosion and Sediment Control Plan (ESC&SCP) shall be submitted with all grading and building plans regardless of size.

Projects that disturb more than 50 cubic yards of soil, steep sites, or if there is an erosion and sediment potential, use the ESC Form (SW-00X20). Sites less than 1 acre may use the E&SCP template. ( or Engineering at 2. Sites 1 acre or greater in size must submit an ESC Plan&SCP in accordance with Ssection 2 below and requirements under Section C below. 3. A Stormwater Pollution Prevention Plan (SWPPP) developed pursuant to the Construction General Permit (CGP) may be substituted for the ESC Plan&SCP. The City will review the sections applicable to erosion and sediment control.
4. The ESC Plan&SCP must be approved in writing by the City Engineer or City Engineer’s representative of the Public Works Director prior to the grading or building permit being issued.

5. If any part of the ESC Plan &SCP is revised, it must be approved in writing by the City.
C. Erosion and Sediment Control Plan Requirements – Refer to the ESC Plan Review Checklist (SW-018)
The ESC&SCP shall include:
 Narrative

1. A written narrative shall be included with the grading plan with a signed sheet by the person responsible for the plan preparation. The ESC&SCP narrative shall include the following:
a. A list of applicable environmental permits directly associated with the grading activity
Attachment 1

A.b. Waste Discharge Identification Number (WDID#) and contact information for the Qualified SWPPP Developer and Practitioner (QSP/QSD).

B.c. Contractor information including a 24 hour24-hour telephone number of person responsible for erosion and sediment control C.d. Construction schedule for the entire length of the project D.e. Description of vegetation and distance to nearest waterways E.f. Description of critical areas of high erosion potential such as unstable slopes
F.g. Description of erosion control measures of slopes, lots, streets, etc.

G.h. Description of sediment detention basins, including design assumption and calculations
H.i. The rationale used for selecting BMPs including supporting soil loss calculations, if necessary
2. Site Plan
The site plan shall include the following information:
a. Scale, north arrow and legend
b. Vicinity map
c. Watershed boundaries with project
 Critical areas within or near the project (waterways, channels, steep slopes, etc.)
 Limits of clearing and grading
d. Waterway top of bank, delineation of any waterway buffer areas and existing vegetation and any special trees to be fenced and protected e. Location and types of temporary and permanent erosion and sediment control measures
 Site access location
f. Signature block for plan preparer
g. Areas disturbed both for access (i.e. constructing access roads) to the site as well as preparing the site for constructing the project; h. Grading of the project site in total;
i. Equipment and materials staging/storage area, maintenance area, and construction easements if they occur on a soil surface which has not already been included;
j. Footprint of material and/or soil stockpiles if on a soil surface; k. Area of asphalt or concrete pavement removal if it is removed entirely to the soil surface;
l. Area that is related to demolition and removal of existing structures if that demolition and removal is to the soil surface;
m. Concrete truck clean-out areas; and
n. Installation of upgraded surfaces (gravel roads upgraded to asphalt, etc.).

3. Grading Plan Notes – The following mustto be included on grading plans:

Attachment 1

a. Sediment and Erosion Control Best Management Practices (BMPs) shall be implemented on all projects at all timesalways implemented on all projects and shall include pollutant source control, protection of stockpiles, protection of slopes, protection of all disturbed areas, protection of site access points, and perimeter containment measures. b. Appropriate BMPs shall be installed prior to the commencement of grading and site disturbance activities. The intent of the BMP shall be to prevent disturbed sediment from entering drainage conveyances, generating fugitive dust, or migrating onto adjacent properties or the public right-of-way.
c. Site inspections and appropriate maintenance of all BMPs shall be conducted and documented throughout construction and especially prior to, during, and after rain events.
d. The Developer shall be responsible for the installation and maintenance of all BMPs as specified by the approved ESCP until such time that the project is accepted as complete by the City or until the CGP for Stormwater Discharge Notice of Termination is approved by the State Water Resources Control Board.
e. Erosion control BMPs may be relocated, modified, or added depending on field conditions encountered during construction. Additional BMPs shall be installed at the discretion of the site superintendent, Engineer of Record, City Inspector, Qualified SWPPP Practitioner (QSP), or State Water Resources Control Board. Guidelines for installing appropriate erosion control devices shall be included in the plans with additional measures/devices noted.
f. Erosion and sediment control BMPs shall be available, installed, and/or applied prior to commencement of construction, installed appropriately as construction progresses, and maintained in operable condition until final stabilization of the site is achieved. Erosion and sediment control BMPs are required year-round.
g. Wet Weather Preparation: The Contractor, Developer, and Project Engineer shall be responsible to review the condition of the project site prior to 50%> chance of rain and to coordinate an enhanced BMP implementation plan for wet weather conditions. A locally based standby crew for emergency work shall be available at all times during the wet weather conditions, (typically October 15 through April 15).

Necessary materials shall be available and stockpiled at convenient locations to facilitate rapid maintenance or repair of the BMP throughout the rainy season.

Attachment 1

h. In the event of a failure, the Developer and/or his representative shall be responsible for cleanup and all associated costs or damage. In the event that damage occurs within the right- of-way and the City is required to perform cleanup, the owner shall be responsible for City reimbursement of all associated costs or damage.
i. In the event of repeated failure and/or lack of performance by the Developer and/or Contractor to correct sediment and erosion control related problems, the Department may revoke all active permits. The City may issue a written notice or stop work order in accordance with the municipal code. Daily penalties may be assessed for failure to comply.
j. Final stabilization (70% Final Cover, RUSLE/RUSLE2) of the site shall be established on all disturbed surfaces prior to final acceptance.

Where vegetation is used for final stabilization, vegetation must be mixed and applied in accordance with the below table and specifications. Temporary erosion control measures shall remain in place until final stabilization is achieved.

The County Air Pollution Control District (APCD) may have additional project specific erosion control requirements. The Contractor, Developer, and Project Engineer shall be responsible for maintaining self-regulation of these requirements.
k.
l. If Construction General Permit for Stormwater Discharge enrollment is necessary, the Developer (or legally responsible agent) shall submit the required Permit Registration Documents to the State Water Resources Control Board and provide proof of enrollment to the City prior to commencement of construction activities. The project Waste Discharge Identification Number (WDID#) is:
______________________.
4. Best Management Practices
Attachment 1

Show all Best Management Practices (BMPs) on the site plan. BMPs are required year-round, not only during the rainy season. Downstream storm drain inlets in the vicinity of the project must be protected year-round.

BMPs must be adequate to maintain overall site stability and prevent soil loss across the site. BMPs may need to be updated as conditions change.

Best Management Practices (BMPs) are applied during construction activities to reduce the pollutants in storm water discharges throughout construction. These Construction Site BMPs provide both temporary erosion and sediment control, as well as control for potential pollutants other than sediment. There are six categories of BMPs suitable for controlling potential pollutants on construction sites. BMPs from each of the six categories below, when applicable, shall be included in the E&SCP:.
a. Soil Stabilization BMPs
1). Preservation of existing vegetation
2). Hydraulic mulch
3). Hydroseeding
4). Soil binders
5). Geotextiles, plastic covers and erosion control blankets 6). Wood mulching
7). Earth dikes/drainage swales and ditches
8). Outlet protection/velocity dissipation devices
1). Slope drains
9).
10). Streambank stabilization
B. Soil Stabilization BMPs
A. Preservation of existing vegetation
B. Hydraulic mulch
C. Hydroseeding
D. Soil binders
E. Geotextiles, plastic covers and erosion control blankets F. Wood mulching
G. Earth dikes/drainage swales and ditches
H. Outlet protection/velocity dissipation devices
I. Slope drains
J. Streambank stabilization
b. Sediment Control Practices
1). Silt Fence
2). Gravel bag berm
3). Desilting basin
4). Sediment trap
Attachment 1

5). Check dam
6). Fiber rolls
7). Storm drain inlet protection
8). Street sweeping and vacuuming
c. Tracking Control Practices
1). Rock entrance or steel plates with ribs
2). Stabilized construction roadway; and
3). Entrance/outlet tire wash
C. Sediment Control Practices
A. Silt Fence
B. Gravel bag berm
C. Desilting basin
D. Sediment trap
E. Sand bag barrier
F. Check dam
G. Fiber rolls
H. Storm drain inlet protection
I. Street sweeping and vacuuming
D. Tracking Control Practices

1. Rock entrance or steel plates with ribs

2. Stabilized construction roadway; and

3. Entrance/outlet tire wash
d. Wind Erosion Control
1). All graded surfaces and materials shall be wetted, treated or to prevent dust from leaving the site
2). Stockpiles shall be protected year-round from blowing dust 3). Upon completion of grading the site shall be thoroughly wetted in order to form a crust over the exposed dirt surfaces. Further applications or other methods acceptable to the City Engineer may be necessary if the site is disturbed
e. Source Controls
Source control BMPs that prevent pollution by limiting or reducing potential pollutants at their source before they come in contact with storm water for the following operations must be in place throughout all grading and construction phases when applicable.

1). Vehicle and equipment fueling
2). Dewatering operations
3). Vehicle and equipment maintenance
Attachment 1

4). Paving and grinding operations
5). Temporary stream crossing
6). Concrete curing
7). Saw cutting
8). Illicit connection/illegal discharge
9). Potable water/irrigation
Vehicle and equipment cleaning
E. Wind Erosion Control
B. All graded surfaces and materials shall be wetted, treated or to prevent dust from leaving the site
C. Stockpiles shall be protected year-round from blowing dust D. Upon completion of grading the site shall be thoroughly wetted in order to form a crust over the exposed dirt surfaces. Further applications or other methods acceptable to the City Engineer may be necessary if the site is disturbed F. Source Controls
Source control BMPs that prevent pollution by limiting or reducing potential pollutants at their source before they come in contact with storm water for the following operations must be in place throughout all grading and construction phases when applicable.

1. Vehicle and equipment fueling

2. Dewatering operations

3. Vehicle and equipment maintenance

4. Paving and grinding operations

5. Temporary stream crossing

6. Concrete curing

7. Saw cutting

8. Illicit connection/illegal discharge

9. Potable water/irrigation

10.10). Vehicle and equipment cleaning
Waste Management and Materials Pollution Control
f. BMPs for the following activities related to waste management and materials pollution control are required to prevent pollution by reducing pollutants at their source, and require a clean, well-kept site. 1). Material delivery and storage
2). Material use
3). Hazardous waste management
4). Contaminated soil management
5). Stockpile management
6). Concrete waste management
7). Spill prevention and control
8). Sanitary/septic waste management
9). Solid waste management
10). Liquid waste management
Attachment 1

G. Waste Management and Materials Pollution Control
BMPs for the following activities related to waste management and materials pollution control are required to prevent pollution by reducing pollutants at their source, and require a clean, well-kept site.
 Material delivery and storage
 Material use
 Hazardous waste management
 Contaminated soil management
 Stockpile management
 Concrete waste management
 Spill prevention and control
 Sanitary/septic waste management
 Solid waste management
Liquid waste management
Perimeter controls must be sized/scaled appropriately for the area disturbed and slopes on the plans. For large areas of disturbance or steep slopes, a single fiber roll at the perimeter is not appropriate.

Perimeter controls must follow contours of the site grading plan and not adversely concentrate flows. Controls must be in place wherever stormwater may run on or run off of the site. It may not always be appropriate for Perimeter controls to surround the entire site.

On finished and/or inactive slopes, provide effective soil cover for inactive areas and all finished slopes, open space, utility backfill, and completed lots. Inactive areas are areas that have been disturbed and are not scheduled to be re-disturbed for at least 14 days. Specify appropriate cover on finished/inactive slopes or surfaces. Cover may include: biodegradable erosion control blankets (straw, coconut coir, excelsior, etc.), tacked straw, chipped mulch, temporary soil binder, or vegetation (fast-growing native grass). On finished/inactive slopes apply linear sediment controls along the toe of the slope, face of the slope, and at the grade breaks of exposed slopes. Linear sediment controls must be spaced with a sheet flow length across the soil not to exceed 20 feet. Common linear controls include fiber rolls or benches.

D. C. State General Permit for Storm Water Discharges Associated with Construction and Land Disturbance Activities
Any construction activity that disturbs one1 acre or more acres of land, or disturbs less than one1 acre but is part of a larger common plan of development or sale, must comply with the State Construction General Permit (CGP). The WDID # or proof of a waiver must be submitted to the City prior to issuance of a grading permit.

Attachment 1

The Contractor shall maintain a copy of a Storm Water Pollution Prevention Plan (SWPPP) prepared in compliance with the CGP, on site at all times. The Contractor shall be responsible for implementing, maintaining, and repairing all storm water pollution controls or Best Management Practices (BMPs) described in the SWPPP for the duration of the work.

The project owner will be responsible to the City for any damages to City resulting from failure to make the repairs or properly maintain pollution prevention devices.

The Contractor is responsible for submitting an annual compliance certificate to the State Water Board.

E. D. Erosion Control and Stormwater Management Manuals/Handbooks The following manuals may be used as a reference:
 2012 CASQA Construction BMP Handbook
https://www.casqa.org/resources/bmp-handbooks
A. CalTrans Manuals and Handbooks
B. EPA’s Construction Stormwater Runoff Control BMPs
http://cfpub.epa.gov/npdes/stormwater/menuofbmps/index.cfm I. 2012 CASQA Construction BMP Handbook
http://www.prcity.com/stormwa
ter

F. Site Inspections

Pursuant to Section 14.20.270, of the City Code, The City’s Public Works Director and authorized officials (i.e., Stormwater Program Manager, Water Quality Inspector) are authorized to enter any premises to inspect, monitor, and/or collect samples, as necessary, to ensure compliance with the City’s construction stormwater program. As such, the following actions shall occur.

C.1. Inspections shall occur Dduring the rainy season (September 1st and April 30th)wet weather conditions, all projects must be inspected by a representative of the Public Works Director to ensure all necessary erosion and sediment controls are in place prior to any land disturbance.

D.2. Periodic site inspections at any time throughout the active project period shall be performed to ensure compliance with the ESC Plan&SCP.

E.3. At the conclusion of the project, an inspection will be conducted to ensure that the project site is appropriately completed (i.e., landscaped, slopes are secure, etc.) and that all erosion and sediment control measures that are no longer needed and have been removed.

Attachment 1

G. Contractor Training and Awareness

1. All employees/subcontractors shall be trained on the storm water pollution prevention requirements contained in these specifications.

A.2. CalTrans Stormwater Training

Attachment 1

SECTION V

STORM DRAINS, STORM WATER QUALITY, AND WATERSHED PROTECTION V-1. GENERAL
It is the general purpose of these standards that storm water be contained and treated on the area to be developed. Adjacent improvements, existing or planned, will be free from flood hazard and will not receive a greater volume and intensity of storm water runoff than pre-existing conditions. Flood hazard is defined as potential damage by water having sufficient depth or velocity to damage improvements or to deposit or scour soil.

These specifications are intended to meet the requirements of the National Flood Insurance Program, the City’s Floodp Plain Management Ordinance (Chapter 21.14 et al), and the City’s Storm wWater Management PlanProgram. These specifications also reflect numeric storm water control criteria adopted by the Water Board on July 13, 2013 (including subsequent revisions) and modified as specifically applicable to the City of Paso Robles.

The lowest floor of any project that is located within a Special Flood Hazard Area or and shown as an A, AO, A1-A30, AE, A99, or AHA, AE, AH or AO Zone shall be elevated above the highest adjacent grade to a height equal to or exceeding the depth number specified in feet on the Flood Insurance Rate Map (FIRM) by at least one foot, orfoot or elevated at least three feet above the highest adjacent grade if no depth number is specifiedthe City Floodplain Ordinance.

Upon completion of a structure in a Special Flood Hazard Area, the elevation of the lowest floor including basement shall be certified by a registered professional engineer or land surveyor, andsurveyor on Flood Elevation Certificate and verified by the city building inspector to be properly elevated. Such certification or verification shall be provided to the City Engineer.

Modification of a flood-plain shall be accomplished in accordance with Federal Management Emergency Management (FEMA) regulations and the City’s Floodplain Management Ordinance. The design engineerProject Engineer shall provide all data necessary for a Conditional Letter of Map Amendment (CLOMA) and a final Letter of Map Amendment (LOMA) and receive approval from the City Engineer and FEMA.

These standards are intended to provide general design criteria. Most design details are left to the responsibility of the project owner and/or consultant. 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 City Engineer when it can be determined that such exceptions are in the best interest of the City.

Attachment 1

a.A. Post-Construction Requirements (PCRs) Stormwater Quality and Watershed Protection
Reference Attachment 1 of Resolution No. R3-2013-0032 of the California Regional Water Quality Control Board, Central Coast Region adopted July 12, 2013, for definitions associated with the requirements outlined below.

J.1. Applicability
Performance requirements (PR) apply to all projects that create or replace greater than 2,500 square feet (sf) of impervious surface including:

4.a. Removing and replacing a paved surface resulting in alteration of the original line and grade, hydraulic capacity, or overall footprint of the road.

5.b. Extending the paving edge or paving graveled shoulders.

6.c. Resurfacing by upgrading from dirt to asphalt, or concrete; upgrading from gravel to asphalt, or concrete; or upgrading from a bituminous surface treatment (“chip seal”) to asphalt or concrete.

7.d. Linear Underground Projects.

Exemptions - Performance requirements will not apply to:

K. Road surface repair including slurry sealing, fog sealing, pothole and square cut patching; overlay of existing asphalt or concrete pavement without expanding the area of coverage; shoulder grading; cleaning, repairing, maintaining, reshaping or regrading drainage systems; crack sealing; resurfacing with in-kind material without expanding the road or parking lot; practices to maintain the original line and grade, hydraulic capacity, and overall footprint of the road or parking lot; repair or reconstruction of the road because of slope failures, natural disasters, acts of God or other man-made disaster.

Attachment 1

8. Sidewalk or bicycle path projects, where no other impervious surfaces are created or replaced, built to direct storm water runoff to adjacent vegetated areas.

L. Trails and pathways, where no other impervious surfaces are replaced or created, and built to direct storm water runoff to adjacent vegetated areas M. Underground utility projects that replace the ground surface with in-kind material.

N. Curb and gutter improvement or replacement projects that are not part of any additional creation or replacement of impervious surface area.

2. Exemptions - Performance requirements will not apply to:
a. Road surface repair including slurry sealing, fog sealing, pothole and square cut patching; overlay of existing asphalt or concrete pavement without expanding the area of coverage; shoulder grading; cleaning, repairing, maintaining, reshaping or regrading drainage systems; crack sealing; resurfacing with in-kind material without expanding the road or parking lot; practices to maintain the original line and grade, hydraulic capacity, and overall footprint of the road or parking lot; repair or reconstruction of the road because of slope failures, natural disasters, acts of God or other manmade disaster. b. Sidewalk or bicycle path projects, where no other impervious surfaces are created or replaced, built to direct stormwater runoff to adjacent vegetated areas.
c. Trails and pathways, where no other impervious surfaces are replaced or created, and built to direct stormwater runoff to adjacent vegetated areas d. Underground utility projects that replace the ground surface with in-kind material.
e. Curb and gutter improvement or replacement projects that are not part of any additional creation or replacement of impervious surface area.

B. Stormwater Control Plan (SWCP)
All projects subject to PCRs shall submit a SWCP Application (Form SW-001).

The Application provides project information, impervious surface areas, site description, and PR checklists. PR1 projects will complete pages 1-4 only, while PRs2 through PR4, Tier 3 and Tier 4 projects will complete pages 1-4 as well as the checklists appropriate for each PR.

SWCPs for PR2 and PR3 projects must demonstrate that the project incorporates site design characteristics, landscape features, and engineered facilities that will:
 Minimize imperviousness.
 Detain and treat, and/or retain, the specified amounts of runoff.  Slow runoff rates.
 Reduce pollutants in post-development runoff.

Attachment 1

The SWCP shall show all runoff from impervious areas is either dispersed to pervious areas or is routed to a Stormw Water Control Measure (SCM).

The SWCPtormw Water Control Plan shall be comprised ofn the following information:

E. Project name, application submittal datenumber, address and assessor parcel number
F. Name of applicant, and land ownerlandowner, and engineer G. Project Type and Description
 Hydrologic Soils Group
 Soil Infiltration Rate
H. Total project site area
 Total new impervious surface area
 Total replaced impervious surface area
 Total pre-project impervious surface area
 Total post-project impervious surface area
 Net impervious surface area (exhibit shall be provided to justify new impervioiusimpervious area results)
 Show an accounting of pre-project impervious areas and impervious areas created or replaced. Determine total new impervious surface area, total replaced impervious surface area, total new pervious area, and calculation of Net Impervious Area.
 Delineate and quantify the impervious area being drained to landscape and/or the extent of pervious pavement
I. Divide the project area into discrete Drainage Management Areas J. Statement of water quality treatment performance requirements that apply to the project
 Summary of site design and runoff reduction measures (PR1) selected for the project
K. Description of all post-construction structural stormwater control measures (SCMs)
 Supporting calculations used to comply with the applicable water quality treatment performance requirements
L. Documentation stating that the selection, sizing, and design of the stormwater control measures meet the water quality treatment requirement  Water quality treatment calculations used to comply with water quality treatment performance requirement/s
 Operations and Maintenance Plan for all structural stormwater control measures

The SWCP shall document:
 All structural control measures (SCMs) have been considered for the project and implemented where feasible.

Attachment 1

 Document the planning process and the decisions that led to the selection of SCMs.
 Provide the calculations for design of SCMs to demonstrate that applicable performance standards are met by the SCM design.
 Identify O&M requirements of the SCMs; and identify the maintenance mechanism for long term O&M of each SCM.

C. PRTier 1 Site Design and Runoff Reduction
Projects that create and/or replace greater than or equal to 2,500 sf of impervious surface must implement the following design strategies:

1. Limit disturbance of creeks and natural drainage features

2. Minimize compaction of highly permeable soils

3. Limit clearing and grading of native vegetation

4. Concentrate improvements on the least sensitive portions of the site

5. Implement one or more of the following site design measures:

6. Direct roof runoff into cisterns or rain barrels for reuse

7. Direct roof runoff into vegetated areas

8. Direct runoff from sidewalks, patios, driveways and uncovered parking areas to vegetated areas

9. Construct driveways, walkways and parking lots with permeable materials K. Performance Requirement NoTier. 1 Site Design and Runoff Reduction Projects that create and/or replace greater than or equal to 2,500 sf of impervious surface must implement the following design strategies:

11. Limit disturbance of creeks and natural drainage features

12. Minimize compaction of highly permeable soils

13. Limit clearing and grading of native vegetation

14. Concentrate improvements on the least sensitive portions of the site

15. Implement one or more of the following site design measures:

J. Direct roof runoff into cisterns or rain barrels for reuse K. Direct roof runoff into vegetated areas
L. Direct runoff from sidewalks, patios, driveways and uncovered parking areas to vegetated areas
M. Construct driveways, walkways and parking lots with permeable materials D. Performance Requirement No.PR2 2 Water Quality Treatment L.
(a) Projects that create a Net Impervious Area (NIA) of 5,000 sf must treat stormwater runoff to reduce pollutant loads and concentrations using physical, biological and chemical removal (single family residences are exempted). See City of Paso Robles Stormwater Technical Guide.

Attachment 1

Net Impervious Area is the total (new and replaced) post project impervious areas minus any reduction in total imperviousness from the pre-project to the post-project condition:

NIA = New and Replace Impervious Area – Reduced Impervious Area Credit 
Reduced Impervious Area Credit is the total pre-project to post-project reduction in impervious area.

 (b) Water quality treatment shall be applied in the order of preference listed below (highest to lowest). Water quality performance requirements shall apply to the runoff from existing, new and replaced impervious surfaces on sites where runoff from existing impervious surfaces cannot be separated from runoff from new and replaced impervious surfaces.

Low Impact Development (LID) Treatment Systems:

Implementing harvesting and use, infiltration, and evapotranspiration storm water control measures that collectively achieve the following hydraulic sizing criteria for LID systems:
 Retain storm water runoff equal to the volume of runoff generated by 85th percentile 24-hour storm event (0.980 inches).

Biofiltration Treatment Systems:

Implement biofiltration systems using facilities that must be demonstrated to be at least as effective as a biofiltration system with the following design parameters:
 Maximum surface loading rate appropriate to prevent erosion, scour and changeling within the biofiltration system itself and equal to five inches per hour, based on the flow of runoff produced from a rain event equal to 0.2 inches per hour intensity.

16. Minimum surface reservoir volume equal to the biofiltration treatment system surface area times a depth of six inches.

17. Minimum planting medium depth of 24 inches. The planting medium must sustain a minimum infiltration rate of 5 inches per hour throughout the life of the project and must maximize runoff retention and pollutant removal. A mixture of sand (60%-70%) meeting the specifications of ASTM C33 and compost (30%-40%) may be used. An alternative planting medium may be utilized if it is demonstrated to be equal or more effective at attenuating pollutants than the specified planting medium mixture.

18. Proper plant selection as provided by the Central Coast LID Initiative.

19. Subsurface drainage/storage (gravel) layer with an area equal to the biofiltration treatment system surface area and having a minimum depth of 12 inches.

20. Underdrain with discharge elevation at top of gravel layer.

Attachment 1

21. No compaction of soils beneath the biofiltration facility.

22. No liners or other barriers interfering with infiltration (excepting conditions where lateral infiltration is not feasible).

Non-Retention Based Treatment Systems:

Stormwater Control Measures that collectively achieve at least one of the following hydraulic sizing criteria for non-retention based treatment systems:

23. Volume Design Basis: Treat stormwater runoff equal to the volume of runoff generated by the 85th percentile 24-hour storm event (0.890 inches).  Flow Design Basis: Treat the flow of runoff produced by a rain event equal to at least 0.2 inches per hour intensity.

PRTier 3: Runoff Retention
M. Performance Requirement No.Tier 3: Runoff Retention
A.E.

Projects that create and/or replace greater than or equal to 15,000 sf of impervious surface are required to meet runoff retention performance requirements using LID Standards. See City of Paso Robles Stormwater Technical Guide.

Prevent off-site discharge from events up to the 95th percentile 24-hour rainfall event (1.45 inches). Retention is to be achieved by optimizing infiltration. Project design shall be founded in LID principles. Site opportunities and constraints shall be identified, and a site assessment shall include:

24.1. Topography, structures, utilities, easements

25.2. Hydrologic features including natural areas, wetlands, watercourses, seeps, or springs.

26.3. Depth to seasonal high groundwater

27.4. Locations of wells

28.5. Depth to impervious bedrock

29.6. Presence of unique geology

30.7. Geotechnical hazards

31.8. Soil and/or groundwater contamination

32.9. Soil types and hydrologic soil groups

33.10. Vegetative cover/trees

34.11. Run-on characteristics (estimate off-site runoff discharging to the project area)

35.12. Existing drainage infrastructure

36.13. Zoning, setbacks and open space requirements

37.14. Define the development envelope and protected areas, identifying areas that are most suitable for development and areas to be left undisturbed.

38.15. Conserve natural areas including existing trees, vegetation and soils

39.16. Limit the overall impervious footprint of the project

40.17. Set back development from creeks, wetlands and riparian habitats Attachment 1

41.18. When runoff reduction measures and natural landscape areas have been maximized to the extent feasible storm water control measures shall be used to comply with performance requirements. Storm water control measures associated with small-scale, decentralized facilities designed to infiltrate, evapotranspirate, filter, or capture storm water shall be optimized. Refer to the City’s technical guidelinesCity of Paso Robles Stormwater Technical Guide for sizing of storm water retention facilities.

F. Alternative ComplianceRetention Compliance by 10% of EISA 
Where technical infeasibility prevents full on-site compliance with the Runoff Retention Performance Requirement, on-site retention of the full Retention Volume is not required, and the Regulated Project is required to dedicate no less than ten percent of the Regulated Project’s Equivalent Impervious Surface Area (EISA) to retention-based Stormwater Control Measures. Refer to the RWQCB Post Construction Standards for definitions of Technical Infeasibility, EISA, and retention-based Stormwater Control Measures. When compliance by 10% of EISA is implemented. On-site retention to the extent practicable is still required.

Documentation shall be in compliance with Attachment E of the Post construction Standards.The PCRs allow the “Ten Percent Adjustment” where a demonstration that on-site retention requirements (Tier 3), as described above, is technically infeasible. Tier 2 (treatment) requirements must still be met on-site.

To propose the Ten Percent Adjustment, first prepare a complete Stormwater Control Plan as described in this chapter. Prepare your LID design as described in Chapter 4. The Stormwater Control Plan should show a complete and thorough implementation of opportunities for implementing LID, including delineation of DMAs and sizing of LID facilities. Show clearly in the plan the extent to which LID can and will be implemented on-site.

Potential causes of infeasibility include:
•1. High seasonal groundwater limits infiltration and/or prevents construction of subgrade stormwater control measures.
•2. Near-surface bedrock or other impermeable conditions limit infiltration •3. Soil types significantly limit infiltration.
•4. Pollutant mobilization in soil or groundwater is a documented concern •5. Space constraints imposed by infill projects, some redevelopment, and highdensity development, etc. •6. Geotechnical hazards.
•7. Proximity to drinking water wells (within 100’ if private; 200’ setback to public wells).

8. Incompatibility with connections to the municipal storm drain system (for example, a project drains to an existing stormwater collection system, the Attachment 1

elevation of which precludes connections to a properly functioning treatment or flow control facility).
•
Ten Percent Adjustment. Compliance with the criterion to fully retain onsite theprevent offsite discharge from events up to the 95th percentile rainfall event can be waived if stormwater control measures occupy an area equivalent to no less than 10% of the project’s “Equivalent Impervious Surface Area.” Tabulate “Equivalent Impervious Surface Area” and the area of retention-based stormwater control measures and show totals for each; then divide the area of stormwater control measures by the Equivalent Impervious Surface Area to show the 10% criterion is met or exceeded.
G. Alternative Compliance (Off-site Compliance).

Off-site compliance is available to those projects located in the City’s Approved Watershed Plan(s). In order to determine if your project is in the City’s Watershed Plan(s), or if there is interest in developing a new Watershed Plan meet with the City Engineer.
H. Performance Requirement No. PR 4: Peak Management
All projects that create and/or replace greater than or equal to 22,500 sf of impervious surface in Watershed Management Zone (WMZ) 1 shall manage peak stormwater runoff as required below as well as meeting Water Quality and Runoff Retention requirements. This requirement is not applicable in WMZ 4 (west side of Paso Robles) and is assumed to be met if PR3 requirements are implemented.

Paso Robles WMZs
Post-development peak flows, discharged from the site, shall not exceed preproject peak flows for the 2 through 10-year storm events.

A SWCPStormwater Control Plan shall be provided in conformance with the Stormwater Technical Guide on File with the Stormwater Control Manager. in the Department of Public Works.
I. Operation and Maintenance (O&M) for Structural Stormwater Control Measures (SCMs)
SCMs designed for Water Quality Treatment, Runoff Retention and/or Peak Management must be maintained to ensure proper performance. Regulated Projects with structural SCMs (i.e., meeting PR2, PR3, and/or PR4 requirements) are required to have an O&M Plan and Maintenance Agreement that clearly establishes responsibility for all structural SCMs. Form SW-002 Attachment 1

The O&M Plan must include:
 Short-term maintenance requirements
 Long-term maintenance requirements
 Recommended frequency of maintenance
 Estimated cost of maintenance
 A copy of the Exhibit B Site map
 Operational procedures (attach copies of vendor manuals/instructions, as applicable) AND
 Contact information for vendors who can provide replacement parts/materials (as applicable)
Where a property owner is responsible for maintenance, the property owner will be required to provide assurance of long-term maintenance. The maintenance agreement must be transferred to the new owner if the property is sold. For residential properties where the SCMs are located within a common area that will be maintained by a homeowner’s association, language regarding the responsibility for maintenance must be included in the project’s conditions, covenants, and restrictions (CC&Rs).

J. Recording Agreement Procedures
Developments that install structural post construction Stormwater Control Measures (SCMs) shall record an approved operation and maintenance plan.

An Operations and Maintenance Plan must be recorded, prior to issuance of Certificate of Occupancy (COO) and/or Final Permit Signoff.

A Stormwater Control Measure (SCM) tracking number will be assigned for the long-term tracking of the stormwater system. The SCM tracking number will be used to track the annual inspections and long-term maintenance of the project with the stormwater requirements of building/grading permits.

K. Single Owner: - Reference Form SW-003
Small stormwater systems owned and operated by a single owner shall guarantee long-term operation and maintenance through a recorded Agreement. (The text template for Agreements is provided as Form SW-006). The owner or agent shall provide information to sufficiently document the system for the Agreement. The applicant shall submit the system description forms (SW-002) for review by the Stormwater Department prior to notarization.

The City will review the Agreement for completeness and will return to the system owner to review, sign, and notarize. The City will countersign and notarize the Agreement following notarization by the System Owner. The System Owner will Attachment 1

then record the Agreement with the County Clerk- Recorder. The Agreement shall be recorded prior to issuance of the Certificate of Occupancy (COO).

After completion of construction, the Owner shall complete annual self-inspections of all SCMs and submit them to the Stormwater Department by June 15 of each year. These self-inspections will be tracked as part of the long-term SCM tracking.

L. Covenants, Codes, and Restrictions (CC&Rs): - Reference Form SW-004 Systems that treat stormwater drainage from multiple private parcels may guarantee long-term operation and maintenance through language in the recorded Covenants, Codes, and Restrictions (CC&Rs). Existing CC&Rs may be amended to include appropriate provisions for operation, maintenance, and inspection of stormwater infrastructure.

After completion of construction, the Homeowners Association (HOA) shall complete annual self-inspections and submit to the Stormwater Department by June 15 of each year. These self-inspections will be tracked as part of the longterm SCM tracking.

M. Form Summary
Single Owner – refer Form SW-003 (Recording Procedure for Single Owner) CC&Rs – refer Form SW-004 (Recording Procedure for CC&Rs) For both Single Owners and CC&Rs:
• Complete Form SW-005 (Owner, Designer and Agent Information) • Complete Form SW-006 (Agreement)
• Complete Form SW-007 (Exhibit B)
Annual Inspections:

Projects are required to perform annual inspections of each SCM as described in Form SW-007.

N. Off-Site Hydrology, Cross-Culverts, Open Channels

1. Hydrology Calculations
The Rational Method shall be used to compute the peak rate total volume of runoff from a development with an area less than 200 acres. For drainage areas in excess of 200 acres, or where the design engineerProject Engineer determines that the Attachment 1

Rational Method is not practical or appropriate, the design engineerProject Engineer shall provide all documents necessary to confirm computations.

All calculations shall be prepared by a registered professional engineer with a current license to practice in the State of California. The rainfall intensity curve included herein is available for use as part of the hydrology calculations. Engineers may also use the NOAA Atlas 14 Point Precipitation Data. In computing runoff in a partial development, adequate provisions must be made for the drainage of the overall improvements and/or drainage tributary. Hydrology calculations shall be based upon ultimate land use designations in accordance with the adopted General Plan.

Attachment 1

2. Closed Conduits
Design considerations for closed conduits are as follows:
 Pipe friction losses determinedare determined by Manning's equation.  Entrance and exit losses.
 Tail-water impacts.
 Entrance control headwater.

For each length of pipe, the hydraulic grade line (hgl) at the pipe entrance and exit shall be determined assuming both inlet control and outlet control. The more restrictive shall control. The storm drain system shall be designed to meet the following conditions:
 1. The hydraulic grade line shall be a minimum of 0.50 feet below the elevation of inlet grates and
manhole covers of all structures for a design storm
of 25 years. Said gradient shall be shown on the
profile for storm drain systems.
 2. Minimum pipe diameter allowable on any public storm drain shall be 18 inches.
 3. Storm drain systems shall be designed for the 25-year storm. In a sump condition a secondary overland
flow path shall be included documented such that
during the 100-year storm, all buildings or first floor elevations shall be at least one foot (1'1') above the 100-year storm (in non-FEMA flood zone areas). Secondary overland flow paths are subject to approval by the City Engineer.
 4. Street capacity shall be defined as the 10-year storm confined allowed to betweenspread between the crown of the street and the top of curb for single lane roads, between the number curb and number two lane on multi-lane roads and from the edge of traveled way (etw) to crown or number two lane. Where the street capacity is exceeded at either the etw, curb, or the crown, or number two lane a storm draindrain, or other approved facility shall be provided to convey the excess flows. In all cases, the 100-year storm shall be contained within the right-of-way.

Cross culvert design shall be determined on the basis of a twenty-five year storm with no head. The hydraulic entrance condition shall be such that the 25-year discharge will have the specified freeboard in the upstream channel or waterway and that the 100-year discharge will be contained within the banks of the upstream waterway or drainage easement. The entrance to the closed conduit minor waterway may be submerged provided that the above criteria are satisfied. The invert elevation of the closed conduit entrance shall not be set lower than the natural flowline of the waterway or open channel flowing into it.

Attachment 1

Attachment 1

3. Open Channels
Open channels shall be designed based on Manning's equation. The impacts of culverts, bridges or other structures affecting the hydraulic performance of the channel shall be considered as appropriate.

The City Engineer may require more complete analysis if he/she determines conditions merit a more thorough study. This additional analysis may include determination of the water surface profile, analysis of critical sections, and analysis of erosion and/or sedimentation.

Maximum velocity for channels flowing full shall be limited to preclude erosion. Freeboard of at least one foot based on 25-year volumes flow-rate shall be provided for all channels. Lining treatments shall extend to the full height of freeboard. The 100-year discharge shall be contained within the banks or within the easement established for the channel. For natural waterways, the design flow may be allowed in the natural overflow area.

4. Drainage Structures
a. Manholes. 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 Department. All manholes shall conform to the following requirements:
1). Any pipes placed at a grade of 1-percent or flatter, shall have manholes provided every 200-feet. Pipes at a grade of greater than 1-percent shall follow the criteria in #2 and #3 below.
2). Manholes shall be located at junction points, changes in gradient and changes in pipe size. On curved pipes with radii of 200-feet to 400-feet, manholes shall be placed at the BC or EC of the curve and on 300-foot maximum intervals along the curve for pipes of 24-inches and less in diameter, and 500-feet maximum intervals along the curve for pipes greater than 24-inches in diameter. Curves with radii less than 200-feet 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-feet along a tangent alignment for pipes 24-inches or less in diameter and 600-feet along a tangent alignment for pipes greater than 24-inches in diameter, except under special approved conditions. The spacing of manholes shall be nearly equal wherever possible.
4). All manholes shall have standard 24-inch diameter manhole covers. No manholes shall be allowed in roadway gutter or flowlines. Maintenance access points in roadway gutter or flowlines shall be standard drainage inlets with bicycle-proof grates.

Attachment 1

b. Catch Basin. Catch basins shall be in accordance with the types shown on D-1 series Standard Drawings, or approved equivalent “precast” products, or other approved special inlets. Catch basins without a curb opening inlet shall not be used in urban areas. Curb face only drainage inlets are required when the inlet is located next to a bike lane. Curb face inlet openings shall be appropriately sized to handle design flows. Refer to the State Standard Specifications for extended curb opening inlets. All inlets shall conform to the following requirements:
1). The capacity and spacing of drainage inlets shall be such that the spread of water in a Primary Design Storm does not inundate the traveled way (which includes all through lanes and center turning lanes but does not include bike lanes or right-turn-only lanes) as follows:
a) For roads with design speeds less than 45 mph, the spread encroachment on the traveled way shall not be greater than 1/2 the outside through lane width.
a)b) For roads with design speeds greater than or equal to 45 mph, the spread shall not encroach on the traveled way at all. Any inundation shall be limited to the area outside the traveled way as defined above.
c) Where there is a potential for ponding at sag vertical curves (or other locations), pavement drainage shall be checked for a Secondary Design Storm. The spread encroachment shall comply with the requirements above.
2). Sufficient drainage capacity shall be provided within the road Right-ofWay and other drainage facilities to convey a 100-year storm without damage to any structures.
3). No more than 1.0 cubic feet per second (cfs) shall be allowed to “bypass” a midblock inlet. No more than 0.3 cfs shall be allowed to go around a curb return at an intersection.
4). Sheet flow across a road shall not exceed 0.1 cfs.
5). All “at-grade” grates shall be adequate for State of California HS-20 traffic loading and shall be “bicycle-proof”.
6). Storm Drain Markers. All catch basins or inlets that have been installed, replaced, or modified and that convey storm water to a basin, creek, waterway or ocean shall have a storm drain marker installed per Standard Drawing M-6. Markers can be purchased from the Department.
c. Junction Boxes. Junction boxes shall be constructed of reinforced Portland cement concrete which complies with the compressive strength requirements provided in Appendix C or fabricated from reinforced concrete pipe sections where size limitations permit. All junction boxes shall conform to the following requirements:

Attachment 1

1). Minimum wall thickness for poured-in-place reinforced concrete junction boxes shall be 6-inches, 8-inches when invert is in excess of 6-feet. 2). The inside dimensiondimensions of junction boxes shall be such as to provide a minimum of 3-inches clearance on the outside diameter of the largest outfall pipe.
1).3). All manholes shall have the standard 24-inch manhole cover (Phoenix P1090, Pinkerton A640, or approved equal).
d. Other Structures. The following requirements shall apply to other drainage structures, as noted:
1). All headwalls, wingwalls, and endwallsend walls shall be of reinforced Portland cement concrete which complies with the compressive strength requirements found in Appendix Cthe State Standard Specifications. 2). All headwalls, wingwalls, and end walls shall be considered individually and shall be designed in accordance with the State Standard Specifications unless approved otherwise by the Departmentthe City Engineer.
3). Trash racks shall be provided where, in the opinion of the DepartmentCity Engineer, they are necessary to prevent clogging of culverts and storm drains or to provide safety to the general public. 4). Guardrail or pedestrian/worker railings may baere required by the Department at culverts, headwalls, box culverts, and on steep sideslopes (3:1) or when the drop exceeds 18 inches. When so required, the railing shall be installed in accordance with State Standard Specifications and CBC.
5). For reinforced concrete box culverts and structural plate arch culverts, all materials, designs, and construction shall conform to the provisions of the State Standard Specifications unless approved otherwise by the Department.

5. Flood Control Basins
Surface and Subsurface flood control basins designed for retention or detention are permitted in the City. The Engineering DepartmentCity Engineer must approve the type of basin used based on the downstream hydrology for each development site, physical site and historic conditions, and City policies. In all cases, the Engineer of Record shall provide evidence that the basin will completely drain within seven (7) days to the satisfaction of the Department.

Infiltration testing results used to show compliance must only include the vertical component of the infiltration unless otherwise approved by the City Engineer.

If a basin is determined to be required to serve a particular subdivision or land development project which was not evaluated during the application phase of the project, then the Developer shall consult with the DepartmentCity Engineer Attachment 1

to determine if a grading permit or land use permit is required for the construction of the basin. If a permit is required, a copy must be submitted to the Department prior to approval of the plans.
a. Retention Basin. Any flood control basin which is used as a terminal disposal facility shall be classified as a retention basin. 1). Basin Capacity. Storm water retention for flood control purposes shall be applied as determined by the design engineerProject Engineer; typically, where downstream conditions are constrained, and properties are threatened or have been flooded in conditions existing prior to upstream development. Criteria for the design of retention basins may be reviewed on a case-by-case basis. Typically, the volume of storage for flood control purposes is based upon the post-development 100- year, 24-hour storm event.
2). Inlet Structure. The inlet structure shall be designed to meet the requirements of Catch Basins Section 4B
3). Infiltration Test Required. A minimum of three (3) infiltration tests per basin shall be submitted for approval prior to construction to determine that the basin will be able to drain within the 7-day standard noted above b. Detention Basin. Any flood control basin which has a downstream outlet designed to meter the outflow shall be classified as a detention basin. Basin capacity shall be based on receiving the runoff from a 50100-year storm with the watershed in its fully-developed condition and releasing the flow equivalent to the runoff from a 2-year storm with the project site in its predevelopment condition. The outlet shall release water in a non-erosive mannerby matching the historical hydrograph of flows leaving the previously undeveloped land under consideration.
a.c. Surface Basins. Surface basins, which are typically earthen, may be used for either retention or detention of site runoff, and are classified as either deep or shalloww.
1). Deep Basins. The depth to the overflow point is greater than 2-feet. Max side slope of 3:1.
2). Shallow Basins. The depth to the overflow point is 2-feet or less. Max side slope of 3:1 without fencing.
3). Bioretention Basins. The depth to the overflow point is 6-inches or less.

Bioretention basins shall be designed according to “Stormwater Requirements for New Construction” (see DepartmentCity website). A minimum of three (3) infiltration tests per basin shall be submitted to the DepartmentCity Engineer for approval prior to construction.

Attachment 1

d. Subsurface Basins. Subsurface basins may be used for either retention or detention of site runoff, where their application is suitable for project conditions. Subsurface systems include dry wells, bored wells, and any subsurface infiltration system (manufactured chambers) used to enhance infiltration capabilities or used to comply with City ordinances, standards, or policy.

Subsurface drainages systems must comply with the following:
1). May need to be registered with US EPA’s Region 9 Office as a Class V injection well. Designs that meet the definition must submit proof of registration with US EPA.

2). Be designed, constructed, and maintained in a manner that will not endanger Underground Sources of Drinking Water (USDW).

1).3). Design Criteria. The City Engineer will review all development plans proposing subsurface stormwater systems based on the following criteria:
a) Not permitted on project sites having an elevated risk of releasing contaminants (spills), such as vehicle repair, or fueling stations; facilities that store, transfer, or generate hazardous materials; auto part recycling facilities; and sites with a history of spills or illegal dumping.
b) Must incorporate pre-treatment devices to isolate and contain trash, solids, TSS, oil, and grease.
c) Must incorporate appropriately labeled inspection and maintenance access ports, labeled “STORM”.
d) Must include an operation and maintenance manual and schedule. e) Must include additional storage volume equal to 20-percent of the maximum storage depth.
a)f)Must submit a soils report that substantiates:
i. Soil infiltration rate. Percolation rate testing may be performed; however, results shall be converted to soil infiltration rates. Soil percolation rate:

Attachment 1

ii. Soil Type – Not suitable in soils with >30% clay or >40% silt content.
iii. Depth to seasonally high-water table.
iv. Must conform to the following minimum setback requirements:
2 Additional setback requirements per Section 1804 of the CBC 3 State of CA Waterworks Standards, Title 22, Chapter 16, Section 64572. v. dd
vi. Must address other design considerations including:
 Surface (vehicle) loading characteristics.
 Distance to building foundations and basements.
 Maintenance practicality considering access, access ports, and landscaping.
 Lateral clearances to wells and septic
 Dry well separation between wells (center to center): 100 feet recommended.
 Dry well penetration: 10-feet minimum into permeable
porous soils recommended.
 Dry well surface inlet: 3-inch minimum above bottom of retention basin recommended if located within basin.
4). Materials.
a) Storage Chambers. Must be fully perforated (by the manufacturer) HDPE or HP storm pipe with a minimum diameter of 18-inches and a maximum diameter of 60-inches. Larger diameter pipes or infiltration chamber systems may be used with approval from the DepartmentCity Engineer. Storage chambers shall meet the requirements of this Section and AASHTO Section 12 (including Load and Resistance Factor Design - LRFD - requirements). b) Drain Rock. Drain rock shall be Class 2 permeable material conforming to the State Standard Special Provisions and consist of hard durable clean gravel or crushed stone free from organic material, clay, or other deleterious substances. In the absence of Attachment 1

laboratory tests, the Project Engineer may assume a "void ratio" not to exceed 40-percent of the volume of the drain rock backfill in the computation of the storage volume of the subsurface basin. c) Geotextiles. Filter fabric shall comply with the requirements of AASHTO M288, Class 2 non-woven, or as specified by the
manufacturer.
5). Operational Requirements.

Include provisions and maintenance schedule for pretreatment facility, including:
a) Maintenance plan, including provisions for vehicular access and confined-space entry safety requirements, where applicable. b) Overflow path (see 5.Ff), including easements as required. c) Freeboard (see 5.Hh) – may be included in parking areas per the requirements of 5.Kk.
e. Easement Requirements. Drainage facilities must be located in a public street right-of-way or within a public drainage easement. Easements for closed conduits shall be a minimum width of twenty feet (20). Easements for open channels shall have sufficient width to contain the channel with a minimum ten-foot (10) setback to side slopes and a fifteen (15) foot wide service road on at least one side. Drainage easements shall be reviewed and approved by the engineering department to ensure that public dedicated easements are always accessible.
f. Overflow Path Required. The design of all drainage basins shall identify the designated route for overflow. The Project Engineer shall design the overflow path so that the flow in a 100-year storm is non-erosive and will not damage downstream improvements, including other basins. Easements will be required for concentrated flows onto private properties. g. Fencing Requirements. Shallow Basins, bioretention basins, and subsurface basins are not required to be fenced if side slopes are less than 3:1. All deep basins must be fenced according to the specifications found in the Materials section below.
e.h. Surface Basin Freeboard Requirements. All basins shall be designed to provide “freeboard,” measured from the design water surface to the lowest-elevation (the “overflow point”) at which the basin would overflow during a greater-than-design storm. This overflow point may be a location on the basin perimeter, a point outside the basin perimeter if the location is a natural sump, or the flowline of the inlet structure for gutter flow entering the basin. An overflow path shall be identified as required in 5F. The amount of freeboard to be provided under design-storm conditions is as follows:

Attachment 1

1) Deep basins require 1-foot of freeboard above the design-storm water surface elevation.
2) Shallow basins require freeboard equal to 15-percent of their design depth.
3) Bioretention basins freeboard to comply with Stormwater Technical Guide.
i. Bench Requirements. All drainage basins shall provide a bench around the perimeter to provide for maintenance, as follows:
1) Deep basins shall provide a bench 5-feet wide between the fence and the top of the basin side slope.
2) Shallow basins shall provide a bench 5-feet wide between the easement line and the top of the basin side slope.
j. Maintenance Requirements. Perpetual maintenance of all drainage basins shall be the responsibility of the Developer and subsequent owner(s) unless the maintenance responsibility is accepted by a public entity or a property owners’ association.
f.k. Parking Areas. Parking areas may be used to store partpart, or all of the volume required to be retained or detained, subject to the following criteria:
1) The maximum depth of inundation in the design storm shall be 6-inches. 2) No more than 75-percent of the parking area shall be inundated in the Primary Design Storm. ADA parking shall not be inundated in the Primary Design Storm.

6. Design Criteria for Porous Pavements
The following minimum design criteria must be followed where porous pavements are used as a site design measure for PR1 projects, or a self-retaining area for PR2 and PR3 projects.
 No erodible areas drain on to permeable pavement.
 Subgrade compaction is minimal.
 Reservoir base course is of open-graded crushed stone. Base depth (3" or more) is adequate to retain rainfall and support design loads (more depth may be required).
 No subdrain is included or, if a subdrain is included, outlet elevation is a minimum of 3 inches above bottom of base course.  Subgrade is level and slopes are not so steep that subgrade is prone to erosion.
 Rigid edge is provided to retain granular pavements and unit pavers.

Attachment 1

 Solid unit pavers, if used, are set in sand or gravel with minimum 3/8 inch3/8-inch gaps between the pavers. Joints are filled with an open-graded aggregate free of fines.
 Permeable concrete or porous asphalt, if used, are installed by industry-certified professionals according to the vendor’s recommendations.
 Selection and location of pavements incorporates Americans with Disabilities Act requirements (if applicable), site aesthetics, and uses. 
7. Storm Drain Alignment Criteria
Storm drain lines shall be parallel with street centerlines to the best extent practical and typically twelve feet southerly or easterly of the centerline (Standard Detail U-1). Storm drain lines thatlines that encounter circumstances that don’t allow parallel installation need to be reviewed and approved by the engineering department.

Maximum spacing for manholes shall be 500 feet. Manholes shall be located at junction points, changes in gradient and changes in conduit size. The alignment between any two manholes may consist of one curve and one tangent section. A manhole must be placed at the beginning or end of any curve. Reverse curves are not acceptable between manholes. Curve radii shall conform to pipe manufactures recommendations. All manholes must be located in areas accessible for maintenance.

V-2. MATERIALS
Closed Conduits shall be high density polyethylene (HDPE) with water tightwatertight couplings or, reinforced concrete pipe (RCP). Other pipe materials such as, or hot-dipped galvanized Corrugated Metal Pipe (CMP) can only be used with approval of the City Engineer.

Standard pre-cast concrete manholes shall be typical (Standard Detail D-2). Special designs of manholes or junction boxes shall be approved by the City Engineer.

Open conduits may be natural watercourses, earthen channels, or channels lined with materials such as:

E. Native grass which forms a thick, dense sod without irrigation; F. Turf reinforcement mats, erosion control blankets, or geotextile materials. Such material may be interplanted with vegetation;
G.Rock slope protection in accordance with Caltrans specifications; H.Bioengineering methods recommended in Natural Resource Conservation Service’s Streambank Soil Bioengineering Field Guide for Low Precipitation Areas;
Attachment 1

Drain inlets shall conform to Standard Detail D-1. Grates shall be adequate for AASHTO's HS-20 traffic loading and shall be double dipped hot galvanized or approved equal.

All headwalls, wing-walls, and end-walls shall be constructed of Class “A” reinforced Portland cement concrete. Trash racks shall be provided where necessary to prevent clogging of culverts and storm drains.

Attachment 1

V-3. CONSTRUCTION STANDARDS
A. General
Excavation, pipeline placement and backfill shall conform to Section VI-3 of these specifications for sanitary sewers.

Concrete structures shall be placed in accordance with these Standards and Specifications and shall conform to the requirements of Section 51 of Caltrans Standard Specifications.

Attachment 1

SECTION VI

SANITARY SEWERS
VI-1. DESIGN STANDARDS
Sewer collection lines and appurtenant structures within the jurisdiction of City of Paso Robles shall be constructed by a California A-Licensed Contractor in accordance with plans prepared by a Professional Civil Engineer, consistent with these specifications and as approved by the City Engineer.

A. Design Flow
Typically, the minimum size sewer pipe shall be not less than 8 inches inside diameter.

Six inchSix-inch diameter pipe may be used on terminal branch lines, less than 200 feet in length.

An average flow of 100 220 gallons per person dwelling unit per day, based on the 2019 Wastewater Master Plan, for residential developments shall be used for sewer system design purposes. , with the pPeak flow flowrates shall be double the average flowrate used. Sewer Pipes shall be sized to handle peak flows with pipe flowing half full. Commercial and Industrial?
Sizing of pipes shall include consideration of the ultimate upstream development in accordance with density established in the Land Use Element of the General Plan, the City Sewer Master Plan or as determined by the City Engineer.

B. Sewer Pipe Sizing

Sizing of sewer pipes must include consideration of the ultimate upstream development in accordance with density established in the Land Use Element of the General Plan, the City’s latest Sewer Wastewater Collection System Master Plan, or as determined by the City Engineer.

The minimum size sewer pipe shall be eight (8) inches inside diameter. Six-inch diameter pipe may be used on terminal branch lines, less than 200 feet in length, but must be approved by the City Engineer through the design exception process outlined in Section II.

C. Gradient
The following table indicates the minimum slopes acceptable for the design of sewer lines pipes in the City of Paso Robles. Lesser slopes may be approved by the City Engineer where topographic features preclude the use of the table below. (It is not acceptable practice to increase pipe sizes for the purpose of reducing the slope criteria to meet minimum standards without regard to the volume of flow. Scouring velocity must be maintained. See minimum flow ratespipe slopes below).

Diameter Slope in Feet/Foot (Minimum Acceptable)
Attachment 1

4” 0.02 (Private Residential Laterals Only)
6” 0.010 (Special Permission or Commercial/Industrial
laterals)0
8" 0..0050
10" 0.0025
12" 0.0020
>12” Refer to Table 4-1, 2019 Wastewaer Master Plan
Special provisions for erosion protection shall be provided where design velocities for sanitary sewer pipelines exceed ten feet per second at average daily flow. Where sufficient flow exists, design velocities should must equal or exceed two feet per second. The maximum design discharge rate shall not exceed the critical flow rate.

Sanitary sewer pipe should must not be designed for flow conditions at critical slope and velocity.

To assist in the protection of health and property, a backflow valve or overflow device shall be installed in the sewer serving any building where the lowest floor elevSation (containing plumbing fixtures) will be less than one foot above the rim of the upstream manhole or flushing inlet.

When an overflow device is installed, the elevation of discharge of said installation shall be at least one foot below the lowest floor elevation containing a plumbing fixture system, building sewer or sewer lateral and may include a back-up check valve wherever and whenever the city may deem advisable.

DC. Location
All sanitary sewer mains shall must be located in public streets. In new streets the sewer main shall be typically located six feet south or east of the centerline of the right-of-way.

Where a public road is not available Aa sewer main may be located in an easement specifically dedicated to the City for the purposes of construction, operation and maintenance of a sanitary sewer main when a public road is not available. The minimum width of the easement shall be 20 feet. A minimum 12-foot wide all weather aggregate base access road must be provided in the easement. The access road shall be designed to support 60,000 lbs.

No sanitary sewer shall be located within fifty feet of a City owned water well. Pressure and gravity sewers shall be separated as shown on Standard Detail U-1.

Sanitary sewer design must conform to special construction requirements as outlined by the California State Water Resources Control Board’s “Separation of Water Mains Attachment 1

and Non-potable Pipelines – Requests for Alternatives to the Waterworks Standards” memo. A State waiver is required Wwhereen sewer mains are or will be constructed closer than ten feet parallel to a water line or service, crossing above water lines and water appurtenances, do not meet other City minimum separation requirement, or any other special situation as determined by the City Engineer or Utility Directorin close proximity to water mains the design of these lines shall conform to special construction requirements as outlined by the State Department of Health Services in their “Criteria for the Separation of Water Mains and Sanitary Sewers”. Replacement of sewer laterals that do not meet the State and City’s separation requirements are subject to the requirements of the aforementioned memo. This design criteria is outlined on City Standard Detail F-6.

DE. Horizontal Alignment
Sewer pipelines shall typically be designed in straight alignments between manholes.

Curved sewer lines will be allowed where the minimum radius conforms to the pipe manufacturers recommendations. In no case shall the radius be less than 240 200 feet.

The alignment between any two manholes may consist of one curve and one tangent section. A manhole must be placed at the beginning or end of any curve. Reverse curves are not allowed between manholes.

EF. Depth
The minimum design depth of a sanitary sewer system shall be six (6) feet to top of pipe. It is desirable to obtain a cover of 48 inchesfour (4) feet for the service lateral at the property line. Under topographic constraints, lesser depths may be approved by the City Engineer through the Design Exception process. See Section II. The maximum depth of any sewer line shall be sixteen (16) feet. The City Engineer may approve deeper sewers on a case-by-case basis through the design exception process. However, sewers deeper than sixteen (16) feet will generally not be approved if solely proposed to allow gravity flow from residences. Onsite pumps must be used when gravity flow is not possible with standard design.

FG. Manholes
Maximum spacing for manholes shall be 500 feet, except when approved by the City Engineer on a case by case basis. Manholes shall be designed and constructed in accordance with Standard Detail F-1.

Drop manholes may be constructed in accordance with Standard Detail F-2 where the vertical distance between incoming and discharge sides of the manhole exceeds 24 inches.

Attachment 1

Where a sewer pipe flows straight through a manhole, the difference in elevation between the inverts of the inlet pipe and outlet pipe shall be no less than 0.1 foot.

Where the sewage flow makes a ninety (90) degree turn within the manhole, the difference in elevation between the inverts of the inlet pipe and outlet pipe shall be no less than 0.2 feet.

GH. Sewer Clean-out
A clean-out may be used in lieu of a manhole on any branch line with a length of 200 feet or less in residential areas. Cleanouts on branch lines serving commercial or industrial areas will be allowed only on approval of the City Engineer. Any branch line more than 200 feet in length shall have a manhole at the end.

HI. Private Laterals
Each private property shall have its own separate and distinct sanitary sewer lateral connection to the City main. All sewer laterals must be connected downstream of a sewer manhole or sewer clean-out. In no case shall a sewer lateral be connected directly to a sewer manhole.

In all new subdivision work, the house service laterals 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. The lateral shall be placed a minimum of five (5) feet from any property line and ten (10) feet from any water service. A “S” symbol shall be stamped into the curb at the lateral’s location.

The minimum size of a residential lateral shall be four (4) inches (4”) inside diameter. Laterals larger than four inches shall be sized in accordance with Uniform Plumbing Code requirements.

All Commercial commercial laterals shall be a minimum of six (6) inches (6") inside diameter. Laterals greater than six inches shall be connected to the main with a manhole.

When existing sewer laterals are replaced, if the lateral crosses a City water line, the crossing location must be potholed to determine the vertical separation between the lateral pipe and water pipe, beforepipe before any further excavation or trenchless work is completed. The City Engineer must be notified at least 48- hours prior to the potholing and the City Engineering Inspector must observe the open pothole. If the sewer lateral crossing the water line has less than 12 inches of vertical separation from the water pipe (outer wall to outer wall), trenchless installation methods such as pipe reaming may not be permitted and/or special construction may be required to meet State Water Resources Control Board requirements.

J. Sewage Lift Stations and Force Mains
Attachment 1

Sewage lift stations are discouraged and will only be allowed by permission of the City Engineer if no feasible alternative is available. If the proposed design of a new or expanded sanitary sewer system may includes a sewage lift station and force main, the following data shall be submitted for review and tentative approval before plans are submitted:

1. Documentation showing that a gravity sewer extension is not feasible or has a higher life-cycle cost than a sewage lift station. Analysis of the life-cycle cost of the sewage lift station shall include the cost of all manpower, electricity, and other inputs required to operate and maintain the lift station for perpetuity.

2. Average and peak wastewater flows anticipated to and through the lift station.

Lift stations shall be sized to be compatible with ultimate development in the sewer tributary area. The submittal shall include calculations of the wet well size, pump size, force main diameter, and velocity of flow in the force main pipe.

3. Plot plan showing the dimensions of the lift station site and its location with respect to homes or other structures. Minimum distance from a lift station to any residence shall be fifty (50) feet.

If based on the above information the City Engineer determines a sewage lift station is permissible, the design of the lift station must meet all ofall the following requirements outlined below. These requirements apply regardless of whether the lift station will be dedicated to the City or will be privately owned, and operated, and maintained. Project Engineers may propose design exceptions through the Design Exception process outlined in Section II. Design exceptions for convenience, package lift stations, or material shortages will not likely be granted.

1. The capacity of the wet-well shall have a minimum two-hour peak flow storage capacity.

2. The wet-well shall be constructed of polymer concrete such as Armorock to be resistant to damage by sewer gas.

3. If a new project or subdivision is phased such that sizing of the wet well results in sewage being held in the wet well for more than eight hours between pump cycles, the lift station shall include features to control septicity and/or release of odorous sewer gas.

4. A minimum of two active pumps are required for redundancy and peak flow capacity.

5. Pumps must have screw-type impellers capable of passing rags, such as Hidrostal, ShinMaywa, or approved equal.

Attachment 1

6. Pump rails and discharge piping within the wet well must be constructed of Type 316 or better stainless steel to resist damage by sewer gas. The lift station hatch shall consist of Type 316 stainless construction or better.

7. Each discharge pipe shall be equipped with a check valve and gate valves.

These valves and all transition piping from the discharge piping to the force main pipe shall be contained in a concrete vault separate from the lift station wet well. This vault shall also contain an extra pipe with valves and a camlock fitting to facilitate a temporary pumping system if a future bypass of the wet well or pumps should become necessary.

8. Pumps and force main piping must be sized to achieve a minimum cleaning velocity of two feet per second and maximum flow velocity of 10 feet per second.

9. Force main pipe material shall be either C-900 PVC with restrained joints, fused HDPE, or an equal material approved by the City Engineer.

10. The manhole at the discharge end of the force main must be constructed of polymer concrete such as Armorock.

11. The lift station must include a control and alarm system of a type and quality that will easily integrate into the City-wide radio telemetry network (SCADA) or the private operator’s equivalent system. The control and alarm system must be equipped with a battery-powered uninterruptible power supply. The system shall be housed in a stainless steelstainless-steel enclosure with a small air conditioner or other provisions to protect all electronics from excessive heat.

12. The lift station shall be equipped with a permanent standby generator and automatic transfer switch. The generator shall have enough capacity to power both pumps operating simultaneously. The generator shall be fueled by natural gas. Propane may be approved if a natural gas supply is not available.

13. The lift station must have a water service (spigot) to facilitate wet well maintenance. The water service shall be equipped with a backflow prevention device.

14. The lift station may not include any bypasses that would allow wastewater to enter any drainageway, stream or watercourse.

15. Private lift stations will be required to have a funding and maintenance agreement to address long-term operation and demonstrate that contracts or other mechanisms are in place for ongoing operation and maintenance.

Attachment 1

Sewage lift stations are to be discouraged and allowed only by permission of the City Engineer when no feasible gravity alternative is available. Lift stations shall be sized to be compatible with ultimate development. Whenever the design of a sanitary sewerage system includes the necessity of a sewage lift station and a force main, the following data shall be submitted for tentative approval before plans are submitted:

Special structures, such as pump stations, pressure lines and sags, etc., shall require special considerations and approval by the Engineer.

Whenever the design of a sanitary sewerage system includes the necessity of a sewage lift station and a force main, the following data shall be submitted for tentative approval before plans are submitted:

Sewage Lift Station – Minimum distance from a lift station to any residence shall be 50 feet (15.24m) 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 design computations for the pumps, the type to be used, and a plot plan showing the dimensions of the site and its location with respect to homes or other structures shall be submitted for approval. Pumps must have screwtype impellers capable of passing rags (Hidrostal or approved equal).

An alarm system, which meets the approval of the Engineer, shall be provided on all sewage lift stations. Said system shall be of a type and quality that will easily integrate into a city-wide radio telemetry hour (2he) peak flow storage capacity. A built-in automatically activation auxiliary electrical power generator unit and transfer switch shall be provided.

Force Mains – the size and type of pipe to be used and a tentative alignment shall be submitted. Refer to Materials section below for force main materials.

VI-2. MATERIALS
A. Pipe
All sanitary sewer PVC pipe must meet ASTM Standard 3034/SDR 35 for typical opentrench-installation. . SSewers deeper than twelve (12) feet below ground surface must be pressure-rated (Class 16550) green C900 PVC pipe. . For trenchless sewers, fused HDPE SDR 17 C900 PVC pipe with Certa-Lok restraints, or City Engineer approved equivalent, material shall be used. Fused SDR 17 HPDE may be used for sewage force mains. IPipe used in construction of force mains shall be PVC Class 150 C900, or another pipe approved by the City Engineer. Deep sewer pipes over Attachment 1

twelve (12) feet in depth require special pipe consisting of lock gasketed pipe.

Insulated solid core, green, AWG 12 locator wire must be installed and securely taped to the top of all new force main pipes and curved gravity sewer pipes and terminated at inside surface of manhole, near top of manway.. All locator wire connections are to be made with water/weather tight connectorsTracer wire shall be included with force main pipe. Gravity and pressure sewers shall be completely colored green een pipe shall be used to distinguish the sewer force main from a typical pipe from other utility pipes and conduits.

B. Manholes
Manholes shall be watertight structures constructed by placing precast concrete sections on a pre-cast concrete base. Minimum manhole diameter for sewers less than 16 feet deep or 12 inch in diameter is forty-eight (48) inches. Sewers over 16’ feet deep or for sewer pipe 12 inches diameter and larger require sixty (60) inch manholes. Sewers deeper than sixteen (16) feet must be approved through the design exception process outlined in Section II.

Where sewer mains are 12-inch diameter or larger, or Wwhere force mains discharge into a manhole, the pre-cast manhole sections must be made of polymer concrete (Armorock or approved equal), to resist damage by corrosive sewer gases. Minimum manhole size for these applications is sixty (60) inches. the inside wall of the manhole must be lined with a minimum 125 mils of Type B Polyurethane coating (Sancon 100 or approved equal). Force mains must discharge into one twenty (20) foot long stick of gravity sewer pipe leading into the manhole, so that turbulence is reduced prior to the flow reaching the manhole.

VI-3. CONSTRUCTION STANDARDS
A. Excavation for Sewers
Unless otherwise specified, the excavation for sewer pipe shall be an open trench, excavated to six inches below the bottom of the pipe. This undercutting shall be refilled with suitable bedding material as specified in VI-3.D, below.

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 until in the opinion of the observing Geotechnical Engineer, a suitable bottom condition is achieved. If such treatment does not provide a proper foundationbottom condition, the unsuitable material shall be removed and the Geotechnical Engineer shall provide an alternative design. to a depth determined by the Geotechnical Engineer.

Attachment 1