deh 5th edition 6-23-11

City of La Quinta Public Works Department

Development Engineering Handbook (DEH)

5th Edition – June 23, 2011

Timothy R. Jonasson, P.E.Public Works Director/City Engineer

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Development Engineering Handbook 5th Edition

TABLE OF CONTENTS

Topic Page

Public Works Mission Statement 1 1.0. Overview 2

1.1 Purpose Statement 2 1.2 Development Engineering Protocols 2 1.3 Development Services Division Organization 3 1.4 Development Services Division Responsibilities 3 1.5 Second Opinion Program 4

2.0 Entitlement Processing 4 2.1 Preliminary Review 4 2.2 CEQA Compliance 4-55 2.3 Pre-Entitlement Review & Conditions of Approval 5-6 2.4 Lot Line Adjustments 6 2.5 Conditional Use Permits (CUP), Specific Plan (SP), 6-7

Village Use Permit (VUP), Site Development Permit (SDP), and Tentative Tract Map (TTM)

2.6 Tentative Parcel Map Processing 7-8 2.7 Tentative Tract Map Processing 8-9 2.8 Final Tract and Parcel Map Procedures 9-10 2.9 Securities 10-12 2.10 Subdivision Improvement Agreements (SIA) 12-13

3.0 Plan Checking Procedures 13 3.1 Submittals and Reviews 13 3.2 Grading Plans (Mass, Rough, Precise) 13-14 3.3 Storm Drain, Street, Signing/Striping, Traffic Signal, 14

Erosion Control (SWPPP & PM10), WQMP Plan Revisions 3.4 Application of Design Criteria and Standards 14-15 3.5 Improvement Plans 15 3.6 Traffic Signing & Striping Plans 15

4.0 Other Related Processes 15 4.1 Right-of-Way Vacation 15 4.2 Right-of-Way & Other Easement Dedications 16 4.3 Public Works Department Release for Building Permit (Green Sheet) 16 4.4 Developer Impact Fee (DIF) / Reimbursement Agreements 16 4.5 Encroachment Permits 16 4.6 Median, On-Site and Parkway Landscaping and/or Perimeter Wall 16

Plan Check Process 4.7 Conditions Covenants & Restrictions (CC&R’s) 16 4.8 Reduction of Bonds 16-17 4.9 Release of Bonds/Deposits 17 4.10 Final Acceptance Procedures 17 4.11 Extension of a Subdivision Improvement Agreement (SIA) 17

5.0 Construction Inspection and Certification Procedures 17

5.1 Requests for Inspection 17

6.0 Schedule of Fees 18 • Plan Check Fees 18 • Development Fees 18 • Inspection Fees 18 • Other Permit Service Fees 18

Figures Page 1. Public Works Dept. & Development Services Division Organizational Charts 19-20 2. Second Opinion Request Form 21 3. Flow Chart Planning Dept. Entitlement Application Completeness Review Process 22 4. Flow Chart Minor Use Permit (MUP), Conditional Use Permit (CUP),

Village Use Permit (VUP) and Tentative Tract Map (TTM) entitlement processes 23 5. Flow Chart Final Map Process 24 6. Flow Chart Development Plan Check Process 25 7. Flow Chart Right-of-Way/Street Vacation Process 26 8. Flow Chart Clearance for Building Permit Release (Custom Home Green Sheet) 27 9. Flow Chart Clearance for Building Permit Release (Tract Home Green Sheet) 28 10. Flow Chart Clearance for Building Permit Release (Commercial & Other Green Sheet) 29 11. Flow Chart Reimbursement Agreement Process 30 12. Flow Chart Encroachment Permit Process 31 13. Public Works Fees 32 14. Flow Chart Reduction of Bonds Procedure 33 15. Flow Chart Release of Bonds/Deposit Procedure 34 16. Flow Chart Final Acceptance Procedure 35 17. Flow Chart Extension of SIA Procedure 36 18. Flow Chart Traffic Signal, Signing & Striping Plans 37 Engineering Bulletins (EBs) Page 1. EB #97-04 Indemnification & Insurance Requirements for Encroachment Permits 38-40 2. EB #97-06 Filing Final Maps & Parcel Maps for City Council Approval 41 3. EB #98-07 Transverse Trench, Longitudinal Trench, and Rectangular Street Cut Backfill 42-57 and Pavement Restoration Requirements 4. EB #99-07 Allowable Construction Tolerance for Building Pad Elevations 58-59 5. EB #04-09 Grading Bonds 60-61 6. EB #04-10 Major Encroachment Permit Fee Calculation 62 7. EB #05-11 Final Parcel & Tract Map Approval Policy – Improvement Plan Completion 63 & Park Dedications/Fee Payments 8. EB #06-13 Traffic Study Guidelines 64-82 9. EB #06-15 Underground Retention Basin Design Requirements 83-85 10. EB #06-16 Hydrology and Hydraulic Report Criteria for Storm Drain 86-102 Systems 11. EB #07-01 Policy for Bonding for On-Site Improvements 103 12. EB #08-02 Policy for Expiration of Improvement Plan Checks 104 13. EB #08-03 Policy for Expiration of Improvement Plans 105-106 14. EB #09-01 Policy for Submittal of Record Drawings for Project Closeout 107-108 15. EB #09-02 Securities for Permits and Maps 109-110 16. EB #09-03 Technical Memo. with Respect to Collapsible Soils for Geotechnical Reports 111-119 16. EB #10-01 Intersection Sight Distance Guidelines 120-122

Plan Check Checklists Page

ADA Checklist 123-127

Commercial Precise Grading Plan Review Checklist 128-133

Final Tract or Parcel Map Review Checklist 134

General Sheet Requirements Checklist 135

Lot Line Adjustment Checklist 136

Meandering & Straight Sidewalk, Multipurpose Trail & 137-138 Golf Cart w/ Sidewalk Plan Review Checklist

Median Landscape (City R/W) Checklist 139-140

Mylar Revision Plan Review Checklist 141

PM-10 1 Acre Checklist 142-143

Rough Grading Plan Review Checklist 144-147

Sewer Review Checklist (Private) 148-149

Sewer Review Checklist (Public) 150-151

Signing, Striping & Signal Improvement Plan Review Checklist 152-156

Storm Drain Plan Review Checklist 157-161

Storm Water Pollution Permit Plan (SWPPP) Review Checklist 162-163

Street Improvement Plan Review Checklist 164-170

Water Review Checklist (Private) 171

Water Review Checklist (Public) 172-174

WQMP Checklist 175-178

Reference & Support Documents Applications/Checklists/Guidance Bonds & SIAs Conditions of Approval Development Impact Fee (DIF) Reimbursement Engineering Plan Archive Graffiti Abatement on Commercial Properties La Quinta Municipal Code Title 13 Subdivisions La Quinta Benchmark Map Permit Forms & Applications PM10 Fugitive Dust Control Speed Survey Standard Drawings Traffic Signal Master Plan City of La Quinta General Plan WQMP/NPDES/Storm Drains/Flood Zones Request for City Service Form Standard Specifications for Public Works Construction (Green Book latest edition) Manual of Uniform Traffic Control Devices (latest edition)

Public Works Department Our Mission is … to enhance the quality of life in the City of La Quinta by providing world class customer care and the highest quality design, construction and maintenance of public and private projects that respect the natural beauty of the City. Our Core Values are: Safety, Courtesy, Integrity & Excellence

Visit us on the web at www.la-quinta.org

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1.0 OVERVIEW The mission of the City of La Quinta Public Works Department is to enhance the quality of life by providing world class customer care and the highest quality design, construction and maintenance of public and private projects that respect the natural beauty of the City. The Development Services Division is responsible for the review of all private improvement projects involving public and private infrastructure within the City. Our charge is to ensure quality development in the City. 1.1 Purpose Statement The purpose of this document is to provide developers and their engineering professionals with a guide through the preparation, review and processing of their project within the Public Works Department. This includes entitlement, plan checking, map checking and permitting. This document addresses the City’s engineering standards, regulations and polices. It is accompanied by flow charts to better describe the various steps within the processes. The Development Engineering Handbook (“DEH”) is a “living” document that will be updated and revised as necessary to facilitate the development of quality projects within the City of La Quinta.

Since development involves several other Departments within the City, including but not limited to Fire, Planning and Building, please consult with those specific departments for guidance on their respective processes and procedures.

1.2 Development Engineering Protocols The following protocols have been identified to ensure the highest quality service:

Professional – Apply the highest standards of professional engineering to the review and approval of public and private improvements.

Partnering – Seek and exhibit an attitude of constructive partnering with applicants for development projects regardless of size and complexity.

Service – Seek to provide service in an expeditious yet thorough manner, being sensitive to the constraints established under legal parameters and City policies.

Teaming – Act as a team player with other City departments involved in the development review and approval process.

The Core Values of the City of La Quinta Public Works Department are:

Safety – we will actively pursue the prevention of undue harm, risk, injury or damage that could result from the activity of the Public Works Department.

Courtesy – we will respond to all customers that come in contact with the Public Works Department in a timely, polite and respectful manner.

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Integrity – we will actively apply and uphold the Public Works Department’s core values; we will do what we say we will do.

Excellence – we will deliver world class customer service with accuracy and efficiency.

1.3 Development Services Division Organization The Development Services Division is lead by the Principal Engineer who reports directly to the Public Works Director/City Engineer. An organizational chart depicting the Development Services Division hierarchy is illustrated as Figure 1 of this manual. 1.4 Development Services Division Responsibilities The following presents a brief summary of the primary responsibilities of the Development Services Division related to the performance of its service to the community:

Administration of the requirements of the State of California Subdivision Map Act and by local adopted implementation measures relating to private development projects with the City;

Administration of Subdivision Improvement Agreements (SIA) and Bond Reductions/Releases;

Application of the standards and goals set forth in the City’s Municipal Code relating to the processing, review and approval of subdivision and development projects from entitlement through design, plan check, construction and occupancy;

Administration of all permitting activities relating to improvements within the City’s public rights-of-way, including streets and public facilities;

Maintenance of City records, maps, plans and agreements; Oversight of National Pollution Discharge Elimination System (NPDES)

requirements relating to construction and grading activities within public rights-of-way and on private land;

Oversight of Air Quality Management District (AQMD) requirements as they relate to construction and grading within public rights-of-way and on private land under development, including, but not limited to, PM10;

Administration of right-of-way acquisition and street vacations; Review of new development projects and establishment of engineering

requirements and development mitigation through conditions of development; Administration of all relevant federal, state and local codes and laws that

regulate development and its impacts to the orderly development, health and safety of the community;

Oversight of California Environmental Quality Act (CEQA) (Traffic Impact Effects), National Environmental Policy Act (NEPA), Federal Emergency Management Agency (FEMA) and preparation and maintenance of master plan elements for drainage, street, etc.

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1.5 Second Opinion Program The City of La Quinta has a “Second Opinion Program” to formalize an appeal process for design requirements. Staff provides developers direction and guidance in accordance with published City guidelines and generally accepted standards for site development, drainage and street design (i.e. Institute of Transportation Engineers Traffic Engineering Guidance, CalTrans Design Manual, Riverside County Flood Control, American Association of State Highway and Transportation Officials (AASHTO) Geometric Design, etc.). At any time during the development process, a second opinion may be requested on the initial direction provided by the City staff. To take advantage of this program and obtain a second opinion from the Public Works Director, applicants or their representatives are requested to complete a Second Opinion Request Form, attached as Figure 2. All requests will be reviewed confidentially by the Public Works Director and they will be acted upon in the order in which they are received. Second Opinion Request forms may be emailed to the Public Works Director at [email protected].

2.0 ENTITLEMENT PROCESSING

2.1 Preliminary Review Preliminary review is initiated in the Planning Department with the submittal of a Preliminary Review Application. At this stage of a proposed development, the developer (or their representative) often presents a conceptual plan for a residential, commercial, institutional, or industrial project to the City’s Planning Department. A preliminary meeting can be scheduled to review with the developer the following issues:

Proposed scope and extent of the proposed project; City processes for entitlement, plan check and inspection of public

infrastructure; Applicable standards for public works improvements; Probable exactions anticipated; Regulatory requirements affecting the development; and Applicable fees based on the City’s current adopted fee schedule.

During preliminary meetings, the developer has an opportunity to ask specific and detailed questions regarding their project and is welcome to ask follow-up questions of members of the Development Services Division. Figure 3 represents a flow chart of the Planning Department Entitlement Application Completeness Review Process. 2.2 CEQA Compliance The City of La Quinta requires environmental review for subdivision projects, site development permits, lot line adjustments, conditional use permits and other development activities as per the California Environmental Quality Act (CEQA) and locally adopted implementation measures. The Public Works Department’s role is to assist the Planning Department in its evaluation of prospective projects relating to those environmental issues involving public works, such as traffic, noise, parking, grading, drainage, nuisance water runoff, water quality, utilities and fugitive dust (PM10). In conjunction with the Planning

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Department, the Public Works Department identifies any potential environmental issues and reviews the applicant’s reports relative to potential impacts and proposed mitigation measures. The Planning Department determines whether or not an Environmental Assessment (EA) must accompany applications for proposed entitlements. If so, CEQA provisions and locally adopted implementation measures govern the process. 2.3 Pre-Entitlement Review and Conditions of Approval When a project is subject to a permit process, including, but not limited to, Conditional Use Permit (CUP), Site Development Permit (SDP), Village Use Permit (VUP), Tentative Tract Map (TTM) or a Tentative Parcel Map (TPM), the Public Works Department coordinates with the Planning Department to review the preliminary hydrology report (if applicable), preliminary traffic study (if applicable), preliminary precise grading plan and the preliminary Water Quality Management Plan (WQMP) (if applicable). When these items are approved, Conditions of Approval are drafted that are applicable to the proposed project based on its potential impact on the City’s public infrastructure and existing and anticipated surrounding improvements. Cities in the State of California are granted the right to regulate and control the design and improvements of subdivisions under the Subdivision Map Act, and through city municipal codes, including zoning ordinances. Right of Entry agreements are required for work on adjacent properties not owned by the applicant. Government Code Section 66411 (Subdivision Map Act) specifies the following for the regulation and control of subdivision designs and improvements:

Regulation and control of the design and improvement of subdivisions are vested in the legislative bodies of local agencies. Each local agency shall, by ordinance, regulate and control the initial design and improvement of common interest developments as defined in Section 1351 of the Civil Code and subdivisions for which this division requires a tentative and final or parcel map. In the development, adoption, revision, and application of such ordinance, the local agency shall comply with the provisions of Section 65913.2. The ordinance shall specifically provide for proper grading and erosion control, including the prevention of sedimentation or damage to offsite property. Each local agency may by ordinance regulate and control other subdivisions, provided that the regulations are not more restrictive than the regulations for those subdivisions for which a tentative and final or parcel map are required by this division, and provided further that the regulations shall not be applied to short-term leases (terminable by either party on not more than 30 days' notice in writing) of a portion of the operating right-of-way of a railroad corporation as defined by Section 230 of the Public Utilities Code unless a showing is made in individual cases, under substantial evidence, that public policy necessitates the application of the regulations to those short-term leases in individual cases.

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Government Code Section 66418 (Subdivision Map Act) specifies the following for “Design”:

"Design" means: (1) street alignments, grades and widths; (2) drainage and sanitary facilities and utilities, including alignments and grades thereof; (3) location and size of all required easements and rights-of-way; (4) fire roads and firebreaks; (5) lot size and configuration; (6) traffic access; (7) grading; (8) land to be dedicated for park or recreational purposes; and (9) other specific physical requirements in the plan and configuration of the entire subdivision that are necessary to ensure consistency with, or implementation of, the general plan or any applicable specific plan as required pursuant to Section 66473.5.

Government Code Section 66419 (Subdivision Map Act) specifies the following for “Improvements”:

(a) "Improvement" refers to any street work and utilities to be installed, or agreed to be installed, by the subdivider on the land to be used for public or private streets, highways, ways, and easements, as are necessary for the general use of the lot owners in the subdivision and local neighborhood traffic and drainage needs as a condition precedent to the approval and acceptance of the final map thereof. (b) "Improvement" also refers to any other specific improvements or types of improvements, the installation of which, either by the subdivider, by public agencies, by private utilities, by any other entity approved by the local agency, or by a combination thereof, is necessary to ensure consistency with, or implementation of, the general plan or any applicable specific plan.

2.4 Lot Line Adjustments Lot Line Adjustments covered under Section 66412 of the Government Code are only available between existing adjacent legal lots of record. Under the City of La Quinta Municipal Code, the City Engineer is responsible for certifying Lot Line Adjustments; however, the Lot Line Adjustment process is initiated with the Planning Department. 2.5 Conditional Use Permit (“CUP”), Specific Plan (“SP”), Village Use Permit (“VUP”),

Site Development Permit (“SDP”) and Tentative Tract Map (“TTM”) Administered by the City’s Planning Department, these processes involve application of the Zoning Ordinance, Municipal Code and State law requirements to development projects. Specific conditions that are specific to public infrastructure elements are applied to the proposed developments by the Public Works Department, such as, but not limited to:

Public street improvements (paving, sidewalk, curb and gutter); On-site grading, material handling and erosion control requirements (NPDES)

and improvements not reviewed by the Building Department;

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Storm drainage systems and water quality requirements; Traffic signal installations and modifications; Mapping, survey monumentation, easements, etc.; Park and landscaping improvements, parkways, medians; and Air quality requirements as regulated by AQMD, such as PM10.

The applicant has an opportunity to discuss the proposed mitigation and development conditions with the Development Services Division staff prior to the public hearing. The City staff will meet with the project proponent or the project’s architectural professional, landscape architect and engineer to review the specifics of the proposed project and the potential conditions of approval that will be proposed by the City staff for the project. Following review of the project by the Development Services Division staff, a report is sent to the Planning Department’s project planner who will add these recommended conditions to those of the other applicable departments, and other public and private agencies. The combined draft conditions are then included within a project staff report provided to the City Planning Commission and City Council, when applicable. A review by the City’s Architectural and Landscaping Review Committee (ALRC) and Historic Preservation Commission may also take place, prior to the Planning Commission consideration. The Planning Commission makes the final determination as to the applicability of specific conditions of approval as proposed by the City staff on a proposed project, unless City Council approval is required or an appeal is filed by the project proponent. Certain fees, bonds and permits may be required by the Public Works Department in order for the applicant to obtain a building permit or for recordation of a related final map. Specific fees may apply to specific aspects of each project, which include plan check, bonding for PM10, grading, Subdivision Improvement Agreements (SIA) and inspection. These fees are payable at the time of service or in certain cases prior to final inspection and issuance of a Certificate of Occupancy. Encroachment Permits are required for all work to be conducted within the public right-of-way (areas that are not private property), but which are associated with the proposed project. The Encroachment Permit application is available on the City’s website. Figure 13 presents the current schedule of fees. The above process is illustrated in Figure 4 of this manual.

2.6 Tentative Parcel Map Processing Tentative Parcel Maps (TPM) are required on subdivisions of land that result in a total of four (4) or fewer residential parcels and for commercial and industrial subdivisions, as specified in the Subdivision Map Act. Tentative Parcel Maps are approved by the Planning Department Director following a Director’s Public Hearing. An application “completeness” review is conducted by the Project Planner. The Development Services Division Principal Engineer does the completeness review for the preliminary hydrology study, preliminary precise grading plan, preliminary WQMP and

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preliminary traffic study. Completeness review for other submitted documents is performed by other city departments. This milestone triggers a “completeness” letter from the Planning Department and starts many clocks associated with the map approval process. The “completeness” process is shown in Figure 3. 2.7 Tentative Tract Map Processing All development projects must be on legally established lots or parcels of land as defined in the Subdivision Map Act (SMA) of the State of California Government Code. Tentative and Final Tract Maps are required where there is a subdivision of land that results in a total of five (5) or more parcels, unless otherwise identified within the SMA. This applies not only to the division of land itself but also to special financing districts, consolidation of lots, condominiums, apartments or the conversion of a dwelling to five or more units.

The Section 66424 of the SMA defines a subdivision as:

“ . . . the division, by any subdivider, of any unit or units of improved or unimproved land, or any portion thereof, shown on the latest equalized county assessment roll as a unit or as contiguous units, for the purpose of sale, lease or financing, whether immediate or future. Property shall be considered as contiguous units, even if it is separated by roads, streets, utility easement or railroad rights-of-way. ‘Subdivision’ includes a condominium project, as defined in subdivision (f) of Section 1351 of the Civil Code, a community apartment project, as defined in subdivision (d) of Section 1351 of the Civil Code, or the conversion of five or more existing dwelling units to a stock cooperative, as defined in subdivision (m) of Section 1351 of the Civil Code.”

The processing involves the filing of either a “Tentative Map” or a “Vesting Tentative Map” of the subdivision of land with the Planning Department. Section 66498.1 defines Vesting Tentative Maps:

“(a) Whenever a provision of this division requires that a tentative map be filed, a vesting tentative map may instead be filed. (b) When a local agency approves or conditionally approves a vesting tentative map, that approval shall confer a vested right to proceed with development in substantial compliance with the ordinances, policies, and standards described in Section 66474.2. However, if Section 66474.2 is repealed, that approval shall confer a vested right to proceed with development in substantial compliance with the ordinances, policies, and standards in effect at the time the vesting tentative map is approved or conditionally approved.”

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The City’s Municipal Code, Title 13, requires that the City Engineer exercise the following responsibilities relative to Parcel Map and Tract Map Processing:

1. Determining if the proposed subdivision improvements comply with the provisions of the Subdivision Map Act and Title 13 of the Municipal Code.

2. Processing and certification of final maps, reversion to acreage maps, and amended maps and the processing and approval of subdivision improvement plans.

3. Examining and certifying that final maps are in substantial compliance with the approved tentative map.

The City submittal and review processes for Tentative Maps and Vesting Tentative Maps are set forth in the City’s Municipal Code, Chapters 13.12 and 13.16, respectively and begin with an application submitted to the Planning Department. Prior to preparing the Tentative Map, the applicant should become familiar with the City’s General Plan, applicable Specific Plans (if any), and Municipal Code requirements for developments. Information regarding the specific requirements for the preparation of Tentative Maps, including processing procedures for Tract and Parcel Maps and format for applicant submittals is available on the City’s website. Tentative Tract Maps are subject to approval by the City Council. An application “completeness” review is conducted by the Project Planner. This milestone triggers a “completeness” letter from the Planning Department and starts many clocks associated with the map approval process. The “completeness” process is shown in Figure 3. 2.8 Final Tract and Parcel Map Procedures The City of La Quinta is granted authority to approve subdivisions under the State Subdivision Map Act, Sections 66410 to 66499, inclusive, of the California State Government Code. Persons who wish to subdivide property should acquaint themselves with the provisions of the State Subdivision Map Act, and Title 13 of the City of La Quinta Subdivision Ordinance. Riverside County has a Map Preparation Manual dated July 2007 which can also be referenced by the applicant. If a Tentative Tract Map application is approved by the City Council, the applicant may begin processing the Final Tract Map and related improvement drawings. If a Tentative Parcel Map application is approved by the Planning Director, and no appeal has been filed with the Planning Commission/City Council during the appeal period, the applicant may then begin processing the Final Parcel Map. A Registered Civil Engineer (Pre-1982 Registration) or Licensed Land Surveyor shall prepare and submit the Final Tract/Parcel Map together with evidence that all conditions of approval have been fulfilled. The map will be checked for conformance with the Tentative Map, the associated conditions of approval and technical accuracy, and when found to be acceptable by the City staff, will be transmitted to the City Council/City Engineer for acceptance. It may then be released

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to the Title Company for final technical checking and subsequent recordation with the County Recorder.

Upon recordation, the Final Tract/Parcel Map is deemed complete. City Council must approve the Final Tract Map or Final Parcel Map within two (2) years from the date of Planning Commission or Planning Department Director approval. The tentative map may qualify for a number of time extensions. Please consult with Planning Department staff to get the most current information. An application for time extension must be filed prior to the map expiration date. It is important to recognize these time limitations because failure to comply may result in the expiration of the tentative map. City staff does not monitor maps for expiration dates and it is the responsibility of the property owner and/or private engineer to monitor State and City time limitations. General requirements, information on dedications and certifications required on maps, monumentation requirements, mathematical accuracy and geometry requirements and map body requirements for Final Tract and Parcel Maps are available on the City’s website. Development in the City is also governed by several approved Specific Plans. Please contact the City’s Planning Department for information regarding areas governed by specific plans. The Final Map process is illustrated in Figure 5 of this manual. 2.9 Securities Securities are one of the options available to a developer to postpone the construction of on-site and/or off site improvements while still being allowed to final and record a map. There are 2 basic classes of security associated with this process are described below:

A. One class of security to be provided by the Subdivider, hereinafter referred to as “performance security,” shall assure the faithful performance of this Agreement including construction of the Improvements, payment of Subdivider’s fair share of Improvements which have been or will be constructed by others (“Participatory Improvements”), and payment of plan check and permit fees. A second class of security to be provided by Subdivider, hereinafter referred to as “payment security” (also known as “Labor and Materials Security”), shall assure the payment of cost of labor, equipment and materials supplied to construct the improvements. A third class of security to be provided by Subdivider, hereinafter referred to as “warranty security,” shall serve as a guarantee and warranty of the Improvements for a period of one year following the completion and acceptance of the Improvements. Subdivider shall provide warranty

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security before improvements are complete and accepted by the City Council and prior to or concurrently with the final release of performance security. Warranty security shall not be required for Monumentation or Participatory Improvements. However, the City may utilize Monumentation Security for performance of, or payment for the work in accordance with the Subdivision Map Act.

As part of the obligations secured by each of the performance security, payment security and warranty security, and in addition to the face amount of each such security, each such security shall include and assure the payment of costs and reasonable expenses and fees, including reasonable attorney’s fees, incurred by the City in successfully enforcing the obligations thereby secured.

B. Improvement security shall conform to Section 66499 of the California

Government Code and one or more of the following:

1) A cash deposit with City or a responsible escrow agent or trust company, at City's option.

2) Surety bonds, of the form specified in subsection 66499.2 of the California

Government Code, issued by a surety or sureties listed in the U.S. Department of Treasury Circular 570 (latest version).

3) Certificates of deposit, in City's name, from one or more financial institutions

subject to regulation by the state or federal government and having a financial quality rating of "A" or better and a commitment reliability rating of "R-2" or better on the Investment Data Exchange (of the Los Angeles County Treasurer's office).

4) Irrevocable letters of credit, issued by one or more financial institutions meeting

the requirements of Paragraph (3), pledging that the funds necessary to carry out the completion of the Improvements are on deposit, guaranteed for payment, and constitute a trust fund which is not subject to levy or attachment by any creditor of the depositor until released by City. Letters of credit shall guarantee that all or any portion of the funds available pursuant to the letters of credit will be paid upon the written demand of City and that such written demand need not present documentation of any type as a condition of payment, including proof of loss. The duration of any such letter of credit shall be for a period of not less than one year from the execution of the agreement with which it is provided and shall state, on its face, that the letter of credit will be automatically renewed until such time that City authorizes its expiration or until sixty (60) days after City receives notice from the financial institution of intent to allow expiration of the letter of credit.

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5) A lien upon the subdivided property, if City finds that it would not be in the public interest to require the installation of the Improvements sooner than two (2) years after recordation of the final map or Tract map for which the Improvements are required. The lien shall provide a collateral value of three (3) times the estimated cost of the Improvements and shall include the power of sale of the real property, all buildings and improvements thereon, or that may be erected upon or made thereto, together with all hereditaments and appurtenances thereunto belonging, or in any way appertaining, and the reservations, remainders, rents, issues, and profits thereof. The collateral value of the property shall be established at Subdivider's expense through an appraisal approved by City.

6) An instrument of credit from an agency of the state, federal or local

government, when any agency of the state, federal, or local government provides at least Twenty Percent (20%) of the financing for the Improvements.

7) When Subdivider is a non-profit organization, security may be negotiable

bonds, of the kind approved for securing deposits of public moneys with City or in favor of City, as specified in Section 16430 of the California Government Code, deposited, at City's option, with City or a responsible escrow agent or trust company.

Bonding Table: Performance Labor and Material Warranty On-Site Improvements

X

Off-Site Improvements

X X X

Labor, material and warranty securities are not required for on-site improvements. The Reduction of Bonding Process is illustrated in Figure 14. Engineering Bulletin 09-02 Securities for Permits and Maps is available on the City Web Site and describes the City’s policy on securitization. 2.10 Subdivision Improvement Agreements (SIA’s) The developer may enter a Site Improvement Agreement (SIA) under the following conditions:

A. Subdivider has prepared and filed a Parcel Map/Final Map or Tract Map (the “Map”) of a unit of land in the City of La Quinta, County of Riverside, which unit of land is known as Parcel/Tract No. XXXXX (the “Tract”) pursuant to the provisions of Section 66410, et sec., of the California Government Code (the “Subdivision Map Act”).

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B. Prior to approval of the Map, Subdivider is required to install or agree to install certain public and private improvements (the “Improvements”).

C. The Improvements have not been installed and accepted at this time. Work described within an SIA should be completed by the developer within one (1) year.

3.0 PLAN CHECKING PROCEDURES 3.1 Submittals and Reviews As a significant part of its development review process, the Public Works Department provides plan checking procedures to ensure that all development plans comply with the conditions of approval applied to the project through the entitlement process. Three major types of plan checking take place, specifically Grading, Storm Drain and Street/Signal. Water, sewer and utility plans are also reviewed for on-site improvements and for consistency with all other improvements. The primary review for off-site water and sewer improvements is performed by the Coachella Valley Water District (CVWD). As illustrated in Figure 6, the steps are depicted for the plan checking process, in general. The forms and checklists for each of the different types of improvement plans are available on the City web site and, for your convenience, are attached at the back of this book. Please refer to the City web site for the most up to date versions of both forms and checklists.

Below are some suggestions for how applicants can avoid delays in plan processing:

Avoid incomplete or partial submittals;

Make sure all plan check comments are addressed and take the initiative to get clarification on what the plan reviewer is requesting if it is unclear;

Avoid major changes in design whenever possible. If a major change must be made, arrange to meet with the plan checker to discuss the changes;

Don’t submit plans too early. This can sometimes result in incomplete submittals;

Avoid inconsistent design references;

Adhere to City formats and guidelines. These are published on the City’s website;

3.2 Grading Plans (Mass, Rough, Precise)

Projects involving site grading in excess of 50 cubic yards require the preparation of an engineered grading plan and issuance of grading permits. Please refer to Section 8.80 of the City’s Municipal Code and the Public Works website for a detailed discussion of these requirements. The process involves the applicant preparing an Encroachment Permit Application and submitting it at the Public Works Department counter. The Public Works staff then reviews the application and any attached documentation for completeness to

13

determine whether the application can be accepted. If determined complete, the application is circulated throughout the Public Works Department for review and comment. Grading plans are also reviewed by the Planning Department to determine if they are consistent with prior entitlement. The Fire Department and Building Department also review applications and provide comments with respect to fire safety, petrochemical and structural issues respectively. The Fire Department also reviews emergency access, circulation, location of fire hydrants and Fire Department Connections (FDC). Precise Grading improvement plans for tract developments and single family custom homes are the primary responsibility of the Building Department. Model Home Precise Grading improvement plans are also the primary responsibility of the Building Department. The Public Works Department assists the Building Department in reviewing precise grading plans that are the primary responsibility of the Building Department. Checklists for grading plans are available on the City’s website. 3.3 Storm Drain, Street, Signing/Striping, Traffic Signal, Erosion Control (SWPPP &

PM10), WQMP Plan Revisions Upon receipt of the improvement plan package for the proposed development project, the Development Services Division staff reviews the improvement plans for consistency with City standards, conditions of approval and master planning requirements (i.e. general Plan and/or Specific Plan). Plan check comments are then compiled and transmitted to the applicant for their review and correction. A second submittal is made and is checked by the Development Services Division staff for consistency with the comments noted on the first check. If all corrections have not been made following a 3rd review of the plans, a meeting will be arranged with the applicant and Engineer of Record to discuss completion of the requested corrections. If all corrections have been satisfactorily made, the plans are then forwarded to the City Engineer for signature along with a quantity estimate submitted by the applicant to calculate encroachment permit fees and subdivision bond amounts along with any other pertinent fees and charges, which may apply. If the plans have not included all corrections as requested on the second check, they are then returned to the applicant for further correction and resubmittal. An Improvement Plan Checklist is provided to the applicant for use in understanding the specific requirements of the City with respect to the detail and presentation of improvement plans. Checklists for Hydrology, Hydraulic Reports, Traffic Signals, Safety Lighting, Signing, and Traffic Control are available on the City’s website. 3.4 Application of Design Criteria and Standards The City of La Quinta has Design Standards and Drawings which must be considered in the design of public improvements associated with the proposed development project. The City’s Public Works Department maintains a plan archive which allows public access to all non-restricted plans. These plan sets serve as a valuable aid to developers and allow easy review of recent plan approvals. The archive serves as a continually updated reference for new projects. In addition, all City improvements are to be designed and constructed in accordance with the “Standard Specifications for Public Works Construction” (Green Book), current

14

edition, as published by Building News Incorporated of Anaheim, California. The City also uses “Standard Special Provisions” for Traffic Signals and Street Lighting which are supplemental to the Green Book. The Manual of Uniform Traffic Control Devices with California Supplement (latest edition) serves as the design standard for signing and striping plans. 3.5 Improvement Plans Upon receipt of the improvement plan package for the proposed development project, the Development Services Division staff distributes the plans within the Public Works Department for review and comment. The Development Services and Traffic Divisions reviews improvement plans for consistency with City standards, conditions of approval and master planning requirements. Plan check comments are then compiled and transmitted to the applicant for their review and correction. Sometimes plans are checked by a consultant engineer. Comments are then returned to the applicant. A second submittal is made and is checked by the Development Services Division staff for consistency with the comments noted on the first check. If all corrections have been satisfactorily made, the plans are then used along with a quantity estimate submitted by the applicant to calculate subdivision bond amounts along with pertinent fees and charges which may apply. If the plans have not included all corrections as requested on the first plan check, they are then returned to the applicant for further correction and re-submittal. A Street Improvement Plan Checklist is provided to the applicant for use in understanding the specific requirements of the City with respect to the detail and presentation of improvement plans. The following checklists are available on the City’s website: Street Improvement Plan, Hydrology and Hydraulic Report, Traffic Signals, Safety Lighting, and Signing and Traffic Control. 3.6 Traffic Signing & Striping Plans Traffic signing and striping plans are submitted for plan check at the Public Works counter. A check list is provided to the applicant for use in understanding the specific requirements of the City. The process for approval of traffic signing and striping plans is outlined in Figure 18.

4.0 OTHER RELATED PROCESSES

4.1 Right-of-Way Vacation From time to time, development will trigger the request for the vacation of the City’s right-of-way. The vacation must be in accordance with the California Street and Highways Code. Examples of non-compliance are: the roadway is necessary for the public’s use, or the vacation is not consistent with the City’s General Plan Circulation Element. Street vacations must be approved by the City Council. Vacations may also be performed by a final map recordation. The review process is illustrated in Figure 7.

15

4.2 Right-of-Way & Other Easement Dedications

Development often requires the need for separate right-of-way, drainage, temporary construction, slope or access easement dedications. Right-of-Way and Other Easement Dedications are preferably made by the final map recordation instrument. Alternatively, separate dedication documents are checked by the Public Works staff & the City Surveyor for conformance and if acceptable, prepared for Council acceptance by Staff Report and recordation. Separate dedications should accompany street improvement plans and record concurrently with street improvement plan approvals. Separate dedications without companion improvement plans are generally not allowable.

4.3 Public Works Department Release for Building Permit (Green Sheet) All building construction activity in the City requires a release from the Public Works Department. The release is given by processing of a “green sheet” release request. The custom homes, tract homes and commercial/other building permit release processes are illustrated in Figures 8, 9 and 10 respectively. 4.4 Reimbursement Agreements There are times when a Reimbursement Agreement may be needed if a developer constructs improvements that are covered by the City’s Development Impact Fee (DIF) program. This process is illustrated in Figure 11. 4.5 Encroachment Permits All work authorized by the City with signed improvement plans whether within the public right-of-way or on private property, requires an Encroachment Permit from the Public Works Department. Some permits can be issued over the counter, such as permits for driveways, minor public improvements and truck hauling routes. Engineering Bulletin 97-04 addresses specific City insurance and indemnification requirements. The Encroachment Permit process is illustrated in Figure 12.

4.6 Median, On-Site and Parkway Landscaping and/or Perimeter Wall Plan Check

Process The plan check processes for: a) median, on-site and parkway landscaping and/or perimeter walls; b) walls; and c) monument sign applications begin with the Planning Department. 4.7 Conditions Covenants & Restrictions (CC&R’s)

CC&R reviews are the primary responsibility of the Planning Department. When necessary, the Planning Department routes draft CC&R documents to Public Works for comment as an internal City process.

4.8 Reduction of Bonds A “developer friendly” option available for projects in La Quinta is the ability to reduce bond amounts as construction of on-site and off-site improvements is completed. Within

16

the guidelines presented in the La Quinta Municipal Code, developers may request up to three (3) bond reductions. The process for bond reductions is described in Figure 14. 4.9 Release of Bonds/Deposits Figure 15 describes the process by which the City releases bonds and deposits. These requests start with a letter to the Public Works Director. 4.10 Final Acceptance Procedures Figure 16 describes the process by which final acceptance of a project is granted by the City Council. Engineering Bulletin 09-01, which can be found on the City web site details the procedure for submitting record drawings for all improvements that were constructed as part of the development. 4.11 Extension of a Subdivision Improvement Agreement (SIA) If a developer is not able to complete all of the project improvements within the time frames outlined in the SIA, Figure 17 describes the procedure to request a time extension from the City Council.

5.0 CONSTRUCTION INSPECTION AND CERTIFICATION PROCEDURES 5.1 Requests for Inspection Once a development’s improvement plans have been approved and signed by the City Engineer, a Public Works inspector will be assigned to provide ongoing inspection of all public improvements for compliance with City standards and the approved improvement plans for the project. Inspections related to the issuance of Grading and Encroachment Permits are conducted by the Department of Public Works. All conditions and requirements of those respective permits must be complied with and certified prior to acceptance of on-site and off-site grading of public improvements. The contractor/owner must schedule inspections with the Public Works Department inspector separately from the building inspection. The inspection request phone number is (760) 777-7079. Calls placed before 1:30 P.M. will be processed for the next day’s inspection schedule. A Public Works inspector will work with the contractor/owner throughout the course of the development project to inspect storm drain, traffic control and striping, street, sidewalk and curb and gutter construction, as well as other public infrastructure elements. At the completion of the project, the inspector will sign off on the project, and if necessary notify the Building Department that the Public Works Department is satisfied with the improvements.

17

6.0 SCHEDULE OF FEES Several fees and exactions apply to developments involving work within public right-of-way areas. Fees specific to public infrastructure construction include the following: Plan Check Fees

Parcel Map Check Tract Map Check Storm Drain Street / Signal Grading Plan Check Landscape Plan Check

Development Fees

Coachella Valley Water District (sewer and water) Imperial Irrigation District (gas and electricity) Traffic Impact / Developer Impact Fees (“DIF”) Park Dedication / Quimby Act Fees Coachella Valley Multiple Species Habitat Fee

Inspection Fees

Grading Permit Inspection Encroachment Permit Inspection Public Works Re-Inspection Special Inspection

Other Permit Service Fees

Encroachment Permit Encroachment Permit Violation Encroachment Permit Expiration Wide / Overweight / Loading Driveway Approach Miscellaneous

Included within this manual, Figure 13 illustrates the City of La Quinta Department of Public Works Fee Schedule, which sets forth the details and amounts of the fees described above.

18

City of La Quinta, CAPublic Works Department Organization Chart

Effective July 1, 2011

PUBLIC WORKS DIRECTOR/CITY ENGINEER

DEVELOPMENT SERVICES DIVISION ENGINEERING SERVICES DIVISION MAINTENANCE SERVICES DIVISION

Senior Secretary

Public Works Inspection Supervisor

Foreman - L & L

Foreman - Area 1

Foreman - Area 2 Maintenance Worker II1 position

Maintenance Worker I3 positions

Maintenance Worker II1 position

Maintenance Worker I2 positions

Maintenance Worker IIContract CIP & Program Management Services

Associate Engineer.5 FTE

Associate Engineer.5 FTE

Assistant Engineer II

Public Works Inspector I

Map Check Contract

Assistant Engineer II

Contract City Traffic Engineer

Management Analyst

Traffic Signal Technician

Counter Techncian Counter Technician

L&L District - Electrical Contract

L&L District - Landscape Maintenance Contract

Street Sweeping Contract

Graffiti Abatement Contract

Contract Inspectors

Revised 6/7/201119

Ed Wimmer, P.E.Development Services Division

Phone: (760) 777-7088

Angelica ZarcoCounter Technician

Phone: (760) 777-7075

Tony ColarossiAssociate Engineer (.5FTE)

Phone: (760) 777-7089

Amy YuAssistant Engineer II

Phone: (760) 777-7047

Figure 1

Timothy R. Jonasson, P.E.Public Works Director/City Engineer

Phone: (760) 777-7042

Tommi SanchezCounter Technician

20

PUBLIC WORKS DEPARTMENT DEVELOPMENT SERVICES DIVISION

CONFIDENTIAL SECOND OPINION REQUEST FORM

Customer Information: Name (please print): ______________________________________________________________________ Please contact me regarding this concern: Yes _______ No _______ Phone number: (______) ____________________ Best time to contact me is: _____________ am/pm Mailing Address: _________________________________________________________________________ Email address: ____________________@_______________.________ I would like a second opinion regarding the following: Project name (please print): _______________________________________________________________ Project location: __________________________________________________________________________ Tract Number: ___________________________ Please describe below your specific concern or question regarding the above: ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ Send completed form to: City of La Quinta Public Works Department Attention: Tim Jonasson, Public Works Director/City Engineer

P.O. Box 1504 La Quinta, CA 92247-1504 Fax Number (760) 777-7155 Email: [email protected]

Figure 2 21

Applicant submits reports and Applicant submits reports and plans to Planning Department

YES

Public Works Department checks preliminary hydrology report,

preliminary traffic study, preliminary WQMP,and preliminary precise grading

plan for completeness

NOPlanning Dept. staff prepares a

letter of incompletenessand preliminary comments

*Technical redlines for the documentwill be submitted under a future, separate Public Works Departmenttransmittal memo to the Planning Department

Figure 3

Planning Department Entitlement Application –Completeness Review Process

Pre-EntitlementReview Begins

22

Public Works Department for comments

Applicant submits plans to Planning Department. Planning Department transmits entitlement application to Public Works Department for comments

YESPublic Works Department

checks submittal for completeness, such as preliminary hydrology report, traffic

study, (if required), preliminary Precise grading plan, preliminary WQMP

NOPublic Works staff prepares a memorandum of incompletenessand preliminary comments to the

Planning Department

Public Works prepares Conditions of Approval

Discussion with developer/engineer regarding preliminary

comments prior to re-submittals

Figure 4

Discussion of EngineeringConditions of Approval withPlanning Department staff

and developer/engineer

Recommended Public Works Conditions of Approval are developed & submitted for

staff, Planning Commission & City Council review

Note: Preliminary discussion with City staff prior to new development applications is recommended

Public Works Minor Use Permit / Conditional Use Permit / Village Use Permit / Site Development Permit / Tentative

Parcel Map / Tentative Tract Map Entitlement Review Process

Review of Technical Reports(approx. 3 rounds of review or 60 days)

23

form is available on the

Fill out a City of La QuintaPublic Works DepartmentFinal Tract/Parcel Map

Application - form is available on the City’s website. Improvement plans should be substantially

complete.

Public Works – Final Map Process

Developer returnssigned & notarized SIA’s

YES

YES

Submittal iscomplete & ready for

review by Public Works &Planning Department Staff – CC&R’s

complete - and City’s surveyor has approved proposed

Final Map

NO

Offsite & Onsite Subdivision Improvement Agreements (SIA’s)are drawn up based on Conditions

of Approval & Plans

CityCouncil conditionally

approves Final Map

YES

resubmit

Staff report prepared &date set on City Council agenda

Public Works Director & City Manager

approve for City Council agenda

Final Map & SIA sent toCity staff for final signatures &

bond goes to City Clerk

NO

Figure 5

Developer submits: 1) ConstructionEstimates; 2) Vicinity Map; and

3) Copy of Final Map

Final Map & bonds

arrive within the 30-daytime period & required

fees paid

Developer submitsBonds & Final Map

(2 year time limit)

NO

NO NO

YES

Staff gets more info.

fromdeveloper

YES

24

City Reviews Application

Application Incomplete

Counter Meeting w/ City (Strongly Advised)

City External Plan Check(Contract Plan Checker)

External Redlines

City Internal Plan Check(Final Redline Check Includes

Inspection Staff)

City and External Checker Redlines

City Plan Checker Approves

City Approves Application for Plan Check

Developer’s engineer revisesredlines & resubmits back to

primary plan checker

Plan Processed1. Plan Set Number Given2. Scanned, hyperlink Emailed3. Plans Given to Inspection Staff

Figure 6

DeveloperEngineer Submittal

Public Works – Development Plan Check Process

25

Developer submits application along with fees, legal description and plat

Public Works - Right-of-Way/Street Vacation Process

Notice sent to utility companies –Public Works will not process prior

to Utility Company responses

Application is scheduled for a PlanningCommission Public Hearing –

Public Works staff posts/publishes hearing date, time & location

City Council Itemto set Hearing Date - Intention to

Vacate Resolution

Figure 7

PUBLIC HEARING City Council MeetingRight-of-Way/Street Vacation

Resolution

City Clerk records Resolution ofRight-of-Way/Street Vacation

City staff reviews & approves vacation

YES

Request is denied by formal letter NO

26

Obtain “Green Sheet” application at the Public Works Department counter –application is also available on the City’s website

Public Works - Clearance for Building Permit Release (Custom Home - Green Sheet)

CUSTOM HOME

Attach geotechnical

certification of grading

compliance & soil compaction

report, as applicable

Provide Final Map legal lot

confirmation by City

Submit packet to Public Works Department

Public Works staff approves & forwards Green Sheet to Building &

Safety Department for building permit release

PM10 Plan

previously approvedby City

YES

<1acre lot or infill attach project Fugitive Dust Control information form,

PM10 plan & agreement

NO

Figure 8

27


Public Works - Clearance for Building Permit Release (Tract Home - Green Sheet)

TRACTHOME

Attach Pad ElevationCertificates in compliance

with approved design

elevation forbuilding pad

(max. deviationof +/- 0.1 feet)Certificate mustbe dated within6 months of current date

Provide Final Maplegal lot


Attach approved precise/rough

grading plan for building

location(s)




PM10 Plan


YES



NO

Figure 9

28


Public Works - Clearance for Building Permit Release (Commercial & Other - Green Sheet)

COMMERCIAL OTHER

Attach Pad ElevationCertificates in compliance

with approved design

elevation forbuilding pad

(max. deviationof +/- 0.1 feet)certificate mustbe dated within6 months of current date

Provide Final Maplegal lot


Attach approved precisegrading plan for building

location(s)




PM10 Plan


YES



NO

Attachgeotechnicalcertificationof gradingcompliance

& soilcompactionreport, asapplicable

Figure 10

29

Applicant requests Reimbursement Agreement for improvements based on DIF or development approvals. Applicant’sengineer to prepare cost estimate for reimbursement.

Public Works - Reimbursement Agreement Process

YES

City Attorneyreviews & approves

Final DraftAgreement

NO

Public Works prepares DraftAgreement for review by staff

Staff sends Final Draft Agreementto developer for review & comments

2 originals of the Reimbursement Agreement are sent to the

developer for notarized signature

Figure 11

Developer approvesFinal Draft Agreement

NO

City Council approves Reimbursement Agreement

YES

Public Works construction accepts work

Developer paid funds become available

Developer submits invoices verifying expenses

30

Fill out a City of La Quinta Public Works DepartmentApplication for Permit–form available on City website

Public Works - Encroachment Permit Process

Night Work

Permitteewrites

letter to City

Engineer requesting night work

Permittee provides

additional or required information

resubmit

Public Works staff reviewsApplication for Permit form

City Engineer &

City ManagerApprove

NO

YES

NOYES

TCPrequired

NO Public Works staff plan checks

Traffic Control Plan (TCP)

TCP Accepted

YES

NO

resubmit

Permit application sent to Public Works staff for processing

City approves& signs permit

YESPublic Works staff calls permittee for pick

up & distributes to: file, permittee & inspector

NO

Figure 12

Road closure required

Permittee writes

letter to City’s

Public Works Engineer requesting road closure

NO

YES

PublicWorks Director &

City Council Approve

NOYES

resubmit

TCP

* PM10, Grading orRestoration

Bondsprovided

* ImprovementPlan signed byCity Engineer

Pre-constructionmeeting held

at job site *

* Permit specific

YES

Monument tiesrequested/tie

sheets logged at City

31

PUBLIC WORKS FEES

Fee Description Fee Amount Fee Collected By

Related Documents

Major Plan Check Services

$50/sheet Public Works Improvement Plan Check Application EB #08-02

Minor Plan Check Services

$100/sheet Public Works Improvement Plan Check Application

Plan Revisions $100/sheet/submittal Public Works Final Tract Map $2,250 + $20/lot * Public Works Improvement Plan Check Application

EB #97-06 Final Tract Map Amendment

$1,100 + $10/lot * Public Works Improvement Plan Check Application

Final Parcel Map or Amendment

$1,000 + $260/lot * Public Works Improvement Plan Check Application EB #97-06

Lot Line Adjustment $50/lot * Planning Land Lot Line Adjustment Application Public ROW Vacation $400/application Public Works Application for Street Vacation Substantial Conformance Review

$100/sheet Public Works Application for Finding of Substantial Conformance

Parcel Merger $200/merger * Planning Land Parcel Merger Application Flood Plain Development (Per Lot) No Charge n/a Certificate of Correction No Charge n/a Record of Survey No Charge n/a ROW Dedication No Charge * * Road Closure (permanent) No Charge n/a Major Encroachment Permit >$5,000 Grading Permit

$100/application 3% of 1st $1M in improvement costs, plus 2% of 2nd $1M in improvement costs, plus 1% thereafter, plus $1,000 refundable “as-built” plan deposit

Public Works Encroachment Permit Application EB #09-02 EB #04-09

Minor Encroachment Permit <$5,000

$100/application Public Works Encroachment Permit Application

One Time Haul Permit $15 Public Works One Time Haul Permit Annual Haul Permit $90 Public Works Annual Haul Permit Driveway Approach Permit $30 Public Works Driveway Approach Permit Renew Expired Permit $100 + 10% of original fee for

each Year permit has been expired

Public Works

Working w/o Permit Fees Doubled Public Works DIF Summary of DIF Building &

Safety DIF Reimbursement

* Additional City Contract Surveyor Check Fee May Apply Other City Fees

Figure 13

32

DEVELOPER sends LETTER to PW Director / City Engineer requesting Reduction of Bonds.

ENGINEERING SERVICES DIVISION

Engineering Services Principal Engineer forwards the “Request Packet” to an inspector who will field check the project. The “Request Packet” is returned to Development Services Division with the results of the inspection.

DEVELOPMENT SERVICES DIVISION

The Assistant Engineer II prepares a letter to the developer outlining how much the bond(s) can be reduced.

45 – DAYS TO REVIEW & COMMENT, OR APPROVE

CITY OF LA QUINTA – PUBLIC WORKS DEPARTMENT

Log Date Received

Log Date Received

Log Date sent to Developer

Scan Signed Letter

Log Date Received

The Developer must submit new bonds in the reduced amounts to the Public Works Director/City Engineer.


Assistant Engineer II prepares:

• Memo for the release of old bonds and attaches the new bonds and forwards the original reduced bond to the City Clerk.

Log Date sent to City Clerk

Scan Initialed Memo

R E D U C T I O N O F B O N D S P R O C E D U R E

L E G E N D

Approved / Submit

Denied Development Services Division

Engineering Services Division

Required from Developer

City Clerk

45-day Period

FOR ASSISTANCE PLEASE CALL PUBLIC WORKS DEPARTMENT AT (760) 777-7075

Procedure Initiates Here


Assistant Engineer II prepares a memo and “Request Packet” within five (5) working days.

Request Packet includes:

• Approved Conditions of Approval

• Approved Subdivision Improvement Agreement

• Approved Tract / Parcel Map

• Approved Improvement plans

NOTE:

NO reduction shall be for an amount less than ten percent (10%) of the total performance bond/security for the developer’s work. In NO event shall the bond/security be reduced below that required to guarantee the completion of the work or the obligation secured, plus ten percent (10%). The Public Works Director / City Engineer shall not allow more than TWO Partial Reductions of bond/security furnished for any one individual improvement agreement.

Log Date sent to Engineering Services Division

Scan Initialed Memo

From Eng. Serv. Div.


If improvements are not completed to the degree requested by the developer then the Public Works Director / City Engineer will either reject the request or recommend a lower reduction amount.


Scan Signed Letter

CITY CLERK

The City Clerk shall retain all of the bonds in the vault with the Tract/Parcel SIA folder until the instructed to exonerate the bonds. The City Clerk returns the original bonds to the developer when the reduced bonds are received. The City Clerk releases the bonds and sends the Developer a letter notifying them of the action taken. The City Clerk sends a copy of this letter to Public Works Director/City Engineer.


Assistant Engineer II must keep track of the following:

• Developer Contact Information

• Project Information (i.e. Tract No., Phase, etc.)

• Number of Reductions

Log Date Received

From Eng. Serv. Div.

Figure 14

33

DEVELOPER sends LETTER to PW Director / City Engineer requesting Release of Bond(s) or deposit(s).





Log Date Received

Log Date Request Packet received from Engineering Services Div.

Scan signed letter and Log Date letter sent to Developer



• A letter to the developer outlining that the bond(s) or deposit(s) an be released.

• A Memo to the City Clerk for the release of existing bond(s).

OR

A Check Request form is forwarded to the Finance Department for a check for the same amount of the deposit(s).

Scan initialed Memo and Log Date sent to City Clerk

R E L E A S E O F B O N D S / D E P O S I T P R O C E D U R E

L E G E N D

Approved / Submit




City Clerk

45-day Period




If the improvements are not completed the Public Works Director / City Engineer will notify the developer that the request will be rejected at this time.


Scan Signed Letter

CITY CLERK

The City Clerk releases the bonds and sends the Developer a letter notifying them of the action taken. The City Clerk sends a copy of this letter to Public Works Director / City Engineer.





• Approved Subdivision Improvement Agreement, if applicable

• Approved Tract / Parcel Map, if applicable


• Copy of previous Bond Reductions or the remaining bond

amount, if applicable

• Construction “Punch List”, if applicable


Scan Initialed Memo

Figure 15

34

UTILITY ACCEPTANCE LETTER

• ELECTRIC

• WATER

• GAS

• SEWER

• TELEPHONE

• CABLE TV

SURVEY MONUMENTS

• Name of Engineer / Surveyor

• Proof that the monuments have been set (Monument Tie-notes)

• Engineer / Surveyor evidence of payment

DEVELOPER sends LETTER to PW Director / City Engineer requesting Final Acceptance

REVISED TO IMPROVEMENT PLANS

• Name of Engineer

• Notification from Engineer:

• If no Revisions, Engineer must submit in writing stating that the improvements were constructed per the approved plan.

• If there are Revisions, Engineer shall make any necessary revisions to the original improvement plans to depict the actual improvements constructed.

WARRANTY

• Developer / Owner hereby guarantees the improvements to City for a period of one (1) year, beginning on the date of final acceptance of the improvements by City Council.

• Warranty Bond No.

• Warranty Amount

• Surety Company contact information

HOME OWNER’S ASSOCIATION

• If applicable, Developer / Owner must submit proof of acceptance from the HOA.

• HOA contact information




If the City does not agree that all work has been completed in accordance with the plans and specifications, it shall supply a list of all remaining work to be completed. The Assistant Engineer II logs the date when the letter was mailed to the developer.


If it is determined that the project is ready for final acceptance, then the Assistant Engineer II prepares a letter to the developer outlining the required following items:


If the City Council does not approve final acceptance for the improvements, then the Development Services Principal Engineer shall notify the Developer with an explanation of any required or pending item(s) in order to be accepted by City Council.

C I T Y C O U N C I L


PARTICIPATORY BONDS

• If applicable, Developer / Owner must comply with the Conditions of Approval.


If the City Council does approve final acceptance for the improvements, then Assistant Engineer II must prepare a memo for the immediate release of the Performance Bond(s).

Prior to the release of payment (Labor & Material) security, the City Engineer may require the Subdivider to provide a title report or other evidence sufficient to show claims of lien, if any, that may affect the amount of payment security released. The Assistant Engineer II shall prepare a memo for the release of the Labor & Material security 90-days from City Council acceptance.

The Warranty Security shall begin from the date of final acceptance for a period of one (1) year. After the one-year period, the Assistant Engineer II shall prepare a memo for the release of the Warranty security.


Log Date Received


Log Date sent to DeveloperScan Signed Letter

Scan Signed Letter

Log Date Received for each item

Log Release Date of Securities


Scan Signed Letter

Scan Initialed Memos




• AIPF – (Must include the Developer’s Name and mailing address on the bottom of the AIPF so the City Clerk’s office will send a copy of the City Council agenda and staff report.)

• Staff Report – (First attachment: Warranty Security Outline and second attachment: a Vicinity Map)

Log Date sent to Council

F I N A L A C C E P T A N C E P R O C E D U R E

L E G E N D

Approved / Submit




City Council

45-day Period







• Approved Subdivision Improvement Agreement

• Approved Tract / Parcel Map


• Copy of previous Bond Reductions or the remaining bond amount

• Construction “Punch List”, if applicable


Scan Initialed Memo

Figure 1635

DEVELOPER / OWNER sends LETTER to PW Director / City Engineer requesting an extension of Subdivision Improvement Agreement (SIA) and must contain their proposed schedule to complete proposed improvements.


Development Services Principal Engineer will review bond status and verify that the bond(s) have not expired. (If bond(s) has expired please proceed to the RED arrow. If bond(s) has not expired please proceed to the GREEN arrow.)



• AIPF – (Must include the Developer’s Name and mailing address on the bottom of the AIPF so the City Clerk’s office will send a copy of the City Council agenda and staff report.)

• Staff Report – (First attachment: a copy of the letter from the Developer and second attachment: a Vicinity Map)

• Resolution


Send letter to Developer regarding expired bonds and must submit new bonds.

C I T Y C O U N C I L


If City Council approves the extension of the SIA, then the Assistant Engineer II will notify the Developer in writing outlining the action taken by City Council.

Log Date Received

Log Date of City Council Mtg.



• Developer Contact Information

• Project Information (i.e. Tract No., Phase, etc.)

• SIA Date of Contract

• SIA Expired Date

• 9 Month Notification by Letter

• 10 Month Notification by Telephone

• 11 Month Notification by City Attorney’s Breach of Contract Letter

Log Date letter sent to Developer

Log Date of Approved Extension of SIA

L E G E N D

Approved / Submit


Required from DeveloperCity Council

Response from Developer

Log Bond Date of Expiration


E X T E N S I O N O F S I A P R O C E D U R E

If bonds expired, Log Date of Re-submitted Bonds and forward a memo to City Clerk’s Dept. with new bonds attached

DEVELOPMENT SERV. DIVISION

First notification: Letter to Developer of upcoming expiration of SIA.

1 DEVELOPMENT SERV. DIVISION

Second notification: 2-3 calls to Developer regarding the upcoming expiration of SIA.

2Log Date Sent

DEVELOPMENT SERV. DIVISION

Third notification: Letter of Notice of Breach of SIA from City Attorney’s Office

3Log Date Called Log Date Sent

Log Date Sent

No Response from Developer




If City Council denies the request, the developer will be required to shorten schedule for constructing improvements or the securities may be exercised by City.

Log Date letter sent to Developer

Log Date of Denied Extension of SIA

Figure 17

36

Engineering Services Division Initial

Review of Checklist

Developer EngineerRevises Per Redlines

City Redlines

Figure 18

City Traffic Engineer

Review

Public Works Director Approves

Public Works – Traffic Signal, Signing & Striping Plans

Developer Engineersubmittal to the Public Works DepartmentCounter

City Redlines

Is submittal ready for

City Traffic Engineer review?

No

No

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ENGINEERING BULLETIN #97-04

TO: All Interested Parties FROM: Timothy R. Jonasson, Public Works Director/City Engineer EFFECTIVE DATE: December 19, 2006 SUBJECT: Indemnification & Insurance Requirements for Encroachment

Permits Effective immediately, and pursuant to La Quinta Municipal Code Section 14.16.110, all Permittees that are issued Encroachment Permits shall comply with indemnification and insurance requirements specified in this Bulletin. 1.0 INDEMNIFICATION

The Permittee shall indemnify, hold harmless and assume the defense of the City, its elected officials, officers, agents, and employees from all damages, costs, or expenses in law or equity that may at any time arise to cause damages to property, or of personal injury received by reason of or in the course of performing work, which may be occasioned by any willful or negligent act or omission of the Permittee, any of the Permittee’s employees, or any of its contractors and subcontractors arising out of work under the Encroachment Permit. Approval of any insurance contracts by the City does not relieve the Permittee, its contractors or subcontractors from liability pursuant to the indemnification requirement. The City will not be liable for any accident, loss or damage to the permitted work prior to its completion and acceptance.

2.0 INSURANCE REQUIREMENTS

General The Permittee shall obtain, at its own expense, all insurance required by this Engineering Bulletin and shall submit coverage verification for review and approval by the City prior to issuance of an Encroachment Permit.

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The Permittee shall not commence work, until such insurance has been approved by the City. The Permittee shall not allow any contractor or subcontractor to commence work on the permitted work until similar insurance has been obtained by the contractor and subcontractor(s) and verified by the Permittee. Such insurance shall remain in full force and effect at all times during the prosecution of the permitted work until completed and accepted by the City. Commercial General Liability Policy The Permittee shall take out and maintain during the life of the Encroachment Permit, a Commercial General Liability Policy, on an occurrence basis, with a minimum limit of not less than One Million Dollars ($1,000,000) combined single limit for bodily injury and property damage for any one occurrence and a Two Million Dollar ($2,000,000) annual project aggregate, for all of the following: a. Premises Operations, including Explosion, Collapse and Underground

(X, C and U) coverage.

b. Completed Operations/Products, including X, C and U coverage. c. Independent Contractors.

d. Blanket Contractual.

e. Deductible shall not exceed One Thousand Dollars ($1,000).

Commercial Business Auto Policy

The Permittee shall take out and maintain during the life of the Encroachment Permit a Commercial Business Auto Policy, on an occurrence basis, with a minimum amount of not less than One Million Dollars ($1,000,000) combined single limit for bodily injury and property damage, providing at least all of the following coverage:

a. Coverage shall be applicable to any and all leased, owned, hired or

non-owned vehicles used in pursuit of any of the activities associated with this Permit.

b. Any and all mobile equipment, including cranes, which is not covered

Under said Commercial Business Auto Policy shall have said coverage provided for under the Commercial General Liability Policy.

c. Deductible shall not exceed One Thousand Dollars ($1,000). Workers’ Compensation Insurance

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The Contractor shall take out and maintain during the life of the Contract, Workers’ Compensation and Employers’ Liability insurance providing coverage for any and all employees of the Contractor: a. The required policy shall provide coverage for Workers’ Compensation

(Coverage A).

b. This policy shall provide coverage for One Million Dollars ($1,000,000) Employers’ Liability (Coverage B).

Endorsements

All of the following endorsements are required to be made a part of the policies described in this Bulletin:

a. “The City, City employees and officers, the City Engineer, its consultants,

elected officials, agents, and sub-consultants are hereby added as additional insured insofar as work done under the Encroachment Permit is concerned.”

b. “This policy shall be considered primary insurance as respects any other

valid and collectible insurance, including self-insured retention, the City may possess, and any other insurance the City does possess shall be considered excess insurance only.”

c. “This insurance shall act for each insured, and additional insured, as

though a separate policy had been written for each. This, however, will not act to increase the limit of liability of the insuring company.”

d. “Thirty (30) days prior written notice of cancellation shall be given to

the City. Such notice shall be sent to: Timothy R. Jonasson, Public Works Director/City Engineer City of La Quinta P.O. Box 1504 La Quinta, CA 92247

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TO: All Interested Parties FROM: Timothy R. Jonasson, Public Works Director/City Engineer EFFECTIVE DATE: December 19, 2006 SUBJECT: Filing Final Maps & Parcel Maps for City Council Approval This Engineering Bulleting supersedes the information contained in Engineering Bulletin #96-02. There is an absolute deadline for filing a complete Application for Approval of Final Map or Parcel Map. The deadline is NOON on the THURSDAY occurring TWELVE (12) DAYS prior to the City Council meeting. The ensuing time is reserved for the following City functions: 1) staff review and approval of the last documents submitted; writing, management review, assembly, and reproduction of the staff report; public posting of the Council agenda; and 2) time for City Council members to read and evaluate all staff reports prepared for the forthcoming meeting. There are internal deadlines associated with most of these functions. Map approval is made on the basis of documents having substantial legal and financial importance. It is essential that these documents be prepared and reviewed in a timely but unrushed environment. The completed “Application for Approval of Final Map or Parcel Map” form, along with all required documents noted thereon, must be submitted to, and accepted by, the Public Works Development Services Division prior to the filing deadline indicated in this bulletin. Many items listed on the application form require substantial preparation time on the part of the subdivider or review time on the part of the City. Please refer to the attached instructions which assist and give guidance through the map filing process. The subdivider is encouraged to contact the Public Works Development Services Division staff early in the map preparation process concerning any questions on preparation of the listed items. Attachments: 1. Application for Approval of Final Map or Parcel Map

2. Instructions and Critical Path Items for Completion of the Application for Approval of Final Map or Parcel Map

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T Drive/Engineering Bulletins/98-07


TO: All Interested Parties FROM: Chris A. Vogt, Public Works Director DATE: February 13, 1998 RE: Transverse Trench, Longitudinal Trench, and Rectangular Street Cut Backfill and Pavement

Restoration Requirements Effective immediately and pursuant to La Quinta Municipal Code Section 14.16.320 regarding encroachment permits, permit holders shall comply with transverse trench, longitudinal trench, and rectangular street cut backfill and pavement restoration requirements specified in this bulletin. Construction materials and construction methods shall meet the requirements of the City of La Quinta, and conform with the latest edition of the Standard Specifications for Public Works Construction (SSPWC) “Greenbook”. General This bulletin specifies the method for backfilling and restoring the pavement for transverse trenches, longitudinal trenches, and rectangular street cuts. Trench backfill and pavement restoration requirements are dependent upon the size of the excavation. The exact width of the excavated trench or street cut shall be determined by the City Inspector, and shall be measured at the widest point along the excavation. Sloughing of trench walls and/or undermining of the existing pavement shall be included in the determination of the width of the excavation. Specifications Section 1 Backfill

Backfill placement and compaction shall conform with the “Greenbook” and the following specification requirements whenever native or select backfill material is used.

1.01 Backfill Material

Native or select backfill material shall be used. Alternatively, trench backfill slurry, meeting the requirements of “Greenbook” class 100-E-100 material, or other City-approved Controlled-Density-Fill (CDF) material, may be used. Should trench backfill

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slurry be used, the requirements of Sections 1.02, 1.03, and 1.04 shall not be required. 1.02 Geotechnical Supervision

Geotechnical supervision, testing, and inspection shall be provided during backfill placement. All costs incurred due to the geotechnical supervision shall be borne by the permit holder. Copies of all test results shall be furnished to the City Inspector.

1.03 Backfill Compaction 1.03.1 Minimum Relative Compaction

Trench backfill shall be densified to 90% relative compaction. 1.03.2 Compaction Test Frequency

In subsequent lengths of trench, the frequency of compaction tests shall equal one per each lift of backfill, per 300 linear feet of open trench, at randomly selected locations within the open length of trench.

The depth of the randomly selected compaction tests shall also be randomly selected except that where multiple tests are required in a given length of trench, the tests shall be no closer than three feet (vertically) from each other.

1.03.3 Failing Compaction Tests

If any compaction test fails, previously placed backfill (in the same length of open trench or previous lengths of trench) which is represented by the failing test (as determined by the City Inspector), shall be tested for compliance with compaction requirements.

1.04 Backfill Placement

1.04.1 Unsuitable material

When a firm foundation is not encountered due to soft, spongy or other unsuitable material, such material shall be removed to the limits directed by the Geotechnical Inspector and/or the City Inspector and the resulting excavation backfilled with pipe bedding material.

1.04.2 Moisture Content

Backfill materials shall be brought to or maintained at an appropriate moisture content for compaction. The appropriate moisture content range shall be established at the onset of the project and ensured prior to use of the materials through progress testing on the stockpiles.

1.04.3 Initial Backfill Lift

The first length of trench backfilled shall be backfilled in the presence of the City Inspector. Compaction shall be tested at random depths at approximate three-foot vertical intervals as backfill is placed to ensure the effectiveness of the compaction methods and to establish the depth of lift that can be compacted.

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If lifts greater than one foot are attempted in this trial length of trench, compaction tests shall be taken within the lifts to ensure that the full depth of the lift is compacted. Upon satisfactory completion of this portion of trench, the City Inspector shall establish the maximum lift thickness to be compacted for the remainder of the project.

Section 2 Transverse Trenches

These specifications shall also apply for transverse trenches cut diagonally across City streets, however, as the angle of excavation decreases from 90 perpendicular to the curb and gutter, special backfill and pavement restoration requirements may be imposed as appropriate.

2.1 Transverse Trenches less than Twelve Inches (12”) in Width

Trench backfill and pavement restoration shall conform with the drawing titled: “Transverse Trench Backfill & Paving Detail #1”, and the following specification requirements.

2.1.01 Trench Backfill Section

2.1.01.1 Backfill Material

Native backfill material shall not be used. Trench backfill slurry, meeting the requirements of “Greenbook” class 100-E-100 material, or other City-approved Controlled-Density-Fill (CDF) material, shall be used.

2.1.01.2 Backfill Depth

Trench backfill slurry shall be brought up to an elevation of three inches (3”) below adjacent street pavement surfaces. The overall trench backfill slurry depth shall be independent of the existing street structural section, and shall extend to the bottom of the excavation, or to the top of the pipe zone, as appropriate.

2.1.01.3 Backfill Compaction

Compaction testing shall not be required, provided trench backfill slurry placement and conditions provide adequately compacted and suitable trench backfill. Trench backfill slurry shall be allowed to adequately cure prior to pavement restoration.

2.1.02 Trench Base Section

No base material shall be required in this trench. 2.1.03 Trench Pavement Section

2.1.03.1 Pavement Edges

A one-foot (1’) saw cut shall not be required, provided that pavement edges are vertical, straight, and clean. Pavement edges and the top of the trench backfill slurry shall be coated with either AR 1000 paving asphalt or Grade SS-1h emulsified asphalt, as required by the “Greenbook”.

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2.1.03.2 Pavement Material Pavement restoration shall be accomplished using a dense medium course asphalt concrete, meeting the requirements of a “Greenbook” class B-AR-4000 asphalt concrete mix design, or a City-approved equal, installed in one, three inch (3”) lift directly upon the trench backfill slurry.

2.1.03.3 Pavement Compaction

Pavement material shall be adequately compacted throughout the trench width to 95% relative compaction. Compaction testing shall not be required.

2.1.04 Final Pavement Surface

The restored pavement within the trench shall be flush with adjacent street pavement surfaces. If the restored pavement surface is found to vary from the adjacent street pavement surfaces, the restored pavement shall be made flush as determined by the City Inspector, which may require grinding and/or additional paving.

2.1.05 Warranty

The trench backfill and pavement restoration shall be guaranteed against future settlement and/or pavement deterioration for a period of one (1) year from the acceptance of the work by the City Inspector. This warranty period does not limit the holder of the permit from the obligation to make appropriate repairs to the trench in the event the facility or utility within the trench should cause future trench settlement and/or pavement deterioration during the life and use of that facility or utility.

2.2 Transverse Trenches Twelve Inches (12”) to Twenty-four Inches (24”) in Width



Trench backfill shall meet the requirements of Section 1 and the following specifications. 2.2.01.1 Backfill Material

Native or select backfill material shall be used. Alternatively, trench backfill slurry, meeting the requirements of “Greenbook” class 100-E-100 material, or other City-approved Controlled-Density-Fill (CDF) material, may be used, following the requirements of Section 2.1.01.

2.2.01.2 Backfill Depth Trench backfill shall be brought up to subgrade elevation as required by the City Inspector. The depth of backfill shall be dependent upon the existing street structural section, and shall be brought up to an elevation which shall allow for a matching thickness of base material, 4½” minimum, and a section of asphalt concrete material 1” thicker than the existing section, 4” minimum.

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2.2.01.3 Backfill Compaction Trench backfill compaction shall meet the requirements of Section 1.03.

2.2.02 Trench Base Section 2.2.02.1 Base Material

Base material shall be crushed aggregate base or crushed miscellaneous base, meeting the requirements of “Greenbook” Sections 200-2.2 and 200-2.4.

2.2.02.2 Base Material Depth

Base material shall be brought up to finish grade elevation as required by the City Inspector. The depth of base material shall be dependent upon the existing street structural section, and shall be brought up to an elevation which shall allow for a matching thickness of base material, or 4½” minimum.

2.2.02.3 Base Material Compaction

Base material shall be compacted to 95% relative compaction. Compaction testing shall be required for each lift of base material and throughout the excavated trench as necessary to show conformance with these requirements.

2.2.03 Trench Pavement Section


A one-foot (1’) saw shall be required adjacent to trench edges. Pavement edges shall be coated with either AR 1000 paving asphalt or Grade SS-1h emulsified asphalt, as required by the “Greenbook”.

2.2.03.2 Pavement Material

Pavement restoration shall be accomplished using a dense medium course asphalt concrete, meeting the requirements of a “Greenbook” class B-AR-4000 asphalt concrete mix design, or a City-approved equal, installed in at least two (2) lifts directly upon the base material.


Pavement material shall be adequately compacted throughout the trench width to 95% relative compaction. Compaction testing shall be required for each lift of pavement material and throughout the excavated trench as necessary to show conformance with these requirements.



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2.2.05 Warranty The trench backfill and pavement restoration shall be guaranteed against future settlement and/or pavement deterioration for a period of one (1) year from the acceptance of the work by the City Inspector. This warranty period does not limit the holder of the permit from the obligation to make appropriate repairs to the trench in the event the facility or utility within the trench should cause future trench settlement and/or pavement deterioration during the life and use of that facility or utility.

2.3 Transverse Trenches Greater than Twenty-four Inches (24”) in Width



Trench backfill shall meet the requirements of Section 1 and the following specifications. 2.3.01.1 Backfill Material



Trench backfill shall be brought up to subgrade elevation as required by the City Inspector. The depth of backfill shall be dependent upon the existing street pavement structural section, and shall be brought up to an elevation which shall allow for a matching thickness of base material, 4½” minimum, and a section of asphalt concrete material 1” thicker than the existing section, 4” minimum.

2.3.01.3 Backfill Compaction

Trench backfill compaction shall meet the requirements of Section 1.03. 2.3.02 Trench Base Section 2.3.02.1 Base Material



Base material shall be brought up to finish grade elevation as required by the City Inspector. The depth of base material shall be dependent upon the existing street pavement structural section, and shall be brought up to an elevation which shall allow for a matching thickness of base material, or 4½” minimum.

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2.3.02.3 Base Material Compaction Base material shall be compacted to 95% relative compaction. Compaction testing shall be required for each lift of base material and throughout the excavated trench as necessary to show conformance with these requirements.





Pavement restoration shall be accomplished using a dense medium course asphalt concrete, meeting the requirements of a “Greenbook” class B-AR-4000 asphalt concrete mix design, or a City-approved equal, installed in at least two (2) lifts directly upon the backfill material. Pavement shall be brought to an elevation one-tenth of one foot (0.10’) below adjacent street pavement surfaces, provided all pavement restoration is completed within twenty-four (24) hours of base course paving. Otherwise, the pavement shall be brought to an elevation flush with adjacent street pavement surfaces.



2.3.04 Final Pavement Surface 2.3.04.1 Pavement Grinding

The existing street pavement surface adjacent to the trench shall be cold-milled to a depth of one-tenth of one foot (0.10’) a distance three feet (3’) beyond the one foot (1’) saw cut along both sides of the trench.

2.3.04.2 Pavement Capping

Finish pavement restoration shall be accomplished using a dense medium asphalt concrete, meeting the requirements of a “Greenbook” class C2-AR-4000 asphalt concrete mix design, or a City-approved equal, installed in a one-tenth of one foot (0.10’) lift throughout the pavement grinding area using a Barber-Green paver or similar mechanical means.

2.3.04.3 Finish Compaction

Pavement material shall be adequately compacted throughout the grinding area to 95% relative compaction. Compaction testing shall not be required.

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2.3.04.4 Finish Surface The restored pavement within the trench shall be flush with adjacent street pavement surfaces. If the restored pavement surface is found to vary from the adjacent street pavement surfaces, the restored pavement shall be made flush as determined by the City Inspector, which may require grinding and/or additional paving.

2.3.05 Warranty


2.4 Multiple Transverse Trenches

In cases where there are multiple transverse trenches proposed on a City street, or should a transverse trench be proposed near an existing transverse trench, additional pavement restoration requirements shall be required.

Whenever the horizontal distance between proposed transverse trenches, or between an existing and proposed transverse trench, is less than twenty feet (20’), final pavement surface restoration between the transverse trenches shall conform with the following specifications.


The transverse trench pavement restoration requirements specified in Sections 2.1, 2.2, and 2.3, as appropriate, shall be required for each transverse trench; however, additional final pavement surface requirements shall be imposed, as follows.

2.4.01.1 Pavement Grinding

The existing street pavement surface shall be cold-milled to a depth of one-tenth of one foot (0.10’) between proposed transverse trenches, or between a proposed transverse trench and an existing trench, to a point three feet (3’) past each trench.



2.4.01.3 Finish Compaction

Pavement material shall be adequately compacted throughout the grinding area to 95% relative compaction. Compaction testing shall not be required.

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2.4.01.4 Finish Surface The restored pavement within the trench shall be flush with adjacent street pavement surfaces. If the restored pavement surface is found to vary from the adjacent street pavement surfaces, the restored pavement shall be made flush as determined by the City Inspector, which may require grinding and/or additional paving.

Section 3 Longitudinal Trenches

Longitudinal trench backfill and initial pavement restoration requirements shall depend upon the width of the excavated trench, and shall follow the transverse trench backfill and pavement restoration specifications set forth in Sections 1 and 2. However, final pavement surfacing requirements shall depend upon the location of the longitudinal trench, whether excavated within a “parking lane” or within a “travel lane”.

3.1 Longitudinal Trenches within Parking Lanes

This Section shall apply to longitudinal trenches excavated entirely within the parking lane of City streets, as defined herein. As parking lane widths vary, generally, longitudinal trench widths shall be limited to twenty-four inches (24”) and less. Should the trench excavation width extend past the parking lane and into the adjacent travel lane, the trench backfill and pavement restoration requirements for longitudinal trenches within travel lanes shall apply.

Longitudinal trench backfill and pavement restoration for trenches excavated within the parking lane along City streets shall conform with the drawing titled: “Longitudinal Trench Backfill & Paving Detail #1”, and the following specification requirements.

3.1.01 Parking Lane Definition

A “parking lane” shall be defined as a striped or unstriped lane of varying width along arterial, collector, or local residential streets, as follows:

Along arterial streets, the width of the parking lane shall be determined by measuring from a point twelve feet (12’) from the last striped lane line to the edge of pavement. A parking lane along arterial streets may also contain a striped bike lane, however, the parking lane may be wider than the designated bike lane. Along collector and local residential streets, the width of the parking lane shall be determined by measuring from a point twelve feet (12’) from the centerline (striped or unstriped) of the street to the edge of pavement.

In all cases, the City Inspector shall determine the limits of the parking lane, and shall direct longitudinal trench backfill and pavement restoration requirements appropriately.


Trench backfill shall meet the requirements of Sections 1. For trench widths less than twelve inches (12”) in width, trench backfill shall also meet the requirements of Section 2.1.01. For trench widths twelve inches (12”) to twenty-four inches (24”) in width,

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trench backfill shall also meet the requirements of Section 2.2.01. For trench widths greater than twenty-four inches (24”) in width, trench backfill shall also meet the requirements of Section 2.3.01.


For trench widths less than twelve inches (12”) in width, trench base material, depth, and compaction shall meet the requirements of Section 2.1.02. For trench widths twelve inches (12”) to twenty-four inches (24”) in width, trench base material, depth, and compaction shall meet the requirements of Section 2.2.02. For trench widths greater than twenty-four inches (24”) in width, trench base material, depth, and compaction shall meet the requirements of Section 2.3.02.


For trench widths less than twelve inches (12”) in width, the trench pavement section shall meet the requirements of Section 2.1.03. For trench widths twelve inches (12”) to twenty-four inches (24”) in width, the trench pavement section shall meet the requirements of Section 2.2.03. For trench widths greater than twenty-four inches (24”) in width, the trench pavement section shall meet the requirements of Section 2.3.03.

3.1.05 Final Pavement Surface 3.1.05.1 Finish Surface


3.1.05.2 Sealcoat

The finish pavement of the excavated trench and adjacent pavement surfaces, within the limits of the defined parking lane, shall be spread with a “Greenbook” sealcoat material.

3.1.06 Warranty


3.2 Longitudinal Trenches within Travel Lanes

This Section shall apply to longitudinal trenches excavated entirely within the travel lane of City streets, as defined herein.

Longitudinal trench backfill and pavement restoration for trenches excavated within the travel lane along City streets shall conform with the drawing titled: “Longitudinal Trench

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Backfill & Paving Detail #2”, and the following specification requirements. 3.2.01 Travel Lane Definition

A “travel lane” shall be defined as a striped or unstriped lane of varying width along arterial, collector, or local residential streets, as follows:

Along arterial streets, the width of the travel lane shall be determined by measuring between the existing striped lane lines; or, for the furthest right-hand travel lane, by measuring twelve feet (12’) from the last striped lane line toward the edge of pavement.

Along collector and local residential streets, the width of the travel lane shall be determined by measuring twelve feet (12’) from the centerline (striped or unstriped) of the street toward the edge of pavement.

In all cases, the City Inspector shall determine the limits of the travel lane, and shall direct longitudinal trench backfill and pavement restoration requirements appropriately.


Trench backfill shall meet the requirements of Sections 1. For trench widths less than twelve inches (12”) in width, trench backfill shall also meet the requirements of Section 2.1.01. For trench widths twelve inches (12”) to twenty-four inches (24”) in width, trench backfill shall also meet the requirements of Section 2.2.01. For trench widths greater than twenty-four inches (24”) in width, trench backfill shall also meet the requirements of Section 2.3.01.


For trench widths less than twelve inches (12”) in width, trench base material, depth, and compaction shall meet the requirements of Section 2.1.02. For trench widths twelve inches (12”) to twenty-four inches (24”) in width, trench base material, depth, and compaction shall meet the requirements of Section 2.2.02. For trench widths greater than twenty-four inches (24”) in width, trench base material, depth, and compaction shall meet the requirements of Section 2.3.02.

3.2.04 Trench Pavement Section 3.2.04.1 Pavement Edges

For trench widths less than twelve inches (12”) in width, pavement edges shall meet the requirements of Section 2.1.03.1. For trench widths greater than twelve inches (12”) in width, a one-foot (1’) saw shall be required adjacent to trench edges. Pavement edges shall be coated with either AR 1000 paving asphalt or Grade SS-1h emulsified asphalt, as required by the “Greenbook”.


For trench widths less than twelve inches (12”) in width, pavement restoration shall be accomplished using a dense medium course asphalt concrete, meeting the requirements of a “Greenbook” class B-AR-4000 asphalt concrete mix design, or a City-approved

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equal, installed in one lift directly upon the trench backfill slurry.

For trench widths greater than twelve inches (12”) in width, pavement restoration shall be accomplished using a dense medium course asphalt concrete, meeting the requirements of a “Greenbook” class B-AR-4000 asphalt concrete mix design, or a City-approved equal, installed in at least two (2) lifts directly upon the base material.

For all trenches, the pavement shall be brought to an elevation one-tenth of one foot (0.10’) below adjacent street pavement surfaces, provided all pavement restoration is completed within twenty-four (24) hours of base course paving. Otherwise, the pavement shall be brought to an elevation flush with adjacent street pavement surfaces.



3.2.05 Final Pavement Surface 3.2.05.1 Pavement Grinding

The existing street pavement surface throughout the entire width of the affected travel lane shall be cold-milled to a depth of one-tenth of one foot (0.10’). Should the trench excavation extend into an adjacent travel lane, the existing street pavement surface within both affected travel lanes shall be cold-milled to a depth of one-tenth of one foot (0.10’).



3.2.05.3 Finish Compaction Pavement material shall be adequately compacted throughout the grinding area to 95% relative compaction. Compaction testing shall not be required.

3.2.05.4 Finish Surface


3.2.06 Warranty

The trench backfill and pavement restoration shall be guaranteed against future

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settlement and/or pavement deterioration for a period of one (1) year from the acceptance of the work by the City Inspector. This warranty period does not limit the holder of the permit from the obligation to make appropriate repairs to the trench in the event the facility or utility within the trench should cause future trench settlement and/or pavement deterioration during the life and use of that facility or utility.

Section 4 Rectangular Street Cuts

These specifications shall apply for rectangular street cuts, or potholes, excavated within City streets, and shall depend upon size, location, and number of rectangular cuts performed in any one area. As the size, location, and number of rectangular cuts performed in any one area can greatly vary, special backfill and pavement restoration requirements may be imposed as appropriate to meet field conditions.

4.1 Rectangular Street Cuts less than Twelve Inches (12”) Wide

Trench backfill and pavement restoration shall conform with the drawing titled: “Rectangular Street Cut Backfill & Paving Detail #1”, and the following specification requirements.



Native backfill material shall not be used. Trench backfill slurry, meeting the requirements of “Greenbook” class 100-E-100 material, or other City-approved Controlled-Density-Fill (CDF) material, shall be used.


Trench backfill shall be brought up to an elevation of three inches (3”) below adjacent street pavement surfaces. The overall trench backfill slurry depth shall be independent of the existing street structural section, and shall extend to the bottom of the excavation, or to the top of the pipe zone, as appropriate.

4.1.01.3 Backfill Compaction Compaction testing shall not be required, provided trench backfill slurry placement and conditions provide adequately compacted and suitable trench backfill. Trench backfill slurry shall be allowed to adequately cure prior to pavement restoration.


No base material shall be required in this trench. 4.1.03 Trench Pavement Section


A one-foot (1’) saw cut shall not be required, provided that pavement edges are vertical, straight, and clean. Pavement edges and the top of the trench backfill slurry shall be

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coated with either AR 1000 paving asphalt or Grade SS-1h emulsified asphalt, as required by the “Greenbook”.


Pavement restoration shall be accomplished using a dense medium course asphalt concrete, meeting the requirements of a “Greenbook” class B-AR-4000 asphalt concrete mix design, or a City-approved equal, installed in one, three inch (3”) lift directly upon the trench backfill slurry.


Pavement material shall be adequately compacted throughout the trench width to 95% relative compaction. Compaction testing shall not be required.



4.1.05 Warranty


4.2 Rectangular Street Cuts Greater than Twelve Inches (12”) Wide

Trench backfill and pavement restoration shall conform with the drawing titled: “Rectangular Street Cut Backfill & Paving Detail #2”, and the following specification requirements.

4.2.01 Trench Backfill Section Trench backfill shall meet the requirements of Section 1 and the following specifications.




Trench backfill shall be brought up to subgrade elevation as required by the City Inspector. The depth of backfill shall be dependent upon the existing street structural section, and shall be brought up to an elevation which shall allow for a matching thickness of base material, 4½” minimum, and a section of asphalt concrete material 1”

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thicker than the existing section, 4” minimum. 4.2.01.3 Backfill Compaction

Trench backfill compaction shall meet the requirements of Section 1.03. 4.2.02 Trench Base Section 4.2.02.1 Base Material



Base material shall be brought up to finish grade elevation as required by the City Inspector. The depth of base material shall be dependent upon the existing street structural section, and shall be brought up to an elevation which shall allow for a matching thickness of base material, or 4½” minimum.

4.2.02.3 Base Material Compaction

Base material shall be compacted to 95% relative compaction. Compaction testing shall be required for each lift of base material and throughout the excavated trench as necessary to show conformance with these requirements.





Pavement restoration shall be accomplished using a dense medium course asphalt concrete, meeting the requirements of a “Greenbook” class B-AR-4000 asphalt concrete mix design, or a City-approved equal, installed in at least two (2) lifts directly upon the base material.




The restored pavement within the trench shall be flush with adjacent street pavement surfaces. If the restored pavement surface is found to vary from the adjacent street pavement surfaces, the restored pavement shall be made flush as determined by the City

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Inspector, which may require grinding and/or additional paving. 4.2.05 Warranty


4.3 Multiple Rectangular Street Cuts

In cases where there are multiple rectangular street cuts proposed in a single location, or should a rectangular street cut be proposed near an existing trench or street cut, additional pavement restoration requirements shall be required.

It shall be required that additional grinding and capping, meeting the requirements of Section 2.4.01, be performed at a single location where numerous rectangular street cuts (potholes) are proposed. As the size, shape, location, and number of rectangular street cuts can vary, the additional pavement restoration requirements shall be site specific, and shall also depend upon the existence of existing trenches and street cuts. However, for all situations, it shall be expected that the resulting final pavement surface at a single location shall be consistent and uniform, and may result from substantial grinding and capping requirements beyond the proposed rectangular street cuts.

Click here to view Standard Drawing 600 Transverse Trench Backfill & Paving Detail http://www.la-quinta.org/Index.aspx?page=170

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http://www.la-quinta.org/Index.aspx?page=170

Engineering Bulletin 99-07

ENGINEERING BULLETIN #99-07 TO: All Interested Parties FROM: Chris A. Vogt, Public Works Director DATE: February 8, 1999 RE: Allowable Construction Tolerance for Building Pad Elevations The City allows a 0.1-foot elevation differential for construction tolerance with regard to the building pad elevation shown on the approved rough grading plan and the actual pad elevation that is constructed. Deviations larger than 0.1-foot (higher or lower) must be resolved via one of the following procedures:

1) Re-grade the building pad so it conforms to the approved grading plan within the allowable construction tolerance noted above, or

2) Revise the approved rough grading plan to implement a new grading concept.

This alternative is available only if the proposed concept for plan revision complies with city standards. (Note: the City charges $150 per sheet for plan revisions)

Evaluation Commentary Regarding Plan Revisions 1. Regarding approval of grading plan revisions authorizing lower pad building elevations:

• If the existing approved grading plan employs the minimum allowable drainage swale flowline gradient of 0.5%, a lower pad elevation can not be approved.

• If the drainage swale flowline gradient on the existing approved grading plan

exceeds 0.5%, a lower pad elevation can be approved provided the new flowline gradient is not less than 0.5%.

• On rare occasions, the conditions of approval imposed on the subdivision when the

tentative map was approved could affect approval of a lower pad elevation. Please check the conditions of approval.

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Engineering Bulletin 99-07

Engineering Bulletin 99-07 February 8, 1999 2. Regarding approval of grading plan revisions authorizing higher building pad elevations:

• One issue regarding the maximum allowable building pad elevation relates to driveway slope. The maximum allowable driveway slope is 15%. If the maximum driveway slope is not exceeded, a higher building pad elevation can be approved.

• Another issue regarding the maximum allowable building pad elevation relates any

conditions of approval that may have been imposed on the subdivision when the tentative map was approved. Conditions of approval commonly include provisions regarding relative pad height with respect to surrounding building pads. Please check the conditions of approval.

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ENGINEERING BULLETIN #04-09 TO: All Interested Parties FROM: Timothy R. Jonasson, Public Works Director/City Engineer DATE: January 26, 2004 SUBJECT: Grading Bonds This Engineering Bulletin provides policy direction regarding the implementation and administration of grading bonds. Security Amount – As authorized by L.Q.M.C. 8.02.010 and California Building Code, Section 3311, the property owner, or grading contractor, shall post security in an amount calculated per the following formula:

BA = CA x PB Where: BA = Bond Amount

CA = Contract Amount to grade property in accordance with approved grading plans PB = Percent Bonded

When:

CA < $100,000; PB=100% CA is>$100,000 but <$1 Million; PB=[1-(0.8CA/900000)-0.088]** CA>$1 Million; PB=20%

**This formula calculates the bond amount based on a straight line decreasing bonding percent that starts at 100% for grading contracts equaling $100,000 and decreases to 20% for contracts at $1 million. An online calculator in Excel spreadsheet format is available for calculating the grading bond amount. Please visit the City website.

The security shall conform to security requirements adopted by the City Council in its Resolution 96-27. Procedure to Avoid Double Bonding – The City does not require “double” bonding if the developer desires to post a grading bond before the Subdivision Improvement Agreement (SIA) is established and secured. If the developer wants to grade his/her property before the SIA is in place, the developer simply posts grading security as if no SIA is pending. Later, when the SIA is prepared, the line item for “grading” in the SIA exhibit will be noted as previously graded and bonded pursuant to grading permit #(XXXX), unless some

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Engineering Bulletin #04-09 (Revised) 1/26/04 Page 2 of 2 grading remains in which case 100% of the unfinished grading area must be bonded. Be advised, the double bonding conflict occurs only with grading projects associated with tentative maps. Grading projects not associated with tentative maps are not confronted with the double bonding conflict since there is no pending SIA to contend with. Bond Forms –The “Grading Bond” form is available online for easy preparation. The bonding company can fill out the grading bond form, online, and print it out for execution by the appropriate officials. For easy future reference, this bulletin is available via the City website at www.la-quinta.org

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http://www.la-quinta.org

T Drive/Engineering Bulletins/EB 04-10

ENGINEERING BULLETIN # 04-10 TO: All Interested Parties

FROM: Timothy Jonasson, Public Works Director/City Engineer

DATE: July 29, 2004

SUBJECT: Major Encroachment Permit Fee Calculation

This bulletin clarifies the City’s policy on calculation of permit fees for Major Encroachment Permits. A Major Encroachment Permit is currently defined as a permit for a public works improvement which exceeds $5,000 in total cost. The permit fee for a Major Encroachment Permit is based on plan checking costs and the improvements1 to be installed. At the permit applicant’s option, improvement cost documentation submitted to the City may be either: 1) a fully executed improvement work agreement from the contractor of record, or 2) a wet stamped engineer’s estimate2. City staff is not authorized to issue a permit until the improvement costs have been confirmed in a manner prescribed in this bulletin. The City reserves the right to: 1) review and approve all engineer estimates prior to collection of the permit fees and issuance of the permit and 2) recalculate the required permit fee in the event of significant changes in improvement costs and/or City inspection requirements from the original estimate. The fees paid for a Major Encroachment Permit are applied to both plan checking and construction inspection expenses incurred by the City. The City typically collects an initial portion of the fee (based on a sheet count of the plan set) at the time the plans are submitted for plan checking. The balance of the fee (based on the cost of improvements) is paid at the time of permit issuance. The City will refund the balance of any unexpended portion of the plan check fees3 if the project is canceled before the permit is issued. However, in no event will the City refund any portion of the initial fee payment if the encroachment permit is issued.

1. Utility company (Time Warner Cable, Verizon, The Gas Company) improvement costs submitted to the City for encroachment permits may, at the permit applicant’s option and sole expense, exclude the materials and labor that constitute the utility-owned improvement (e.g. conduits, manholes, vaults, cabling, pipe, etc.).

2. Total improvement costs based on engineer estimates will be calculated using a

standard 20% contingency factor applied to the specific line item subtotal estimate.

3. Plan check costs incurred by the City may include outside consultant and other direct charges, as applicable. A 25% administrative fee will be added to the City’s plan check costs prior to calculation of the unexpended refund balance.

Link to Public Works Fees http://www.la-quinta.org/Index.aspx?page=133

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T Drive/Engineering Bulletins/EB 05-11

ENGINEERING BULLETIN # 05-11 TO: All Interested Parties

FROM: Timothy Jonasson, Public Works Director/City Engineer

DATE: March 28, 2005

SUBJECT: Final Parcel & Tract Map Approval Policy – Improvement Plan Completion & Park Dedications/Fee Payments

This bulletin clarifies the City’s policy on final parcel and tract map approvals by the City Engineer. The City has historically approved final maps without improvement plan finalization. Effective immediately, the City Engineer will no longer sign final maps until the improvement plans (e.g. rough grading, street and storm drain, etc.) are substantially complete. Substantial completeness will ensure that design changes will not be encountered that result in material changes in lot or parcel configurations. This policy change will be in conformance with practices in other local municipalities. A benefit to this new map policy will be a reduction in development bonding costs wherein “no plans” bonding for development improvement agreements will not, in general, be required for future projects. Additionally, pursuant to La Quinta Municipal Code, Section 13.48, Park Dedications (Quimby Act), parkland dedication or in-lieu fees shall be reviewed and approved by the Director of Community Development. Dedications and/or payments shall be made prior to or concurrently with the recordation of the first final map within the tentative map. Please reference Municipal Code Section 13.48.080 for processing procedures on phased maps.

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P .O. B O X 1504 L A Q U I N T A, C A L I F O R N I A 92247-1504 78-495 C A L L E T A M P I C O L A Q U I N T A, C A L I F O R N I A 92253

PU B L I C WO R K S /E N G I N E E R I N G D E P A R T M E N T

(760) 777-7075 FAX (760) 777-7155


TO: All Interested Parties FROM: Timothy R. Jonasson, Public Works Director/City Engineer REVISED EFFECTIVE DATE: September 22, 2010 ORIGINAL EFFECTIVE DATE: December 19, 2006 SUBJECT: Traffic Impact Study Guidelines This bulletin establishes traffic study specifications. All traffic studies submitted to the City of La Quinta shall be completed by a Traffic Engineer registered in the State of California and shall follow these guidelines unless otherwise directed by the City Engineer. SCREENING CRITERIA

Traffic impact studies or focused traffic impact memos for the City of La Quinta shall be prepared for all new development projects. Traffic impact studies will be prepared for all new development projects generating 50 or more peak hour trips as calculated by the screening criteria below. The screening calculation of the peak hour trips shall utilize the Institute of Transportation Engineers (ITE) p.m. peak hour trip generation rates per the most recent Trip Generation Manual. Selected 8th Edition Trip Generation rates are provided below in Table 1.0 for convenience and reference only. Additional land use categories and trip generation regression curves are available in the Trip Generation Manual and should be used as applicable.

Focused traffic impact memos will be accepted for new development projects that will generate:

1. Less than 50 peak hour trips; or

2. Less than the total peak hour trips associated the previous existing or approved land use

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TABLE 1.0 – Trip Generation Rates Excerpted from ITE Trip Generation 8th Edition

Land Use Unit Average Rate P.M. Weekday Peak

Hour of the Generator Trips/ Unit

Threshold Development

intensity

Light Industry (Code110) 1,000 GFA 1.08 46,296 GFA Industrial Park (Code 130) 1,000 GFA 0.86 58,140 GFA Manufacturing (Code140) 1,000 GFA 0.75 66,667 GFA Single Family Residential (Code 210) D.U. 1.02 49 D.U. Apartment (Code 220) D.U. 0.67 75 D.U High-rise Apartment (Code 222) D.U. 0.40 125 D.U. Residential Condominium (Code 230) D.U. 0.52 96 D.U. General Office (Code 710) 1,000 GFA 1.49 33,557 GFA Corporate Headquarters (Code 714) 1,000 GFA 1.40 35,714 GFA Office Park (Code 750) 1,000 GFA 1.48 33,333 GFA Research & Development (Code 760) 1,000 GFA 1.07 46,296 GFA Drive-In Bank (Code 912) 1,000 GFA 26.69 935 GFA Gasoline Service w/ Market (Code 945) Fuel Position 13.57 4 Pumps Discount Superstore (Code 813) 1,000 GFA 4.68 12,407 GFA Shopping Center (Saturday Peak Hour) (Code 820)

1,000 GLA 4.89 10,060 GLA

Quality Restaurant (Code 931) 1,000 GFA 9.02 5543 GFA Fast Food w/ Drive-Thru (Code 934) 1,000 GFA 46.14 1071 GFA

TRAFFIC IMPACT STUDY FORMAT

All traffic impact studies shall provide the following information unless otherwise approved in the proposed scope of work. 1.0 EXECUTIVE SUMMARY A. Introduction

B. Description of Proposed Project C. Study Area and Analysis Scenarios D. Criteria for Determining Significant Impacts E. Summary of Findings

1. Existing Conditions 2. Project Opening Year and Build out Conditions 3. Site Access and On-Site Circulation 4. Parking 2.0 PROPOSED DEVELOPMENT A. Location

B. Land Use and Intensity C. Site Plan and Project Access

D. Project Timing

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3.0 AREA CONDITIONS A. Study Area

1. Area of Significant Traffic Impact B. Study Area Land Use

1. Existing Land Uses 2. Approved Future Development

C. Area Roadway System D. Traffic Volumes and Conditions E. Level of Service Definitions and Analysis Methodologies F. City of La Quinta Required Intersection Level of Service G. Existing Intersection Level of Service H. City of La Quinta Required Roadway Segment Level of Service I. Existing Roadway Segment Level of Service J. Transit Service

4.0 PROJECTED TRAFFIC A. Site Traffic 1. Trip Generation 2. Trip Distribution 3. Modal Split 4. Trip Assignment

B. Cumulative Development Traffic 1. Method of Projection 2. Non-Site Traffic for Study Area 3. Ambient Growth Rate

C. Total Future Traffic 5.0 TRAFFIC IMPACT ASSESSMENT METHODOLOGY A. Scenarios

B. Potential Significant Impact Criteria 1. Potential Significant Impacts to Intersections (Near Term) 6.0 NEAR TERM CONDITIONS TRAFFIC ANALYSIS FOR INTERSECTIONS AND ROAD

SEGMENTS

A. Level of Service for Existing plus Ambient Growth plus Project Opening Year B. Level of Service for Existing plus Ambient Growth plus Cumulative Plus Project (2025) D. Statistical Standard Deviation Trip Generation Analysis

7.0 SUMMARY AND RECOMMENDATIONS

A. Project Access B. Project Traffic C. Potential Significant Impact Assessment Results D. On-Site Circulation Recommendations E. Parking

FOCUSED TRAFFIC IMPACT MEMO FORMAT

Focused traffic impact memos will be prepared as a memo or letter and will follow the same format as above but provide the information in less detail. However, the near term conditions traffic analysis will only be required for the following scenarios:

A. Level of Service for Existing plus Ambient Growth plus Project Opening Year 66

FORMATTING CRITERIA

Traffic Study reports should provide a comprehensive review of any potentially significant project specific impact(s). Included in each report should be a project description, a project schedule and an explanation of the analysis methodology used. Existing, existing plus project, project opening phases and City build-out conditions should be evaluated based on collected and projected volumes. Each of these scenarios should have a Level of Services (LOS) analysis, verification of traffic counts utilized and a list of significant impacts along with recommended mitigation measures. Reports should include fully numbered pages with a table of contents and other standard report formatting measures including Executive Summary and Recommendation sections. Recommendations for mitigation of the potentially significant project specific impacts are required for all potentially significant impacts for each scenario analyzed in the report. Traffic Study reports in letter format are acceptable with City approval when a limited scope analysis or update study is desired. SCOPING FORM APPROVAL & DRAFT REPORT APPROVAL

Preparation of traffic studies for the City of La Quinta should begin with the submittal of a completed scoping form (see Attachment 4) by the traffic engineer preparing the study for City approval. Included with the submittal should be a figure graphically depicting the report’s proposed study intersections and distribution assumptions. The scope should also identify what specific ITE land use codes, trip generation rates, pass-by reduction factors, time periods (e.g. a.m. peak, p.m. peak, weekend peak) and development scenarios (e.g. existing, existing plus project, project phase, project build-out, City build-out) are proposed to be studied. A draft cumulative projects list, if applicable, should also be included with the scoping submittal. This list of planned or entitled projects that could affect the development under review can be obtained from the Planning Department.

The traffic study should only be initiated after the scoping submittal is approved by the Public Works Department. The scoping submittal will be reviewed by the City Traffic Engineer and the Principal Engineer in charge of the Development Services Division with approval given by the Public Works Director. Scoping submittals may also be reviewed by the City Attorney. A draft traffic study report is also requested for City review and approval prior to finalization of report conclusions.

The scope of the Traffic Impact Study shall address all applicable requirements of the California Environmental Quality Act (CEQA) and the Traffic Engineer performing the work should be familiar with these requirements. The scope may be expanded after the initial Scope of Work is approved by the City to address CEQA compliance issues. Questions with regard to CEQA compliance should be addressed to the Planning Department.

GENERAL SPECIFICATIONS

Traffic Studies for the City of La Quinta shall conform to the general specifications contained within the Riverside County Transportation Department guidelines (latest

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edition) unless otherwise authorized by the City Engineer. These guidelines are located at the following hyperlink:

http://www.rctlma.org/trans/gen_info_pamphlets.html

Specific exceptions to the Riverside County specification document for the City of La Quinta are as outlined in this bulletin. MINIMUM STUDY AREA

At a minimum, the traffic report shall analyze roadways and intersections within the following study area radius based on the Average Daily Traffic (ADT) the project is projected to generate:

TABLE 2.0 – Minimum Study Radius

ADT's between 0-100 0.25 mile from the adjacent perimeter of the project

ADT's between 101-5,000 0.50 mile from the adjacent perimeter of the project

ADT's between 5,001-10,000

1.0 mile from the adjacent perimeter of the project

ADT's between 10,001-15,000

1.5 miles from the adjacent perimeter of the project

ADT's over 15,000 Radius to be determined by the City.

If, in the judgment of the City or the Traffic Engineer, project trips may cause potentially significant project specific impacts to road segments or intersections beyond the study radius, those road segments or intersections are also required to be studied. The study scope should also identify intersections and streets from adjacent municipalities to be included in the traffic study, if appropriate.

No adjustments for diverted trips should be assumed when analyzing intersections or road segments along Highway 111, Washington or Jefferson Streets. Pass by trips can be utilized, if justified.

LEVEL OF SERVICE

The City of La Quinta has established LOS ‘D’ as the minimum level of service for its intersections and street segments.

ROAD SEGMENTS

The maximum daily volume to capacity (V/C) ratio of 0.90 shall be used for all road segments being studied. The maximum daily capacity of a roadway shall be determined based on its functional classification as follows:

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Classification Lane Configuration Capacity (ADT) Local 2U 9,000 Collector 2U 14,000 Modified Secondary 2D 19,000 Secondary 4U 28,000 Primary 4D 38,000 Major 6D 57,000 Augmented Major 8D 76,000

SIGNALIZED INTERSECTIONS

Signalized intersections shall have an overall intersection delay that equates to a LOS ‘D’ or better based on the delay methodology in the latest version of the Highway Capacity Manual (HCM) or Intersection Capacity Utilization (ICU). Input parameters for the HCM analysis shall comply with Attachment 2 of this document. Alternatively, the Intersection Capacity Utilization Method (ICU) may be used to calculate LOS for signalized intersections. UNSIGNALIZED INTERSECTIONS

Unsignalized intersections shall have a LOS ‘D’ or better for all critical movements at an all-way stop controlled intersection and a LOS ‘E’ for a side street on a two-way stop controlled intersection based on the latest HCM delay methodology. TRAFFIC COUNTS

TIME OF DAY

Required traffic counts should measure morning peak volumes between the hours of 6:00 to 8:30 a.m. and afternoon peak volumes between the hours of 2:30 to 5:30 p.m. Time frames for Saturday counts, if required, should be agreed upon with the City prior to their collection. The City of La Quinta experiences peak traffic volumes at atypical times of day as a result of heavy construction and maintenance worker trip volumes with early start/end work schedules.

SEASONAL ADJUSTMENT

The City of La Quinta historically experiences significant variations in seasonal population. To compensate for these cyclical fluctuations, adjustments should be made to traffic counts based on the time of year they are taken. Counts taken from January 2 to March 31 require no seasonal adjustments. Use of traffic counts taken in the period between Thanksgiving and New Years Day will generally not be allowable given the wide variation in traffic volumes during this period. Counts taken in the months of April and November shall be increased by 5%. Those taken in May and October shall be increased by 10%. Those taken in June and September shall be increased by 15%, while those taken in July and August shall be increased by 20% over measured levels. With the City approval, historical traffic counts may be utilized for a period no greater than 1 year from the initial submittal

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of the full traffic study. A request to use historical traffic counts should be included as part of the scoping package submitted to the City. FUTURE TRAFFIC VOLUMES CUMULATIVE GROWTH VOLUMES

For estimating future traffic volume growth for time periods between existing and the City’s horizon year, a combination of cumulative projects and a percentage growth factor shall be used. A cumulative projects list, compiled by the City’s Planning Department, will be used for this purpose. As a minimum, future projects located within a radius that is twice that indicated in Table 2.0 should be included. Additional cumulative projects located outside that radius should be included if projected traffic from that project is anticipated to combine with other traffic to significantly impact a study intersection or road segment. If applicable, neighboring agencies will be contacted by City staff for additional cumulative projects located in their jurisdiction that may effect study locations.

In addition, a percentage growth rate for regional traffic shall be included in these future traffic volumes. This percentage will normally be 1% per year but may be adjusted by the City based on project location and historical data. The methodology described in NCHRP Report 255 may be used to estimate intersection turning movement counts. TRAFFIC VOLUME BENCHMARKS

Traffic counts and studies should benchmark against current peak season traffic volume levels available from the Coachella Valley Association of Governments at:

http://www.cvag.org/Trans/pdffiles/2007TrafficMap.pdf

Studies should review current traffic census information to ensure that actual or theoretical counts are of the proper magnitude. TRIP GENERATION RATES

ITE trip generation rates should utilize appropriate land use categories for peak hour assumptions as described in the “Screening Criteria” section of this Engineering Bulletin unless other rates are authorized by the City Engineer. If the ITE Trip Generation Report provides an equation for calculating trip generation that has a good regression curve fit to the data points (R²>0.7), the equation should be used in place of the average rate. For high weekend use facilities such as shopping centers and restaurants, the traffic study should utilize the higher trip generation values assigned to these time periods as well as an analysis of weekday trip generation conditions. AM peak hour analysis is not generally applicable for commercial sites. The ITE rate of the peak hour of the generator NOT the peak hour of the adjacent street should generally be utilized.

Reduction factors may be applied to the traffic that is added to the streets adjacent to the project to account for non-diverted pass-by traffic. The reduction factors, outlined in the latest edition of the Institute of Transportation Engineers Trip Generation Informational Report Users Handbook, are to be approved by the

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City during the scoping process.

In addition to average peak hour rates, increases in average rates to incorporate one (1) statistical standard deviation (1 sigma) for commercial projects such as discount superstores, shopping centers, quality and fast-food restaurants, gasoline service stations and drive-in banks, should be reviewed for worst case sensitivity analysis. The analysis is requested to identify marginal traffic issues with potential additional traffic volumes.

The statistical standard deviation trip generation increase analysis should review all site access intersections and adjacent arterial intersections. While the details of this analysis can be located in the report appendix, a supplemental table and diagram should be provided within the traffic study to document standard deviation maximum trip distributions and the potential traffic impacts occurring at the margins of the trip generation estimates.

The standard deviation trip generation rates are not intended to define standard mitigation measures, but to provide a sensitivity review for possible traffic impacts adjacent to the development, given the inexact nature of traffic study assumptions and results. TRIP DISTRIBUTION AND ASSIGNMENT

A typical trip distribution for a proposed project is illustrated in Attachment 3. This information should be attached to the proposed scope of work (see Attachment 4) for a traffic impact study, as well as in the final study report. The basis used to determine the percentage distribution should be identified in the scoping form and approved by the City. The percent of trips assigned to the road network can be based on the relative location of population, commercial, recreational and employment centers; existing peak hour link and turning movement volumes; ADT volumes; proximity to regional transportation corridors and/or knowledge of local and regional traffic circulation.

TRAFFIC SIGNAL GUIDANCE

A Traffic Signal Warrant Analysis should be performed at all unsignalized study intersections for each study scenario. Warrant analysis should utilize the most appropriate of eight warrants listed in section 4 of the latest edition of the California Manual of Uniform Traffic Control Devices (CA MUTCD).

The need for traffic signals should also include an analysis for Warrant 6 (Coordinated Signal Systems). This warrant should be applied to locations where adjacent traffic signals do not provide the necessary degree of platooning and where the addition of a new traffic signal will assist in providing progressive signal operation. Normally, this should be considered only at locations which are between 1300 and 2600 feet from existing or future traffic signal installations. At locations which are less than 1300 feet from adjacent traffic signals, new traffic signals will not generally be permitted.

Where applicable, the need for traffic signals should also include an analysis for Warrant 8 (Roadway Network). The signal warrant may be met by an intersection

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which has a total existing or immediately projected entering volume of at least 1,000 vehicles per hour during the peak hour of a typical weekday or has a total existing or immediately projected entering volume of at least 1,000 vehicles per hour for each of any 5 hours of a non-normal business day (Saturday or Sunday). EXCLUSIVE LEFT & RIGHT TURN LANES

As part of the analysis of Study Intersections, available storage capacity of existing and proposed auxiliary lanes (i.e. left and right turn pockets) should be reviewed for capacity. At their 95th percentile traffic volume demand level, left-turn lanes should not exceed their storage capacity. Traffic study recommendations for dual left turn lanes should be based on a threshold volume of 250 vehicles per peak hour. Traffic study recommendations for an exclusive right turn lane at an intersection should be based on a threshold volume of 200 vehicles per peak hour.

SITE ACCESS

Auxiliary lanes shall be installed on all primary arterial, secondary arterial and higher order street classifications according to the following criteria:

A left-turn deceleration lane with taper and storage length is required for any driveway with a projected peak hour left ingress turning volume estimated to be 25 vehicles per hour (vph) or greater. The taper length shall be included as part of the required deceleration lane length.

A right-turn deceleration lane is required for any driveway with a projected peak hour right ingress turning volume estimated to be 50 vph or greater. The taper length shall be included as part of the required deceleration lane length. Pocket storage length requirements shall be based on individual project characteristics.

A right-turn deceleration lane should be considered for lower turning volumes on high volume streets (e.g. Washington Avenue, Highway 111).

A left-turn deceleration lane should be considered for locations where left turning vehicles would be required to queue in a high speed (> 40mph) through lane.

Installation recommendations for deceleration lanes and related intersection turning movement distributions shown in the final traffic study report will be subject to approval by the City Engineer.

AUXILIARY LANES

Auxiliary lanes will be required to meet the following criteria:

The minimum lane length shall be 100 feet plus taper length for deceleration lanes. The left-turn deceleration lane should include storage for the left turn pocket using the Nomograph provided (see attachment 1).

The design length for deceleration lanes should be determined based on the tables 3.0 and 3.1 (see below). Deceleration lengths are based on the assumption that motorists will decrease their travel speed by 10 mph prior to entering the transition taper and will decelerate at 6.5 ft/sec. The right-turn deceleration lengths also assume that the motorist’s final speed will be 10 mph as they turn the corner.

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TABLE 3.0 - Design Length for Left-Turn Deceleration Lanes POSTED SPEED LIMIT

DECELERATION LENGTH

TRANSITION LENGTH

STORAGE LENGTH

40 mph 248 feet 120 feet TO BE CALCULATED* 45 mph 319 feet 120 feet TO BE CALCULATED* 50 mph 397 feet 150 feet TO BE CALCULATED* 55 mph 484 feet 150 feet TO BE CALCULATED*

*Please see minimum distances identified in Nomograph (Attachment #1)

TABLE 3.1 - Design Length for Right-Turn Deceleration Lanes POSTED SPEED LIMIT

DECELERATION LENGTH

TRANSITION LENGTH

STORAGE LENGTH*

40 mph 132 feet 120 feet 0 45 mph 186 feet 120 feet 0 50 mph 248 feet 150 feet 0 55 mph 319 feet 150 feet 0 *Assumes free flow for right turn movement

TABLE 3.2 - Design Length for Widening to Dual Left-turn Lanes POSTED SPEED LIMIT

APPROACH TAPER

BAY TAPER STORAGE LENGTH*

40 mph 320 feet 200 feet 0 45 mph 540 feet 220 feet 0 50 mph 600 feet 240 feet 0 55 mph 660 feet 265 feet 0

*Please see minimum distances identified in Nomograph (Attachment #1)

1. In general, the right-of-way (with a bike lane) must be widened to 8 to 10 feet in order to accommodate the 12-foot wide auxiliary lane.

2. The bike lane width should be reduced to 4 feet when it is adjacent to a deceleration lane, per the California Manual of Uniform Traffic Control Devices (CA MUTCD),

3. No reductions in the width of the required landscape buffers will be permitted to construct the auxiliary lane.

Other access issues that should be reviewed, as applicable, in the Traffic Impact Study include intersection sight distance, driveway throat distances, gated access issues, corner clearance from adjacent intersections and distances between driveways.

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ON SITE CIRCULATION

On site circulation shall be evaluated as part of the traffic impact study analysis. This shall include a review of the final site plan and specifically address the following:

1. Total parking spaces, shared parking and reciprocal parking agreements.

2. Parking space and circulation aisle dimensions.

3. Provision of accessible parking spaces.

4. Provision of compact parking space.

5. Delivery truck access and circulation.

6. Pedestrian and bicycle access, circulation and connection to offsite facilities.

7. Provision of access to adjacent transit facilities.

8. Drive thru facility design and stacking at the exits to the site

9. Access and circulation into and out of parking structures

10. Design of roads within the site

11. Sight distance at intersections etc.

12. Pedestrian and bicycle circulation and parking for bicycles

13. The configuration and efficiency of valet parking facilities

14. Shuttling of employees from remote facilities.

POTENTIALLY SIGNIFICANT TRAFFIC IMPACT CRITERIA

Potentially significant traffic impacts are divided into two divisions: 1) intersections; and 2) road segments. Both divisions must be evaluated for existing plus project, opening year(s) and City General Plan build out (if the City General Plan Build-out scenario is required by the City Engineer).

Traffic volumes used for the opening year (or years if phased opening) shall use the method outlined under “Cumulative Growth Volumes” in the Future Traffic Volumes section of this document. Analysis for the City build-out scenario shall use volumes generated using the methodology found in the Analysis of General Plan Build-out Conditions section.

Subject to the City Council’s final determination and findings, a potentially significant project specific traffic impact may become a traffic impact which requires mitigation.

INTERSECTIONS

Existing Plus Project Opening Year(s) – A potentially significant project specific traffic impact is defined to occur at any signalized intersection if the project trips will result in the LOS for that intersection exceeding the criteria established in Table 4.0. If HCM analysis is used, the input parameters for the analysis shall comply

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with Attachment 2 of this document. Alternatively, the Intersection Capacity Utilization Method (ICU) may be used to calculate LOS for signalized intersections. For this analysis scenario, improvements fully funded by City’s Capital Improvement Program (CIP) are assumed to be in place. If ICU analysis is used, the input parameters for the analysis shall comply with Attachment 2 of this Bulletin.

TABLE 4.0: Impact Criteria for Existing Intersections

Already Operating at LOS E or LOS F

SIGNIFICANT CHANGES IN LOS LOS E Either an increase in delay of 2 seconds

or more (HCM) or 30 peak hour trips or more (ICU) on critical movements per

lane* LOS F Either an increase in delay of 1 second or

more (HCM) or 15 peak hour trips or more (ICU) on critical movements per

lane* *Critical movements are the controlling movements when the sums of the maximum volumes per lane for conflicting movements on each roadway are compared. Typically there are two pairs of critical movements (one left with its opposing through movement) for a four legged intersection.

A potentially significant impact at an unsignalized study intersection is defined to occur when, with project traffic included, an intersection has a projected LOS ‘F’ on a side street for two-way stop control or LOS ‘E’ or worse for the intersection at an all-way stop controlled intersection and the addition of project traffic results in an addition of 3 seconds or more of delay for any movement. Delay shall be calculated for all unsignalized study intersections to demonstrate this condition.

Cumulative Impacts - A potentially significant project traffic impact is defined to occur at any signalized intersection if the project trips will result in the LOS for that intersection exceeding the criteria established in Table 4.0 for cumulative growth volumes which should be forecast using the methodology identified in the Future Traffic Volumes section of this Bulletin. If HCM analysis is used, the input parameters for the analysis shall comply with Attachment 2 of this document. Alternatively, the Intersection Capacity Utilization Method (ICU) may be used to calculate LOS for signalized intersections. If ICU analysis is used, the input parameters for the analysis shall comply with Attachment 2 of this Bulletin. For this analysis scenario, improvements fully funded by the City’s Capital Improvement Program (CIP), the Development Impact Fee Program (DIF) and the Transportation Uniform Mitigation Fee Program (TUMF) are assumed to be in place.

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A potentially significant impact at an unsignalized study intersection is defined to occur when, with the addition of project traffic included, an intersection has a projected LOS ‘F’ on a side street for two-way stop control or LOS ‘E’ or worse for the intersection at an all-way stop control at City build-out and the addition of project traffic results in an addition of 3 seconds or more of delay for any movement. Delay shall be calculated for all unsignalized intersections in the study area to demonstrate this.

Additionally, the Traffic Engineer shall report any intersections that change from one LOS to another LOS. This information will be used to ensure that the City’s CIP is responsive to the needs of the motoring public.

ROAD SEGMENTS

Existing plus Project/Project Opening Year(s) - A potentially significant project traffic impact is defined to occur on any road segment if the segment is projected to be operating at LOS E or LOS F with project traffic included and the peak hour V/C in the peak direction is increased by 0.02 or more by addition of project traffic at existing plus project or at project opening year(s). The V/C ratio shall be calculated for all studied road segments to demonstrate this. For this analysis scenario, improvements fully funded by the City’s Capital Improvement Program (CIP) are assumed to be in place. Additionally, the Traffic Engineer shall report any road segments that change from one LOS to another LOS. This information will be used to ensure that the City’s CIP is responsive to the needs of the motoring public.

Cumulative Impacts - A potentially significant project specific traffic impact is defined to occur on any studied road segment if the project would cause the existing LOS to fall to worse than LOS D for cumulative growth volumes which should be forecast using the methodology identified in the Future Traffic Volumes section of this Bulletin. A potentially significant project specific traffic impact is also defined to occur on any studied road segment that is already operating at LOS E or LOS F, if the project traffic will increase the peak hour V/C in the peak direction by more than 0.02 with cumulative traffic volumes. The V/C ratio shall be calculated for all studied road segments to demonstrate this. For this analysis scenario, improvements fully funded by the City’s Capital Improvement Program, the DIF and the TUMF are assumed to be in place.

Additionally, the Traffic Engineer shall report any road segments that change from one LOS to another LOS. This information will be used to ensure that the City’s CIP Program is responsive to the needs of the motoring public.

ANALYSIS OF GENERAL PLAN BUILDOUT CONDITIONS

A general plan build out analysis may be required if deemed necessary by the City Engineer.

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INTERSECTIONS

If a general plan build out analysis is required, a potentially significant project traffic impact is defined to occur at any signalized intersection if the project trips will result in the LOS for that intersection exceeding the criteria established in Table 4.0 by the addition of project traffic to the General Plan build out traffic. The time horizon for General Plan build out conditions will be indentified in the scope of work approved by the City Engineer.

If HCM analysis is used, the input parameters for the analysis shall comply with Attachment 2 of this document. Alternatively, the Intersection Capacity Utilization Method (ICU) may be used to calculate LOS for signalized intersections. If ICU analysis is used, the input parameters for the analysis shall comply with Attachment 2 of this Bulletin or more by the addition of project traffic to the General Plan build out traffic. The time horizon for General Plan build out conditions will be indentified in the scope of work approved by the City Engineer.

ROAD SEGMENTS

If a general plan build out analysis is required, a potentially significant project specific traffic impact is also determined to occur on any studied road segment that is already operating at LOS E or LOS F, if the project traffic will increase the peak hour V/C in the peak direction by more than 0.02 with cumulative traffic volumes. The V/C ratio shall be calculated for all studied road segments to demonstrate this. For this analysis scenario, improvements identified in the Circulation Element of the General Plan are assumed to be in place.

Projected build-out volumes for City of La Quinta roadway segments should be obtained from the City’s approved General Plan Circulation Element. To calculate projected turning movement counts for City build-out, the existing turning movement counts should be multiplied by the ratio of General Plan build-out Average Daily Traffic (ADT) divided by the existing ADT on the intersection legs associated with that turning movement. For this analysis, the methodology in the Future Traffic Volumes section of this Bulletin is not to be used. The time horizon for General Plan build out conditions will be indentified in the scope of work approved by the City Engineer. For this analysis scenario, improvements identified in the Circulation Element of the General Plan are assumed to be in place.

MITIGATION MEASURES

The Traffic Impact Study shall recommend measures to mitigate potentially significant traffic impacts caused by the project individually or cumulatively, under each scenario, to the levels found prior to the addition of project traffic under that scenario. These measures could include, but are not limited to, the addition of lanes, increasing the length of turn pockets, intersection signalization or by changing the project description to reduce project impacts. For proposed improvements to intersections or road segments located outside the City of La Quinta, if an agency such as another City or the County of Riverside has adopted a program to mitigate impacts from future development that commits that 77

agency to construct the improvement projects included in the program or to obtain the balance of the funding needed to construct the improvements through some other means, the applicant or financial sponsor for the development in the City of La Quinta shall be required to pay its fair share into the program of that agency.

For non-residential developments, mitigation measures should consider Transportation Demand Management Strategies which are designed to reduce the overall trip generation for the project and the need for road related improvements. Such strategies may include the following:

Establishing preferential parking for carpool or vanpool vehicles. Providing bus pass or Vanpool subsidies. Establishing a coordinated program for a Guaranteed Ride Home

in cases of emergencies, or in case of unanticipated work time extensions.

Allowing employees that arrive to work by alternative modes some level of leeway on their arrival times due to the unforeseen transit delays.

Implement alternate work schedules to reduce employee trips during peak hours.

Provide shower facilities and lockers for employees that arrive to work by walking, bicycling, or other alternative modes.

Providing bicycle parking where bicycles can be locked to an appropriate device or lockable bicycle lockers.

PROJECT FAIR SHARE

For projects that create significant impacts to City facilities, a percentage of fair share shall be determined for each location impacted. Fair share for intersections shall be calculated as the ratio of the increase in peak hour turning movement volumes from the project divided by the sum of the existing peak hour turning movements plus peak hour turning movement volumes generated by the cumulative development projects.

Fair share for street segments shall be calculated as the ratio of the increase in average daily trips from the project divided by the sum of the existing average daily trips plus average daily trips generated by the cumulative development projects.

Fair share cost of mitigation shall be calculated using the Project Fair Share percentage (P) multiplied by the total cost of mitigation.

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ATTACHMENT 1

Nomographs – Left turn storage at signalized and non-signalized intersections

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ATTACHMENT 2 HCM METHOLODGY

SIGNALIZED INTERSECTION ANALYSIS INPUT PARAMETERS

PARAMETER VALUE

Base Saturation Flow Rate 1850 pc/hr/ln

Heavy Vehicle factor Determine % heavy vehicle in existing traffic stream based

on count data or consultation with County Transportation Dept. Projects with truck intensive uses must convert project trips to passenger car equivalents (PCE=3). Truck intensive uses include heavy industrial, warehousing or as determined by the Transportation Department.

Grade Include as appropriate

Exclusive left turn lane Peak hour volume >100

Dual left turn lanes Peak hour volume > 300

Protected Left Turn Phasing Left turn volume > 240 vph

Minimum green time 7 seconds each movement in areas of light pedestrian activity. In areas of heavy pedestrian activity, the minimum green shall be calculated based on the methodology in the HCM.

Cycle length 60 sec to 120 sec

Lost time Per HCM Exhibit 10-17 (below)

Major street Minor Street Number of Phases L(s) Protected Protected 4 16 Protected Permitted 3 12 Permitted Protected 3 12 Permitted Permitted 2 8

All above values are from HCM2000 Chapters 10 and 16. Any deviation from

these parameters requires prior approval from La Quinta Public Works Department. Refer to HCM2000 for any default values not specifically identified here.

Intersection analyses should be conducted utilizing acceptable software based on HCM methodology. Closely spaced intersections are to be analyzed using analysis tools capable of accounting for turn lane storage, queue length, blockage, etc. such as Synchro. Actual signal timing and peak hour factors should be collected in the field and utilized in the existing and near-term analyses. In cases where traffic is added from a significant number of cumulative projects, the consultant shall use their engineering judgment in the application of peak hour factors to maintain consistency with the existing conditions analyses. A peak hour factor of 1.0 shall be applied to build out traffic conditions.

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ICU METHOLODGY

Level of Service (LOS) for signalized intersections on the CMP network shall be calculated using the Intersection Capacity Utilization (ICU) method. LOS on freeway and select road segments will be measured using methods described in the Highway Capacity Manual. The ICU method includes a number of variables which, depending on the value assigned to each, can have a dramatic effect on LOS. For CMP monitoring purposes, the following guidelines are to be used to calculate LOS using the ICU method:

Phasing/split phasing: Shared left/through lanes will be treated as split phased.

Right-turn overlap: The overlapping left-turn volume will be subtracted from the right-turn volume and then compared to the opposing through volume to determine the critical move. Right-turn on Red: An average of 40% right-turns on red should be used for LOS calculations. If a separate right-turn lane is provided, the through lane should be used as the critical movement even if the right-turn volume is higher. Where a right-turn overlap phase is provided, the overlapping left-turn volume should be subtracted from the right-turn volume and then the remaining right-turn volume would be compared to the through volume per lane to determine the critical movement. Lane Distribution: It should be assumed that traffic is evenly distributed among all the lanes. Split Phasing: When an intersection approach has a shared left/through lane, it should be treated as having split phasing for the purpose of calculating LOS. LOS threshold: LOS will be calculated to 2 decimal points. Intersection proximity: Each intersection will be analyzed separately. Multiple left-turn lanes: Assume uniform lane distribution. Base Saturation flow rate: 1,850 vehicles per lane per hour with an adjustment factor of 14%-15% (the adjustment factor represents a combination of start-up delay, unequal lane distribution, and lost time during clearance. Application of this factor effectively reduces the saturation flow rate to approximately 1,600 vehicles per lane per hour).

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ATTACHMENT 3

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ATTACHMENT 4City of La Quinta

WORK SCOPE FOR TRAFFIC IMPACT ANALYSIS

CITY CONTACT

TRAFFIC IMPACT STUDY X X

TYPE OF APPLICATIONSITE

SPECFIC IMPACTS

STUDY AREA

IMPACTSRECOMMENDING METHOD

YES/NO YES/NO

CHANGE OF ZONE X YES YES SQUARE FOOTAGE

TENTATIVE TRACT MAP YES YES ITE TRIP GENERATION REPORT

TENTATIVE PARCEL MAP YES YES ADT COUNTS/TURNING MOVEMENT COUNTS

S.D.P. NO NO

SPECIFIC PLAN NO NO

BUILDING PERMIT NO NO

MODIFICATION YES YES CAMUTCD 8 HOUR/4 HOUR/PEAK HOUR

LAND DIVISION YES YES

OTHER NO NO

N/A N/A ICU FOR SIGNALIZED INTERSECTIONS/HCM

2000 HCM FOR UNSIGNALIZED INTERSECTIONS

NOTES

A.M NOON P.M OTHER EXISTING + PROJECT + CUMUL

X X X X X

X X X X X

X X X X X

X X X X X

X X X X X

X X X X X

NOTES

NO

CITY APPROVED DATE

TRAFFIC IMPACT MEMO

DATE

DEVELOPER CONTACT

DEVELOPER PHONE NO.

LOCATIONPROJECT NAME

DEVELOPER

The Ezralow Company

The Shops at Coral Mountain South of Avenue 58, east and west of Madison Street 8-Mar-09

CONSULTANT

CONSULTANT PHONE NO.

Scott Sato

760-931-0664 (805) 701 2021

Traffic Engineering/ Public Works

CONSULTANT CONTACT

STUDY AREA

BOUNDARIES

Madison Street at two project access driveways

INTERSECTION TO BE ANALYZED

Monroe Street aty Avenue 58

Madison Street at Avenue 56



ROADWAY SEGMENTS TO BE ANALYZED

ATTACHMENTS

TRIP GENERATION AND TRIP DISTRIBUTION

Madison Street: Avenue 56 to Avenue 58

Avenue 58: Madison Street to Monroe Street

ANALYSIS PERIODS

EXISTING + PROJ

TRAFFIC VOLUMES (ADT)

X

X

+ CUMUL

X

NORTH: AVENUE 58 SOUTH: AVENUE 60

WEST: MADISON STREET

TDM REDUCTIONS

ITEMS TO BE ADDRESSED IN THE TRAFFIC ANALYSIS

LAND USE DESCRIPTION

TRIP GENERATION (+REDUCTION FACTORS)

TRIP DISTRIBUTION/ASSIGNMENT

EAST: MONROE STREET

PARKING ANALYSIS (+SHARED PARKING)

SAFETY ANALYSIS

TRAFFIC SIGNAL WARRANTS

INTERNAL CIRCULATION

ACCESS DESIGN/AUXILIARY LANES

TRAFFIC VOLUMES (PEAK HOUR)

X

CITY DEPARTMENT

CITY PHONE NO.

Nazit Lalani

Urban Crossroads, Inc.

X

Avenue 58 at two project driveways

CAPACITY ANALYSIS SGNALIZED

CAPACITY ANALYSIS UNSGNALIZED

YES

X X

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1



(760) 777-7075 FAX (760) 777-7155

ENGINEERING BULLETIN #06-15 TO: All Interested Parties FROM: Timothy R. Jonasson, Public Works Director/City Engineer REVISED EFFECTIVE DATE: June 1 9, 2008 ORIGINAL EFFECTIVE DATE: December 19, 2006 SUBJECT: Underground Retention Basin Design Requirements This bulletin establishes underground retention basin design specifications. All underground retention basins installed within the City of La Quinta should follow these criteria. Underground Retention Basin Design Requirements - General

Underground retention chambers should fully dissipate storm water within a 72-hour period. In many cases, use of drywells will be necessary to achieve the 72-hour dissipation standard.

Maxwell Plus drywell injection rates should be assumed to equal 0.1 cfs per

drywell for the 72 hour retention basin percolation calculation. Injection rates for alternative drywell designs shall be estimated by a qualified soils engineer and submitted for City Engineer review and approval.

Drywells must penetrate a minimum of 10 ft into suitable permeable strata.

Drywells may not be installed beyond a depth that intersects a water table. The

final depth of the drywell must be above the top of the water table. Drywell injection zones must be segregated from sand intervals which will receive percolation from open bottom or perforated pipe storm flows.

Underground retention chambers or perforated pipe systems shall have a

minimum height of 4 feet (to facilitate maintenance) and a maximum height of 12 feet (to limit percolation volumes and deep soil recompaction). Non-conforming dimensions shall be subject to specialized review and approval by the City Engineer.

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2

Minimum setback distance shall be thirty (30) feet from any underground

retention basin, drywell injector or perforated pipe chamber to any building foundation, wall, paved roadway or equivalent structure.

Underground retention systems will be designed to address standing, stagnant

water and vector control issues including West Nile virus. Use of Maxwell Plus drywell systems, or equal within the open bottom area of the retention system is required to ensure percolation of standing water. Engineering Bulletin 06-16, Hydrology and Hydraulic Report Criteria for Storm Drain Systems should be consulted for determination of percolation rates for open bottom areas and drywells.

All storm drain lateral connection points to underground retention vaults shall

have standard manhole openings to assist in routine maintenance. Underground retention systems shall have sufficient manhole cleanouts and vents for functionality and servicing.

Underground retention systems shall be periodically inspected by the owner or

maintenance association of record. The inspection reports shall be submitted to the Public Works Department. Owner or maintenance association of record shall maintain underground retention systems under an ongoing service contract with a minimum of one confined space inspection/cleanout event per year per vault. A copy of the proposed or current maintenance contract will be submitted to the City’s Public Works Department for review. Long term maintenance of perforated and open bottom underground retention systems is a key City concern. Deed restriction, maintenance covenant in the project CC&R’s or other recorded instrument shall be utilized to provide for long term maintenance of these systems.

Underground Retention Basin Design Requirements - Open Bottom Systems

Reinforced concrete, High Density Polyethylene (HDPE) or approved equal vault

style systems shall be specified. Other vault systems will be considered on a case by case basis. Site specific designs will include analysis of corrosive soil conditions, as applicable. Mitigation measures for corrosive soil conditions will be subject to approval by the City Engineer. A minimum design life-span of 100 years shall be assumed.

A pre-filtration system for all drain lines connected to the underground retention

shall be specified to collect sediment prior to discharge into the underground system. Areas prone to vegetation debris will be reviewed carefully to ensure that the design avoids vegetation decay, odor and possible gas formation. Use of Maxwell Plus drywell systems or equal adjacent to each drain line connection within the underground retention vault may be considered to be an equivalent pre-filtration method, dependent on the application.

Underground Retention Basin Design Requirements - Perforated Pipe Systems

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3

The City prefers open bottom above (or below) ground retention systems. Field observation has shown that long-term sedimentation and silting of the perforated pipe percolation media within the perforated pipe style systems is problematic. As an alternative, perforated pipe underground retention will be considered if multiple dry well injection points are included to dewater the perforated pipe system. Since the perforated pipe systems (with drywell injector dewatering) require additional study and effort to implement and approve, the concept should be approached as an “at risk” design. A functional means of adequate desiltation has been an issue with perforated pipe systems. Should the designer still desire to use the perforated pipe system, the City offers the following general design guidance and specifications for these systems:

Specialized report by a qualified geotechnical engineer should be prepared to confirm the viability of the concept for the specific site application.

Conformance to NDPES regulations and City indemnification for storm water

handling, sampling and environmental costs should be provided.

Multiple drywells should be spaced a minimum of 200 feet apart from well head to well head.

Installation of drywells will not be allowed where hazardous or toxic materials are

used, handled, stored, loaded or treated, or where a spill of such materials could drain into the drywell system.

Two chambered drywell systems equivalent to the Maxwell Plus System will be

required for each drywell injector location as well as the primary sump drywell contained in the lowest profile elevation of the perforated pipe system.

Mid perforation injection pressure required is assumed to be 40 psi based on

measurement from the invert elevation of the sump outflow at the underground retention basin.

Catch basins draining to perforated pipe retention system shall have a

pretreatment device incorporating a basket containing a sediment/silt/trash catcher and hydrocarbon absorbent material.

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T Drive/Engineering Bulletins/EB 06-16 Hydrology and Hydraulic Rpt 2009 Revised 06-08-09



(760) 777-7075 FAX (760) 777-7155

ENGINEERING BULLETIN #06-16 TO: All Interested Parties FROM: Timothy R. Jonasson, Public Works Director/City Engineer REVISED EFFECTIVE DATE: June 8, 2009 ORIGINAL EFFECTIVE DATE: December 19, 2006 (Revised June 20, 2008) SUBJECT: Hydrology and Hydraulic Report Criteria for Storm Drain Systems This engineering bulletin establishes storm drain design specifications. All hydrology/hydraulic reports and plans for the City of La Quinta should follow the general guidelines set forth by Riverside County Flood Control (RCFC) and Water Conservation District’s Hydrology Manual, Engineering Bulletins #06-15 and #06-16, Whitewater River Watershed MS4 Permit and the City Storm Drain Plancheck Checklist. Hydrology studies for the City of La Quinta shall be performed for projects when required by the conditions of approval or as requested by the City Engineer. 1. Plan Check Checklist City Plan Check Checklist documents are found in the following hyperlink: http://www.la-quinta.org/Index.aspx?page=166 Design guidance for hydrology, hydraulic and storm drain design may be found in the City Storm Drain Plancheck Checklist. 2. Archive Plans Example City plans can be found at the following hyperlink:

http://www.la-quinta.org/PlanCheck/m_search.aspx

A useful method of quickly searching archive plans is to load the plan type and current year and then search the archive by clicking the GO button. 3. Hydrology Report Guidelines All hydrology reports shall follow the general guidelines set forth by Riverside County Flood Control (RCFC) and Water Conservation District’s Hydrology Manual.

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http://www.la-quinta.org/Index.aspx?page=166

http://www.la-quinta.org/PlanCheck/m_search.aspx

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The City of La Quinta specifies that the Synthetic Unit Hydrograph Analysis be utilized for retention basin sizing as follows:

Synthetic Unit Hydrograph Analysis (Shortcut Method) should be used for retention basin sizing for projects less than 100 acres and the lag time is less than 7 minutes (see RCFC Hydro Manual page E-1.2). This method results in both flow rates (cfs) and volumes (cu ft). As stated in the RCFC & WCD handbook (Plate E-1.2, item 6), “The three hour storm peaks should normally compare well with rational peaks”.

Synthetic Unit Hydrograph Analysis should be used for retention basin sizing

for large sites where individual water shed areas may exceed 100+ acres. This method results in both flow rates (cfs) and volumes (cu ft).

Rational Method Hydrology Analysis should be utilized exclusively for flow rate estimation and related inlet sizing/hydraulic analysis. Rational Method Hydrology Analysis should not be utilized for retention basin sizing. 4. Hydraulic Report Guidelines

Hydraulic reports shall follow the guidelines set forth by either Riverside County Flood Control Hydrology Manual and Federal Highway Administrations FHWA HEC-22 “Urban Drainage Design Manual,” The developer engineer’s hydraulic report is required with the storm drain submittal but can be submitted earlier with the rough grading submittal. Street plans must have an accompanying hydraulic report. The hydraulics for the project will be reviewed and approved only with the street plans. STORMCAD or equivalent commercially available hydraulic programs are acceptable for hydraulic calculations. Hydraulic program data and resultant calculations must relate to Riverside County Flood Control Hydrology Manual design guidance.

The Rational Method should be used for flow rate estimation and catch basin sizing only. The Rational Method is not to be used for retention basin sizing. The Rational Method may be utilized to determine flow rates generated from each drainage area, to model street flow capacities and to size catch basins. The Rational Method calculates flow rates (cfs). Typical 100-year peak flow rates in the City are between 3 to 5 cfs per acre.

5. Inlets The City prefers use of curb opening inlets in most cases. Flow by conditions for side curb inlets should attempt to achieve 85% capture efficiency. Inlets (curb opening (sag or flowby), grates (sag or flowby), combination (sweeper), and median drop, channels, piping, or hydraulic conduits not found in the Riverside County Flood Control Manual shall be designed according to the Federal Highway Administrations FHWA HEC-22 “Urban Drainage Design Manual”. Use of other jurisdictional catch basin sizing charts is not allowable. Catch basin sizing charts can have varied conditional assumptions as compared to HEC-22 analysis. Area drains should have a factor of safety of 2 (50% clogging). Q’s for area drains in small sites (less then 2 acres) may be estimated at 3 to 5 cfs per acre.

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6. Retention Basin Design Retention basin design shall follow these guidelines. The City of La Quinta Engineering Bulletin 97-03 has been superseded by this City of La Quinta Engineering Bulletin 06-16. Design criteria include:

For design purposes, the design storm shall be the 100-year storm event that

produces the most volume reaching the retention basin. Runoff/retention calculations shall be prepared utilizing Riverside County Flood Control and Water Conservation District Hydrology Manual guidance to calculate the required retention capacity for each of the following storm events: 1 hour, 3 hour, 6 hour and 24 hour storms. Typical retention basin volumes are 0.12 acre-ft per acre for residential subdivisions and 0.19 acre-ft per acre for commercial developments.

The maximum allowable water depth of a retention basin when the design storm

is contained is five (5) ft, excluding freeboard. Retention basins deeper than 6-ft are not allowed, unless the depth of the basin was clearly specified on a document that was presented to the Planning Commission and/or City Council during the public hearing when the project received its entitlement.

Retention basins deeper than 6 ft are not permitted in un-gated communities.

Furthermore, retention basins deeper than 6 ft shall have eight (8) ft wide level terraced benches around the entire perimeter of the basin located at water surface contours where the water is 5, 10 and 15 ft deep, as applicable. In no event shall the maximum water depth exceed nineteen (19) ft deep in any location when the 100-year storm is contained. Retention basins irrespective of depth shall have a five (5) ft wide level bench located one (1) foot above the 100-year water surface level around the entire perimeter of the basin.

The retention basin should be capable of percolating the entire 100-year storm

retention capacity in less than 72 hours. Projects incapable of draining the 100 year storm within 72 hours will be reviewed by the City for enhancement options to promote drainage conveyance. Maxwell Plus drywell injection rates should be assumed to equal 0.1 cfs per drywell for the 72 hour retention basin percolation calculation with a standard design separation of 200 ft between drywells or per a specific geotechnical location recommendation. A higher long term volumetric flow rates (up to 0.25 cfs) can be used if approved by the City Engineer. In this case, please submit a report of a long term (24 hour) injection rate test of the actual drywell. Injection rates for alternative drywell designs shall be estimated by a qualified, California licensed Geotechnical or Civil Engineer and submitted for City Engineer review and approval.

One (1) foot of freeboard above 100 year water surface elevation to the basin rim and to the adjacent building pads (including a surface overflow route) shall be provided when the 100 year storm is contained or alternatively, provide a 500 year storm analysis. The one-foot 100 year freeboard requirement is a minimum value. Freeboard is defined as the elevation differential between the 100-year water surface elevation and the retention basin overflow spillway elevation.

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The maximum allowable side slope is 3:1.

A maintenance access ramp with a maximum 15% slope shall be provided from the nearest street to the retention basin bottom. Signage indicating not a pedestrian ramp is required. The ramp shall be located at the nearest street to the retention basin bottom. The ramp width shall be a minimum of 15 ft. Recorded CC&Rs shall provide for perpetual storm system maintenance.

A nuisance water device shall be installed in the bottom of each retention basin,

pursuant to site specific geotechnical engineering recommendations.

The retention basin shall be landscaped (as approved by the Planning Department) and properly irrigated.

All areas of publicly maintained retention basins shall be visible from the adjacent

street. The percolation rate for a retention basin bottom shall be considered zero unless

a site specific percolation test is performed (per Item 8 of this Bulletin) and test results are approved by the City. The maximum allowable percolation rate is two (2) inches per hour.

An emergency overflow route shall be provided. Overflow routes may include

historical surface flows with an offsite drainage acceptance agreement as applicable (preferred), surface flows to a City arterial street, gravity piping to the historical flow route, gravity piping to an arterial street or 500 year storm retention.

7. Retention Basin Nuisance Water Handling

Drywells for nuisance water dissipation are utilized in most retention basins conditional on the site having an acceptably deep water table. Drywells for retention basins must penetrate a minimum of 10 ft into suitable permeable strata and must utilize the Maxwell Plus design or equal. The final depth of the drywell must be above the top of the water table. Small commercial projects may utilize the Maxwell IV drywell design or equal. A single family residential home may utilize a specialized limited depth drywell design as approved by the City Engineer. A geotechnical opinion stating the allowable and specific casing design of the drywell should be provided to the City for approval. The use of drywells and sand filters shall be determined by the infiltration testing (see below). Generally, sand filters can only be used in areas of homogenous sand deposits, which are typically found in north La Quinta. Conversely, field experience has shown that historical lake bed areas or equal lithologies are found in south La Quinta (south of Highway 111). These historical lake bed areas would most typically obtain low infiltration rate results. Additionally, shallow silt lenses may be found throughout the City of La Quinta. Silt lenses or lake bed areas generally preclude natural percolation as well as the use of sand filters. Sand filters are, in general, being phased out of La Quinta nuisance water handling systems. If utilized, sand filter designs shall follow the

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City of La Quinta Standard 370. Well site blow off retention must be handled within a separate nuisance water retention system.

Well site retention shall be capable of handling a minimum of 120,000 gallons.

Coachella Valley Water District (CVWD) may allow for installation of a nuisance well site blow off retention basin within the well site perimeter if sufficient area and land dedication is available. All nuisance water shall be retained on site.

The filtering system shall be able to contain surges of up to 3 gph/1,000 sq. ft.

and infiltrate 5 gpd / 1,000 sq ft. The square footage is based on landscape area. Drywell infiltration rate testing shall be based on the report entitled “Riverside

County Department of Health - Waste Disposal for Homes, Commercial, and Industry”. This report identifies the drywell test method which can be used in any location. Drywells may not be installed beyond a depth that intersects a water table. The final depth of the drywell must be above the top of the water table.

Sand filter infiltration rate testing should use field double ring infiltrometer ASTM

D3385-09 (sand lithology) or ASTM D5093-02 (clay lithology). Please see the published report and procedure for each ASTM method. City acceptance of this testing will be based on boring logs showing homogenous coarse sand or gravel deposits with a continuous depth of 10 ft or more below the bottom of retention basin. If test shows acceptable percolation, but the borings show non coarse deposits (silts or clay), then drywell use is recommended.

8. Retention Basin Percolation for Retention Basin Sizing

Percolation testing for retention basin sizing calculations should use field borings

and test with a double ring infiltrometer ASTM D3385-09 (sand lithology) or ASTM D5093-02 (clay lithology) method or U.S. Bureau of Reclamation Method for Unsaturated Soils above Groundwater for verification of percolation. In cases where double ring infiltrometer testing creates excessive excavation or safety issues, the U.S. Bureau of Reclamation Method for Unsaturated Soils above Groundwater should be utilized.

The ASTM D3385-09 (sand lithology) or ASTM D5093-02 (clay lithology)

methods, properly conducted, are preferred over the U.S. Bureau of Reclamation Method for Unsaturated Soils above Groundwater testing method.

The top elevation of the ASTM boring test area should represent the estimated

retention basin bottom. The ASTM D5093-02 test requires a pre-soak condition for infiltration testing. The ASTM double ring infiltrometer test should terminate approximately one foot below the estimated basin bottom. The infiltration test boring utilized for the U.S. Bureau of Reclamation Method should terminate approximately 15 ft below the estimated basin bottom with a water head test performed to simulate percolation. The total retention basin percolation assumptions and percolation test results are subject to City Engineer approval. Confirmation of the retention basin ability to percolate laterally without causing soil collapse or surface leakage from

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subsurface flows beyond a potential clay or silt layer up to 15 ft below the basin bottom should be provided by geotechnical testing, as applicable. Geotechnical testing should be by continuous soil sampling borings using a minimum of 3 borings, aligned equally, with additional borings for areas greater than 3000 ft2. The soil engineer should identify silt or clay lenses during the investigation. Alternatively, permeability testing of potentially restrictive clay or silt lenses/layers may be provided to the City for review and approval. The City requests that geotechnical evidence be provided that the available pore space for percolation, either vertically or laterally, is sufficient to percolate 100% of the retention basin volume. Retention basin systems, which are atypically deep or underground retention basins with significant height should also be designed and tested for available pore space considerations and geological percolation limitations.

Percolation of 2 inches per hour may be assumed if ASTM D3385-

09 (sand lithology) or ASTM D5093-02 (clay lithology) test results confirm GREATER THAN 2 inches per hour percolation and confirm no clay or silt layer (based on continuous sampling) to a depth of 15 ft below the bottom of the retention basin.

If less than 2 inches per hour percolation is obtained (or if high

percolation rates are found in sand intervals but adjacent clay/silt layers are present and will not allow vertical or lateral percolation as stated above) then the finest soil type found to a depth of 15 ft (continuous sampling) below the bottom of retention basin will govern the assumed percolation as follows:

1. Clay/Clayey Soil = 0 in/hr or based on

permeability/consolidation testing or ASTM D 5084 (Flexible Wall Permeameter)

2. Silt Soil = 0 in/hr or based on permeability/consolidation

testing or ASTM D 5084 (Flexible Wall Permeameter)

3. Coarser Soil than Silt = a demonstrated weighted average percolation based on multiple borings and ASTM D3385-09 and ASTM D5093-02 tests

9. Retaining Walls within Retention Basins

Retaining walls are discouraged for use in retention basins. If specified, walls should consist of reinforced concrete or equal as approved by the City Engineer to specifically prevent undermining of the retaining wall footing during and after (quick drawdown) large storm events. Use of walls as a top ring of the retention basin is prohibited. Retaining walls will require approval from both the Public Works Department Director/City Engineer and Planning Department Director. 10. Retention Basin Width Retention basins shall have a minimum width of 20 ft as measured from the lowest elevation contour or as approved by the City Engineer.

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11. Rainfall for City of La Quinta Zones

Rational Method Rainfall Intensity Interpolation (inches/hour) Intensity-duration data for the six regional areas within the City of La Quinta is given in tabular form below. The interpolated values are based on 5, 10, 15, 30, 60, and 120 minute intensities from NOAA Atlas 14.

Duration Zone

1 Zone

2 Zone

3 Zone

4 Zone

5 Zone

6

Minutes 10 yr

100 yr

10 yr

100 yr

10 yr

100 yr

10 yr

100 yr

10 yr

100 yr

10 yr

100 yr

5 4.82 9.90 3.85 8.20 3.62 8.08 3.50 7.83 3.37 7.59 3.02 6.98

6 4.47 9.16 3.56 7.61 3.36 7.48 3.26 7.26 3.12 7.02 2.81 6.47

7 4.19 8.59 3.33 7.14 3.15 7.01 3.06 6.81 2.91 6.57 2.64 6.07

8 3.97 8.11 3.15 6.75 2.98 6.63 2.90 6.44 2.75 6.21 2.50 5.74

9 3.78 7.72 3.00 6.43 2.84 6.31 2.77 6.13 2.61 5.90 2.39 5.47

10 3.62 7.38 2.86 6.16 2.72 6.03 2.66 5.87 2.50 5.65 2.29 5.23

11 3.48 7.09 2.75 5.92 2.61 5.80 2.56 5.64 2.39 5.42 2.20 5.03

12 3.36 6.84 2.65 5.71 2.52 5.59 2.47 5.44 2.31 5.22 2.13 4.85

13 3.25 6.61 2.56 5.52 2.44 5.40 2.39 5.26 2.23 5.05 2.06 4.69

14 3.15 6.41 2.48 5.36 2.37 5.24 2.32 5.10 2.16 4.89 2.00 4.55

15 3.09 6.28 2.41 5.25 2.30 5.09 2.26 4.92 2.09 4.72 1.92 4.42

16 3.03 6.20 2.36 5.15 2.25 5.03 2.16 4.81 2.04 4.62 1.88 4.30

17 2.96 6.10 2.29 5.08 2.18 4.90 2.10 4.71 1.97 4.51 1.84 4.21

18 2.85 5.96 2.22 4.99 2.13 4.80 2.05 4.60 1.92 4.41 1.80 4.11

19 2.75 5.74 2.14 4.80 2.06 4.69 2.00 4.49 1.88 4.31 1.76 4.02

20 2.65 5.53 2.07 4.63 1.99 4.55 1.96 4.39 1.84 4.21 1.71 3.92

22 2.49 5.18 1.94 4.33 1.87 4.25 1.84 4.17 1.73 4.00 1.63 3.73

24 2.35 4.87 1.84 4.08 1.77 4.00 1.73 3.96 1.63 3.80 1.55 3.54

26 2.23 4.61 1.74 3.85 1.68 3.78 1.64 3.75 1.55 3.59 1.47 3.34

28 2.12 4.38 1.66 3.66 1.60 3.59 1.56 3.53 1.47 3.38 1.38 3.15

30 2.03 4.17 1.59 3.49 1.53 3.42 1.49 3.34 1.41 3.18 1.28 2.96

32 1.94 3.99 1.52 3.33 1.46 3.26 1.43 3.18 1.35 3.05 1.23 2.83

34 1.86 3.82 1.46 3.19 1.41 3.13 1.37 3.05 1.29 2.92 1.18 2.71

36 1.79 3.67 1.41 3.07 1.35 3.00 1.32 2.93 1.25 2.81 1.14 2.61

38 1.73 3.53 1.36 2.95 1.31 2.89 1.27 2.82 1.20 2.70 1.10 2.51

40 1.67 3.41 1.31 2.85 1.26 2.79 1.23 2.71 1.16 2.60 1.07 2.42

45 1.55 3.14 1.22 2.62 1.17 2.56 1.14 2.49 1.07 2.39 0.99 2.23

50 1.44 2.92 1.13 2.44 1.09 2.38 1.06 2.31 1.00 2.22 0.92 2.08

55 1.35 2.73 1.07 2.33 1.02 2.30 1.00 2.16 0.94 2.08 0.87 1.94

60 1.28 2.50 1.01 2.25 0.97 2.20 0.94 2.08 0.89 1.98 0.82 1.88

65 1.21 2.43 0.96 2.08 0.92 1.96 0.89 1.92 0.84 1.84 0.78 1.73

70 1.15 2.31 0.91 1.92 0.87 1.88 0.85 1.82 0.80 1.75 0.75 1.64

75 1.10 2.20 0.87 1.83 0.84 1.79 0.81 1.73 0.76 1.66 0.71 1.57

80 1.05 2.10 0.83 1.75 0.80 1.71 0.78 1.65 0.73 1.59 0.68 1.50

85 1.01 2.01 0.80 1.68 0.77 1.63 0.74 1.58 0.70 1.52 0.66 1.44

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Listed intensity values may be used for input values into computer programs that need the 10 and 100 year storm, 10 minute and 60 minute intensity values. For project specific locations, the EOR should always reconfirm rainfall intensity rates with the rates provided in the tabled data. A regional rainfall intensity map of the City found at the Public Works web page should be referenced to confirm rainfall amount assumptions. Synthetic Unit Hydrograph Method Rainfall (inches) Rainfall amounts per storm event for synthetic unit hydrograph hydrological report preparation has been regionally zoned within the City pursuant to available NOAA data. A regional rainfall intensity map of the City should be referenced to confirm rainfall amount assumptions provided below: The design storm for the City is 100-year storm (worst case of 24 hour, 6 hour, 3 hour or 1 hour duration). The 500-year storm is only used to review potentially problematic secondary overflows which do not drain to a public arterial street, creating a potential trapped water condition.

100 yr storm (inches) Zones 1hr 3hr 6hr 24hr

Zone 1 - Southwest mountains

2.50 3.40 4.00 6.00

Zone 2 - Southwest mountains

2.30 3.00 3.70 5.00

Zone 3 - West mountains and areas south of Highway 111 & west of Washington Street

2.20 2.80 3.40 4.50

Zone 4 - West of Jefferson Street & areas east of Washington Street including the Cove

2.10 2.70 3.20 4.25

Zone 5 - East of Jefferson Street & west of a staggered line trending south west of Calhoun Street and Avenue 50

2.00 2.60 3.10 4.00

Zone 6 - West of a staggered line trending south west of Calhoun Street and Avenue 50

1.90 2.50 3.00 3.75

12. Hydrograph Loss Rates According to the Riverside County Flood Control Hydrology Manual, the loss rates generally range from 0.10 to 0.40 in/hr with most falling between 0.20 and 0.25 inches/hour. Three and six hour duration storms may use a constant loss rate; however, the 24 hour duration storm shall obtain a variable loss rate using the equation found on page E-9 of the manual, which is Ft = C(D-T)^1.55 + Fm. Variable loss rates are not required for the Synthetic Unit Hydrograph Analysis (Shortcut Method). Developed condition low loss rate calculations on 24 hour duration storms have been modified pursuant to recent Riverside County Flood Control guidance. The low loss rate percentage multiplied by the storm rainfall in inches per hour provides the maximum allowable infiltration value per the RCFCD Manual. A 90% low loss rate percentage limit of storm rainfall for 1, 3 and 6 hour storms should be assumed. A 50% low loss rate percentage limit of storm rainfall for a 24 hour storm should be assumed.

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13. Soil Dependent Values for City of La Quinta Hydrological Studies Soil dependent assumption issues constitute a large percentage of incomplete or inadequate hydrology calculations. Additionally, proposed site conditions may require a significant amount of imported soil. The City recommends using a Soil Group C assumption for this condition. Project site should be drawn on the Soil Conservation Map and soil groups prorated as applicable. The City of La Quinta has excerpted Soil Conservation and Riverside County Flood Control Hydrology Manual data to assist in the establishment of key hydrological assumptions (Soil Group, Runoff Index, Infiltration Rate and Impervious Cover) as follows:

Soil Group Assumptions – Generalized Guidance

Blow Sand Soil Group – Group A Majority of La Quinta - Group B South of Avenue 58, Areas East of Monroe and Isolated Silt Locations - Group C Import Soils – Provide ASTM Test USDA Classification or Assume Group C Mountain Areas - Group D

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Soil Conservation Map Index – Excerpted for La Quinta Soils See Soil Conservation Map – U.S. Department of Agriculture – Soil Conservation Service – Sheet 11 of

19, Coachella Valley Area No. 11 for Site Specific - Soil Group Determination (Soil Group) USDA Passing 200 Plasticity

Soil Name Map Symbol Drainage Type Texture Symbol (%) Index (PI)

Carsitas

CdC A SP, SP-SM 0-10 NP

CdE A SP, SP-SM 0-10 NP

ChC A SP, SP-SM 0-10 NP

CkB A SM 20-35 NP

CfB A SM, SP-SM 5-15 NP

Coachella

CpA B SM, SP-SM 20-35 & 5-35 NP

CpB B SM, SP-SM 20-35 & 5-35 NP

CsA B SM, ML, SP-SM, and

SP-SC 40-55, 5-35, &

15-40 NP to 5

CrA B SM 20-35 NP

Gilman

GaB B SM & ML 25-50 & 50-60 NP

GbA B ML & SM 40-55 & 50-60 NP to 5

GbB B ML & SM 40-55 & 50-60 NP to 5

GeA B ML 70-90 & 50-60 NP to 5

GcA B ML & SM 40-55 & 50-60 NP to 5

GdA B SM, ML, & CL 40-55, 50-60, &

85-95 NP to 20

GfA B ML 70-90 & 50-60 NP to 5

Indio Ip B SM & ML 40-55 & 50-70 NP to 5

Is B ML 50-65 & 50-70 NP to 5

Ir B SM & ML 40-55 & 50-70 NP to 5

It B ML 50-65 & 50-70 NP to 5

Myoma

MaB A SM 20-35 NP

MaD A SM 20-35 NP

McB A SM 20-35 NP

Riverwash

RA SM & SP-SM 5-35 NP

Rock Outcrop

RO D

Imported or Deep C or D Type Soils: Imperial IeA, IfA, ImC D CH 90-95 25-45

Niland NaB & NbB C SM, CL, CH 5-95 NP, 25-45

Salton Sa, Sb D SM-SC, CH, & CL 40 - 95 5 – 35

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Runoff Indices (RI) for Native Soil – AMCII Cover Type Quality of Soil Group _ Cover* A B C D NATURAL COVERS - Barren ***** 78 86 91 93 (Rockland, eroded and graded land)

Chaparrel, Narrowleaf Poor 71 82 88 91 (chamise and redshank) Fair 55 72 81 86 Natural Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Open Brush Poor 62 76 84 88 (Soft wood shrubs – buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Residential or Commercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.)

Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 *See Quality of Cover Definitions – Note 2

Runoff Indices (RI) for Imported Soil – AMCII Soil Group Soil Type Plasticity Runoff Index (PI) Index (RI)

A Sand with Silt (SP-SM) PI < 5 RI = 32

B Silty Sand (SM) 5<PI<20 RI = 56 C SM or CL 20< PI < 35 RI = 69 D CL to CH PI > 35 RI = 75

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Runoff Indices (RI) for Agricultural Covers – AMCII Cover Type Quality of Soil Group _ Cover A B C D AGRICULTURAL COVERS – Fallow 76 85 90 92 (Land plowed but not tilled or seeded) Legumes, Close Seeded Poor 66 77 85 89 (Alfalfa, sweetclover, timothy, etc.) Good 58 72 81 85 Orchards, Deciduous See Note 4 (Apples, apricots, pears, walnuts, etc.) Orchards, Evergreen Poor 57 73 82 86 (Citrus, avocados, etc.) Fair 44 65 77 82 Good 33 58 72 79 Pasture, Dryland Poor 67 78 86 89 (Annual grasses) Fair 50 69 79 84 Good 38 61 74 80

Pasture, Irrigated Poor 58 74 83 87 (Legumes and perennial grass) Fair 44 65 77 82 Good 33 58 72 79 Row Crops Poor 72 81 88 91 (Field crops – tomatoes, sugar beets, etc.) Good 67 78 85 89 Small Grain Poor 65 76 84 88 (Wheat, oats, barley, etc.) Good 63 75 83 87 Vineyard See Note 4 Notes:

1. All runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) II. 2. Quality of cover definitions:

a. Poor – Heavily grazed or regularly burned areas. Less than 50% of the ground surface is protected by plant cover or brush and tree canopy.

b. Fair- Moderate cover with 50% to 75% of the ground surface protected. c. Good-Heavy or dense cover with more than 75% of the ground surface protected.

3. See Plate C-2 for a detailed description of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under “Cover

Type Descriptions” on Plate C-2 found in the Riverside County Flood Control Hydrology Manual.

5. Reference Bibliography item 17 found in the above stated manual.

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Infiltration (Loss) Rate Assumptions (see Page E-8 of RCFC Manual) Infiltration (Loss) Rate (inches/hour) for Pervious Areas (Fp) shall be calculated per RCFC Manual – Plate E-6.2 – Assume AMC-II. Maximum constant loss infiltration rate assuming RI = 32 (blow sand with no covers) will be 0.74 inches/hour, maximum constant loss infiltration rate assuming RI = 95 (barren rock or equal) will be 0.09 inches/hour. Maximum constant loss rate will generally be between 0.20 and 0.40 inches/hour for overall projects. Infiltration (Low Loss) Rate Percentage for Pervious Areas – Infiltration values are capped by the low loss rate assumptions. The low loss rate percentage multiplied by the storm rainfall in inches per hour provides the maximum allowable infiltration value per the RCFCD Manual. Assume a 90% low loss rate percentage limit of storm rainfall for 1, 3 and 6 hour storms. Assume a 50% low loss rate percentage limit of storm rainfall for a 24 hour storm.

Impervious (Developed Area) Cover Assumptions (Provide Weighted Average for Impervious as Required)

Land Use (1)

Recommended Value Conditions-Percent (2)

For Average Natural or Agriculture Single Family Residential 40,000 sq ft or (1 Acre) Lots 20,000 sq ft or (1/2 Acre) Lots 7,200 – 10,000 sq ft Lots Golf Course Lots Multiple Family Residential: Condominiums Apartments Mobile Home Park Commercial, Downtown Business or Industrial (Total Area – Landscaping/Parking/Rooftop) Streets with Small Parkway/Medians

0

20 40 50

Calculate 2 cases, 1st case SFR (above), 2nd case (assume 80)

65 80

75

90

90

14. Project Entrance and Emergency Route High Water Maximum Height During any storm event, a minimum 10 foot wide paved surface at the entrance to the site or localized sump area which would block emergency vehicular travel shall never exceed a storm water depth of 1.0 ft at any time. During the major storm event, the proposed drainage will not block or unreasonably increase or concentrate within the meaning of California Drainage Law, drainage runoff from or to any of the adjoining properties.

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15. 10 Year Storm and Public Streets – Catch Basin Spacing For a design frequency storm of 10 years, the design maximum allowable arterial spreads will equal 1 lane (10 - 12 ft) + bike lane (if present 4 – 8 ft). The loss of only 1 lane of use is desired for 10 year storms. Catch basin spacing generally is required between 1,200 – 2,000 ft on City arterial roadways. The engineer may provide calculations showing that the spacing may increase. The engineer must also demonstrate that the flow in the street will not topple over curbs or R/W during changes in direction of the open channel conduit (typically the street). Inlets will be required at locations on arterial streets prior to the flow crossing at intersections and major driveways or entrances. Typically (verify with the Conditions of Approval), inlets must be located to intercept at least 85% of the total project projected storm flow. This also includes tributary areas found in the public right of way. 16. 100 Year Storm and Public Streets For a design frequency storm of 100 years, the design maximum allowable spreads are to the respective City right of way. 17. Report Outline – The following shall be found within all hydrology reports:

Signed and stamped by a California Registered Civil Engineer Table of Contents

Vicinity Map with Site Location

Project description with historical flow pattern exceeding a site circumference of

one (1) mile, unless limited by clearly defined watershed boundaries.

Analysis method used (Rational or Synthetic Unit Hydrograph)

Hydrology map showing all sub areas with coefficients. Off-site tributary areas should be shown on the hydrology map.

Rational Method showing tabling in a node-by-node sequence per Riverside

County Flood Control Manual or equal.

Soils map used to determine soil losses.

Catch basin sizing and including spread.

Street and channel capacity calculations with cross sections Pipe sizing calculations; utilizing WSPG, Storm Cad or equal

Volume calculations of the retention basin with 1 ft interval topographic contours.

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Retention basin requirements with percolation as determined by field testing and City policies. Please also provide retention basin volumetric calculations assuming zero percolation for sensitivity analysis.

18. Retention Basin Freeboard Requirements A minimum of one (1) foot of freeboard between the retention basin major storm elevation (HGL100 ) and the retention basin overflow spillway is required. An alternate design to satisfy this requirement is to provide 500 year storm containment within the basin. 19. 10 Year Frequency Design Storm HGL Calculation This HGL shall start at or above an elevation in the downstream retention basin that is equal to the 10 year water surface elevation in the retention basin. Requirements:

Identify this HGL as the HGL10 on the hydraulic calculations and storm drain plan profile

Velocity not less than 2.5 fps

Pipe sized based on Rational Method peak Q10 yr

HGL freeboards: 6” or greater below CB flow line (local depression flow line)

20. 100 Year Frequency Design Storm HGL Calculation

This HGL shall start at a location at the top of the retention basin water level caused by the 100 year design storm determined using the Synthetic Unit Hydrograph. This HGL should indicate the hydraulic conditions at the maximum storm water volume with a full basin or channel. Requirements:

Velocity not less than 2.5 fps

Identify this HGL as the HGL100 on the hydraulic calculations and storm drain plan profile

Pressure pipe flow allowed

Pipe size based on Rational Method peak Q100 yr

No part of the emergency route shall obtain a water depth greater than 1.5 ft.

HGL Freeboards and Elevations

Difference in elevation between CB flow line and HGL in retention basin shall be

between 0 and 12 inches

1ft min from top of manhole cover

Not to exceed 7 ft. above the top of pipe

HGL must be located 1 ft. below the adjacent Pad Elevation

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21. Whitewater Channel HGL Assuming major storm coincidental occurrences are taken into consideration already (see page 7-8 of HEC-22 Storm Drains), the projects HGL100 shall be located 2 ft below Whitewater Channel’s estimated HGL500 (this is also equal to 1 foot below the existing Whitewater Concrete Channel Lining). Time of concentration for channel discharge will assume a full channel. Flap gate installation may be applicable based on project elevations. 22. La Quinta Evacuation Channel HGL The Evacuation Channel obtains an HGL100 with an approximate elevation of 48.0 pursuant to information provided by CVWD to the City. Additional elevation information for the Evacuation Channel is currently under review at CVWD. The elevation is based on NGVD 1929. Elevations showing on the plan should be based on the same. Flap gate installation may be applicable based on project elevations. 23. Retention Basin Landscape Requirements Retention basins shall be landscaped and properly irrigated. The retention basin landscape plans must be approved by the Planning Director. In basins with depths exceeding 8 ft, trees shall be planted in the 8-foot wide terraces. The number of trees shall be calculated by multiplying the basin lot boundary length by the number of 8 ft wide terraces in the basin and then dividing by 100. 24. Typical Storm Drain Pipe Gradients & Velocity Primary street storm drains, designers should assume minimum grade = 0.3% based on minimum flow velocity of 2.5 ft/second. For local area drains, 4”-6” pipe minimum grade = 1%, larger pipe diameters = 0.5% should be assumed. 25. Typical Street Flows Street flows shall meet the design requirements of FHWA HEC-22. When gutters have low slopes, or where sediment may accumulate, or when parking is allowed on the side of the street, the designer should increase the Manning’s coefficient (n value) by 0.02 as well as increasing the n by 0.002 for every 0.1% grade below 0.5%. 26. Storm Drain Easement Width Requirements The City of La Quinta requirements for minimum widths (generally 20 ft, excepting deep drainage systems) of storm drain easements is found in easement requirement charts from the Riverside County Transportation Department. Ten (10) foot easements using Reinforced Concrete Pipe (RCP) in side yards may be used at the discretion of the City Engineer. 27. Surface Usage within the Retention Basin The developer may use the retention basin surface for recreational activities (tennis, volley ball, park, etc) or other permitted usages approved by the Planning Department

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Director provided the retention basin’s intended engineering use is met and that typical ADA improvements are provided. All improvements found within the retention basin shall be removed if they inhibit the maintenance or function of the retention basin. 28. Water Quality Management Plan Development of a Water Quality Management Plan (WQMP) is mandated for most projects under the terms of the new Whitewater River Watershed, Municipal Separate Storm Sewer System (MS4) Permit. The new MS4 Permit was effective on May 21, 2008 and expires on May 21, 2013. The new Permit mandates WQMP filing requirements effective June 15, 2009. Very limited exemptions are present for filing of these plans and generally involve land improvements disturbing less than 5,000 square ft. Projects which utilize 100 year storm onsite retention/infiltration are required to document the functionality of the volume based best management practice (BMP) in a specialized, but more limited WQMP report. Projects which discharge to the Whitewater River Watershed or La Quinta Evacuation Channel are mandated by the Regional Water Quality Control Board to file a more extensive report to document an array of pollutants of concern, site design and treatment control BMPs and source control BMPs, among other requirements. Use of BMP treatment (basin or drywell infiltration systems, typ.) to control approximately 15% of the 100 year storm retention volumes or approximately 5-6% of the 100 year storm flow rate will be required for channel discharge projects. The estimated percentages are very approximate “rule of thumb” values only, but are given to provide general preliminary guidance on project design requirements. Additional information on this subject may be found by review of the Whitewater River Watershed MS4 Permit and related documentation. Additional WQMP guidance may be found in the City WQMP Plancheck Checklist found at the Public Works section of the City of La Quinta website (www.la-quinta.org).

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http://www.la-quinta.org

ENGINEERING BULLETIN #07-01 TO: All Interested Parties FROM: Timothy R. Jonasson, Public Works Director/City Engineer EFFECTIVE DATE: March 26, 2007 REVISED EFFECTIVE DATE: May 28, 2010 SUBJECT: Policy for Bonding for On-Site Improvements This bulletin establishes a new policy for labor and material bonds, and warranty bonds for on-site improvements. The City has required developers in the past to post labor and materials bonds, performance bonds, and warranty bonds for private improvements associated with a Subdivision Improvement Agreement (SIA). In order to foster a more "developer friendly" climate, labor and materials bonds, and warranty bonds for private improvements will no longer be required, as these improvements are covered by mechanic’s lien laws. Performance bonds and other applicable bonds, however, will still be required.

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ENGINEERING BULLETIN #08-02 TO: All Interested Parties FROM: Timothy R. Jonasson, Public Works Director/City Engineer SUBJECT: Policy for Expiration of Improvement Plan Checks DATE: March 18, 2008 In an effort to streamline the plan check process, this bulletin establishes a policy for expired improvement plan checks for the City of La Quinta. An improvement plan check is considered “expired” if one year passes with no submittals for the specific improvement plan check. For example, if a precise grading plan is submitted for plan check on January 1, 2008 and comments are returned by the City to the Engineer of Record on January 22, 2008 and no resubmittal occurs before January 22, 2009, the precise grading plan check is considered “expired.” If the improvement plan check has expired, a new improvement plan application and new plan check fees will be required to process the plans. Also, these improvement plans will now be subject to the City and Department standards and policies that are in effect at the time of this new application (not the City and Department policies and standards that were in place at the time the original improvement plan check application was filed). Although it is incumbent upon the applicant to track the progress of the approval of their improvement plans, as a courtesy, the Public Works Department may send a reminder letter that a specific improvement plan check is about to expire.

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ENGINEERING BULLETIN #08-03 TO: All Interested Parties FROM: Timothy R. Jonasson, Public Works Director/City Engineer SUBJECT: Policy for Expiration of Improvement Plans DATE: August 29, 2008 In an effort to ensure high quality development in the City of La Quinta, this bulletin establishes a policy for expired on site and off site improvement plans. An improvement plan is considered “expired” if 18 months passes and no improvements have been constructed. For example, if a street improvement plan is approved by the City Engineer on January 1, 2008 and no construction has commenced before July 1, 2009, the street improvement plan is considered “expired.” If the improvement plan has expired, there are several options to “refresh” the existing plan. All of the options begin with a review of the existing plan by the Engineer of Record (EOR) for:

a) compliance with the most recent Federal, State and local laws and standards (which may have changed within the last 18 months)

b) road transitions with adjacent properties (conditions may have changed within the last 18 months)

c) boundary conditions with adjacent developments (conditions may have changed within the last 18 months)

After the EOR completes the review, there are 3 options to “refresh” the existing plan:

1) If the “expired” improvement plan requires no changes to comply with

the above mentioned review criteria, a letter is submitted to the City by the EOR (stamped and signed by the EOR) so stating. A “Minor Plan Check” fee is collected (currently $100 per sheet) for City staff to verify that the expired improvement plan meets the above mentioned criteria and then an approval letter is issued by the City Engineer.

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2) If the “expired” improvement plan requires minor changes to comply with the above mentioned review criteria, delta revisions are submitted by the EOR to the City. A “Minor Plan Check” fee is collected (currently $100 per sheet). Upon completion of the plan check process, the City Engineer approves the delta revision mylars.

3) If the “expired” improvement plan requires major changes to comply

with the above mentioned review criteria, new improvement plans are submitted and new plan check fees will be required.

Although it is incumbent upon the applicant to track their own improvement plans, as a courtesy, the Public Works Department may send a reminder letter that a specific improvement plan is about to expire.

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ENGINEERING BULLETIN #09-01 TO: All Interested Parties FROM: Timothy R. Jonasson, Public Works Director/City Engineer SUBJECT: Policy for Submittal of Record Drawings for Project Closeout DATE: March 19, 2009 In an effort to clarify procedures for project close out in the City of La Quinta, this bulletin establishes a policy for the submittal of Record Drawings. Projects may be closed out by 1) utilization of Record Drawings or 2) by utilizing Original Plans with companion Substitute Mylar revisions (as required) and a “Project Conformance” letter issued by the Engineer of Record (EOR). Record Drawings should be submitted if minor design changes were implemented within the normal course of field installation and if Original Plan(s)/Substitute Mylar(s) do not completely and accurately represent the physical installation. Record Drawings are intended to document the installed design to the best knowledge of the EOR following post construction field review by the EOR, contractor discussion(s) and review of construction plan annotations. Alternatively, a wet stamped EOR letter stating “Project was constructed in conformance with prior City approved plans, reference PSN _____” is requested for projects that do not require further plan modification beyond Original Plans and/or Substitute Mylar revisions. The “Project Conformance” letter will be included in the permanent City Plan Archive and may be used in lieu of Record Drawing preparation and submittal. Please note that Substitute Mylar revisions, checked and approved by Public Works are required if significant design changes are implemented. Specific requirements for Record Drawings and Substitute Mylar revisions are shown on the attached Table 1. Submittal of signed Record Drawings or submittal of an EOR “Project Conformance” letter is necessary to close the project and release bond(s), deposit(s) or equivalent security. “As-Built” certifications have been eliminated from City requirements.

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TABLE 1 – RECORD DRAWINGS & SUBSTITUTE MYLARS

Record Drawings or Substitute Mylars *

Significant Changes to

Design Allowed

EOR Signs

Drawing

City Engineer

Signs Drawing

Document Approved Prior to

Construction

Sub Mylar Stamp

Revised Areas

Clouded

Design & Review Process

Format PW Archive Filing

Record Drawings

No Yes No No No Yes No City Review or Plan Check

Primary Record Drawing

Information Sources: Original Plans,

Contractor Discussions & Field Plan

Annotations and Limited EOR Post Construction

Site Visit

Record Drawing is “Best Knowledge of

Construction “ per EOR

Bond or Mylar

Placement on Top of Prior Design Sheet,

Same PSN

“RECORD DRAWING” stamp placed on each

Plan Sheet

No “SUPERCEDED” stamp on Prior Plan

Submittal in City Plan Archive

Substitute Mylars

(Revisions)

Yes Yes Yes Yes (Generally)

Yes Yes EOR Provides Design Changes Prior to

Construction, Public Works Plan Checks

Bond (OK for

CIP) Mylar for All Others

Placement on Top of Prior Design Sheet,

Same PSN

“SUBSTITUTE MYLAR” stamp is placed on each

modified plan sheet

“SUPERCEDED” stamp on Prior Plan Submittal

in City Plan Archive

* Submittal of signed Record Drawings or submittal of an EOR “Project Conformance” letter is necessary to close out the project and release bond(s), deposit(s)

or equivalent security. A wet stamped EOR letter stating “Project was constructed in conformance with prior City approved plans, reference PSN _____” is requested for projects that do not require further plan modification beyond Original Plans and/or Substitute Mylar Revisions. The “Project Conformance” letter will be included in the permanent City Plan Archive and may be used in lieu of Record Drawing preparation and submittal. “As-Built” certifications have been eliminated from City requirements.

109

ENGINEERING BULLETIN #09-02 TO: All Interested Parties

FROM: Timothy R. Jonasson, Public Works Directory/City Engineer

DATE: April 20, 2009

SUBJECT: Securities for Permits and Maps

This Engineering Bulletin provides policy direction regarding the implementation and administration of securities that are due prior to permit issuance or securities required for Approved Final Map and Subdivision Improvement Agreements (SIA). The attached Table 1 “Fees & Securities for Permits & Maps” provides a matrix of bonding requirements by Permit/Project type and by Bond type. Acceptable security instruments shall conform to the requirements adopted by the City Council in Resolution 96-27. Security amounts are based on a wet-stamped engineer’s cost estimate that is approved by the City. Projects with No Final Map or SIA - Applicant should provide permit bonds pursuant to Columns 4-5, Columns 11-13, as applicable per Table 1. Securities that are posted for off-site improvements and/or grading permits PRIOR TO THE FINAL MAP/SIA APPROVAL can be used for the SIA if the existing securities’ duration, amounts, and scope are applicable. Permit issuance and SIA issuance should be coordinated with all City applicants to avoid double bonding. In general, SIA issuance and the related bonding eliminate the requirement for subsequent permit bonding. Projects with Approved Final Map and Subdivision Improvement Agreement (SIA) - If the applicant has entered into a SIA with the City guaranteeing the completion of the improvements related to the Tract Map and has an approved Final Map, no additional securities are required beyond bonding pursuant to Columns 6-9, as applicable per Table 1. Projects with Improvements All Complete - A Subdivision Improvement Agreement (SIA) is not required if all improvements have been completed and final inspection is found to be in compliant with the project specifications. Performance and Labor & Material Securities shall be released after final acceptance of the work by the City Council. A warranty security for on-site and off-site improvements shall be received by the City prior to the item being placed on the City Council agenda per Column 10 of Table 1. The warranty security amount will be based on an approved engineer’s cost estimate. The duration of the warranty security is one year from the City Council project acceptance date.

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TABLE 1 - FEES & SECURITIES FOR PERMITS & MAPS

1 2 3 4 5 6 7 8 9 10 11 12 13

PM10 Permit Bond PM10 Permit Bond Map/SIA Bond Map/SIA Bond Map/SIA Bond Map/SIA Bond Map/SIA Bond Permit Bond – No Map/SIA Onsite Only

Permit Bond – No Map/SIA Offsite Only

Permit Bond – No Map/SIA Offsite Only

PERMIT TYPE Minor Permit Fee Major Permit Fee (Improvement over

$5,000)

On-Site PM10 Bond

Off-Site PM10 Bond

On-Site Performance

Bond

On-Site Labor &

Materials Bond

Off-Site Performance

Bond

Off-Site Labor & Materials

Bond

Warranty Bond

On-Site Performance

Bond

Off-Site Performance Bond

(Restoration)

Off-Site Labor & Materials Bond (Restoration)

1

Mass Grading $100 $100 min + 3% sliding scale

Yes, $2,000/acre 25% Cash / 75% Bond

Or All Cash if Disturbing > 5000 ft2



NA No NA NA No Yes, Bond Based on Grading Bond

Calculator (EB #04-09)

Yes, Bond Based on Grading Bond

Calculator (EB #04-09)

Yes, 100% Bond

2

Rough Grading (Permit will not be issued until Mass Grading permit is closed, as applicable)

$100 $100 min + 3% sliding scale





Yes, 100% Bond No Yes, 100% Bond Yes, 100% Bond Yes, 10% Bond Yes, 100% Bond or supplemental Bond

Rider for prior Grading Bond

Yes, 100% Bond or supplemental Bond




3

Precise Grading (No Permit Bond Required < 500 yd3 hillside or <1000 yd3 other areas)

$100 – No permit or fee req’d < 50 yd3

$100 min + 3% sliding scale





Yes, 100% Bond No Yes, 100% Bond Yes, 100% Bond Yes, 10% Bond No Yes, 100% Bond or supplemental Bond

Rider for prior Grading Bond but not less than

$5,000


Rider for prior Grading Bond but not less than

$5,000 4

Precise Grading (Permit Bond Required > 500 yd3 hillside or >1000 yd3 other areas)






Yes, 100% Bond No Yes, 100% Bond Yes, 100% Bond Yes, 10% Bond Yes, 100% Bond or supplemental Bond






5

Clear & Grub $100 $100 min + 3% sliding scale





Yes, 100% Bond No Yes, 100% Bond Yes, 100% Bond No No (Included in Mass, Rough or Precise

Grading)

No

No

6

Other Improvements, Street, Storm Drain, etc.



Or All Cash if Disturbing > 5000 ft2 &

not previously PM10 Bonded




Yes, 100% Bond No Yes, 100% Bond Yes, 100% Bond Yes, 10% Bond No (Typical), But Yes, 100% Bond

Only if Onsite Street Imp. Needed for Public

Access Through the Tract

Yes, 20% Performance Bond but not less than

$5,000

Yes, 100% Bond

7

Utility (Water, Sewer, Dry Utilities (Electrical, & Gas, excludes Cable & Phone) (Developer Install)








Yes, 100% Bond No Yes, 100% Bond Yes, 100% Bond Yes, 10% Bond No Yes, 20% Performance Bond but not less than

$5,000

Yes, 100% Bond

8

Utility (CVWD & IID) (Utility Installations and Projects)

No Permit Cost – Signature Req’d on Permit – Inspection Cost May Be Billed

No Permit Cost – Signature Req’d on

Permit – Inspection Cost May Be Billed

No in general, but Yes $2,000/acre

25% Cash / 75% Bond Or All Cash if

Disturbing > 5000 ft2




No No No No No No No No

9

Utility (Verizon, Gas, etc) (Utility Installations and Projects)

$100 – can be drawn from deposit

account

$100 min + 3% sliding scale (materials shown on

plans (if provided) excluded from 3%fee)







No No No No No No Yes, Cost Based on Actual Restoration per

City Engineer

Yes, Cost Based on Actual Restoration per

City Engineer

Offsite Work = Work in Public Right of Way

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P.O. BOX 1504 LA QUI N TA, CA L I FO R NI A 92247-1504 78-495 CAL LE TAMPI CO LA QUI N T A, CA L I FO R NI A 92253

PU B L I C WO RK S/ENGI N EE RI NG DE PA R TM E N T

(760) 777-7075FAX (760) 777-7155

ENGINEERING BULLETIN #09-03 TO: All Interested Parties FROM: Timothy R. Jonasson, Public Works Director/City Engineer EFFECTIVE DATE: June 18, 2010 SUBJECT: Technical Memorandum with Respect to Collapsible Soils for

Geotechnical Reports This engineering bulletin establishes supplemental guidance with respect to collapsible soils for geotechnical reports that are used to prepare grading plans for City Engineer approval in the areas of the City highlighted in Attachment 1. This supplemental guidance is applicable to (but not necessarily limited to) soil investigations in areas of potentially high settlement as shown in Attachment 1. The City Engineer, on a case by case basis, will determine whether this supplemental guidance will apply to a project that is not within the areas shown in Attachment 1. The common types of settlement observed include the following: Regional land subsidence in the lower Coachella Valley has been documented by the

Coachella Valley Water District (CVWD) and the U.S. Geological Survey (USGS). The USGS report on Coachella Valley subsidence can be found at http:/ca.water.usgs.gov/.

Localized loose (weak zone) soil profiles in La Quinta have been documented in

geotechnical engineering reports. This has been verified by recording blow counts per foot using various sampler types corrected to N60 values. Resulting blow counts of less than 10 are fairly common and can range in depth from about 5 to 30 feet below the ground surface. Although the blow counts in some cases are less than 10, the consultant should provide sufficient testing and analysis to evaluate the short/long term effect of potential settlement. The depth of influence for pad footings is about 2B and for continuous footings is about 4B, where “B” is the width of the footing. Loose soil profile conditions are commonly mitigated by overexcavation and recompaction of the zone beneath the building pad. Whether the design team recommends a grading solution or a structural solution (or a combination of these) the end goal is to quantify the potential for settlement. An example of a loose soil profile boring log is shown in Figure 1. There is a low blow count layer at about 15 feet of depth likely due to ancient lake deposits.

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Figure 1 – Loose Soil Profile

Table 1 – Loose Soil Profile Settlement Example (Schmertmann Analysis)

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Table 1 is a different example that illustrates that for a given soil profile, varying the spread footing width can significantly affect the estimated settlement. This again reinforces the concept that the geotechnical professional and the foundation design professional must work closely together to address these issues.

Table 1

(Loose Soil Assumed to Commence at 7.5 ft Below Grade) Example 1 2 3 4 5 6 7 8

Foundation Load psf 2000 2000 2000 2000 2000 2000 2000 2000

Spread Footing Width Ft 2 3 4 5 6 7 8 9 Estimated Settlement inches 0.16 0.26 0.44 0.67 0.92 1.19 1.42 1.60

Hydrocollapsible soils have been documented in La Quinta. The hydrocollapse test values have ranged from about 0.5% to 7.0% at a load of 2.0 kips/sq ft. The applied stress that induces hydrocollapse is a combination of those from the footings and those from the overburden soil. The City of La Quinta requests that all hydrocollapse testing be conducted in accordance with ASTM D5333 with soil saturation occurring at 4.0 kips/sq ft loading. This will reduce the cost of the test, reduce time requirements and better define the soil profile. When specific loading magnitudes are known, the test results may be adjusted to properly model actual loads and the corresponding collapse percentage. If the tests are run at a lower loading, any designation related to potential collapse shall use an extrapolated line to the 4 ksf loading and the test during inundation shall be carried to the 4 ksf loading. The extrapolated line shall have the same slope as the line coming to 2 ksf or the other applied loading. Hydrocollapse can be mitigated by several methods that may include: moisture conditioning and compacting soils to depths necessary to mitigate these zones, dynamic compaction (if there are favorable soil conditions), or use of an enhanced foundation system.

Table 2 – 0.8% Hydrocollapse Settlement Example Calculation on Historical Foundation Failure Site

Boring Number 1 2 3 4 5 6 7 8

Max Existing Density pcf 84 84 84 84 84 84 84 84 Max Existing Moisture Content % 4 4 4 4 4 4 4 4 Length of Boring with Collapse ft 5 10 15 20 25 30 35 40 2 kip/sq ft Collapse Potential per ASTM D5333 % 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 Estimated Settlement inches 0.48 0.96 1.44 1.92 2.40 2.88 3.36 3.84

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Figure 2 - 5% Hydrocollapse Test Results Seismically-induced settlement - Because of the proximity of the San Andreas Fault, La

Quinta is expected to someday be subjected to significant seismically-induced ground motions, which may result in settlement, particularly in the loose soils. This settlement may impact buildings and infrastructure.

Static settlement of buildings due to foundation loads – Static settlement also needs to be

considered. This type of settlement may impact buildings and infrastructure. Options for Addressing Collapsible Soils Attachment 2 shows some options for addressing the above issues. Additional options to address collapsible soils include removing the collapsible soil, avoiding or minimizing wetting on the site, transferring the load through the collapsible soils to stable soils below, injecting chemical stabilizers or grout, prewetting the soil, compacting the soil with rollers or vehicles, compacting the soil with displacement piles, and compacting the soil by heavy tamping. Vibroflotation, deep blasting combined with prewetting, and controlled wetting could also be considered. The structure, itself, could also be designed to be tolerant of differential settlement.

115

Suggested Supplemental Geotechnical Specifications for Soils Investigations Showing Potentially High Settlement for Grading Plans The interrelationship between land subsidence, weak zone and hydrocollapsible soil conditions is complex and subject to professional interpretation. A key objective of the City grading plans is to address these conditions by using grading methods, enhanced building foundations or a combination of both. Building designs are typically not fully completed when grading plans are submitted for review. Accordingly, the Civil Engineer of Record in conjunction with the Geotechnical Engineer of Record should mitigate land subsidence, weak zone and hydrocollapsible soil conditions by grading design (i.e. overexcavation, water saturation and recompaction) OR provide the City with a confirming Structural Engineer of Record report documenting the foundation design solution methods. Supplemental grading plan geotechnical specifications for investigations showing potentially high settlement are as follows:

a. Geotechnical Engineer determination of total Collapse Potential of identified dry to moist soils.

b. Foundation Design based on saturated conditions. c. Geotechnical Engineer estimation of total settlement and differential settlement for

buildings based on a Schmertmann Analysis or equal and hydrocollapse potential as applicable.

d. Geotechnical Engineer shall provide the anticipated total and differential settlement, while the structural engineer shall determine acceptable tolerance for buildings.

e. Borings at least 50 ft deep. If building envelopes have been established, provide a minimum of 2 borings within each building area. If the building exceeds 10,000 square feet, provide a minimum of 1 boring for each additional 10,000 sf (with any increment rounded up to the next highest whole number). For example a 12,000 square foot building would require 2 borings (up to 10,000 square feet plus 2,000 sf/10,000 sf equals 0.2 which is rounded up to 1 for a total of 3 borings). For tracts, one boring per 10 building pads is the required minimum. For pipelines, pavement and other facilities the minimum number of boring is as determined by the Geotechnical Engineer.

f. Geotechnical Engineer determination of grading recommendations for: o Solution feasibility of identified collapse potential strata below buildings, PCC/AC

roads, concrete paver roads, flatwork and related infrastructure. o Overexcavation check including worse case Schmertmann Analysis or other

acceptable method of analysis. g. Structural Engineer determination of Maximum Allowed Total and Differential

Settlement. h. Structural Engineer approval letter accepting Geotechnical Report Foundation

Recommendations. i. Structural Engineer determination of Maximum Footing Size. j. The report shall have a discussion on in-situ dry densities related to city estimated and

accepted dry density value. k. A laboratory degree of saturation shall be provided for all collapse test samples. l. If collapse potential solution measure used to saturate in-situ soils, then the estimated

degree of saturation from the in-situ soil shall be provided within the report. Furthermore, a plan when the degree of saturation can not be met shall be provided.

116

Standard Penetration Testing, Split Barrel Sampler (ASTM D1586-08a) or Cone Penetration Testing (CPT, D3441) In addition to sampling for Collapse Potential testing, the investigation shall provide borings to the following specifications:

a. 50 ft minimum depth or greater based on soil or foundation data. b. If SPT and Split Barrel Samplers are used during the investigation, the blow

count data shall be converted to equivalent N60 values. c. Continuous sampling (SPT or Split Barrel Sampler) or identification (CPT) of soil

layers shall be performed. When sampling for collapse potential or consolidation, the sample diameter should be large enough to reduce sidewall disturbance.

d. Sufficient number of borings to define the soil strata or worse case condition if indefinable after a minimum of 3 borings.

Schmertmann Analysis Criteria Based on the worse case boring log and footings (Continuous and Spread) for the structure in question, a Preliminary Schmertmann Settlement Analysis, or equivalent method shall be provided. Coefficients required to determine this analysis are:

a. Footing widths and loads b. Footing depth of embedment c. Unit weight of soil d. Time (please use 100 years) e. Document in the boring logs, the sampler type used and the blow counts

corrected to equivalent N60 values. (All coefficients used to determine N60 shall be shown in the report). The sampler should be driven at least 18 inches with blow counts recorded in 6-inch increments.

The Schmertmann (or other acceptable method) settlement shall not exceed the allowed Structural Engineer’s stated total and differential settlement nor exceed an angular distortion ratio of 1:360 (1 inch in 30 feet). Solution measures shall be provided to reduce settlements at or below the stated allowable settlements. The Structural Engineer shall certify that the foundation is designed to handle the total and differential settlements.

Hydrocollapse Testing (ASTM D5333) All moist or dry sands to silt layers shall be checked and given an assumed collapse potential percentage. Dry, light, and airy clays shall also be investigated for collapse potential. Based on the geotechnical report, an assumed worse case log scenario shall be provided within the report. The log shall provide a minimum depth of 50 ft or deeper than the estimated bottom of footing. It could be deeper based on geotechnical information and/or foundation design. Note, the geotechnical report should review identified collapse potential strata to depths deemed non collapsible and the report should be titled “Preliminary Geotechnical Investigation” until the details of the project are known, i.e. building construction types, minimum and maximum loading, etc. If the categorization is “slight” for hydrocollapse potential for all soil layers, no further analysis is required. If some of the soil layers yield “moderate” or “severe” potential, actual

117

building loading should be used to calculate the total settlement and differential settlement. The total settlement due to hydrocollapse shall be shown in the report. A statement must be received from the foundation designer of record saying that the foundation was designed to handle the differential settlement. If the total differential settlement exceeds an angular distortion ratio of 1:360 or is greater than the foundation designer (structural engineer) deems appropriate for the foundation design, then solution measures shall be provided. Finally, the collapse potential shall be included in the quantity under estimated subsidence due to collapse potential. Change in Geotechnical Engineer of Record The original and new Geotechnical Engineer of Record shall immediately inform the City Engineer of the potential change of Geotechnical Engineer of Record. The new Geotechnical Engineer of Record shall show in writing that he or she approves all past and present reports for the project. Past Report Submittals A current submitted geotechnical report shall include copies of all known past reports relating to the subject property. Known past reports shall be made available to the new geotechnical engineer for review and shall be referenced in the current geotechnical report. If current recommendations are found to differ from past recommendations, the Geotechnical Engineer of Record shall provide the City with sufficient data and explanation within the report or updated letter to justify the modified requirements. The City Engineer shall approve all such recommendations.

118

Coachella Branch of the All-American Canal

Santa Rosa Mountains

San Jacinto Mountains

Indio Hills

Oct 26, 2003 - June 12, 2005

!(111

!(111

!(74

§̈¦10

Palm Desert (Area 1)

Indian Wells (Area 2)

La Quinta (Area 3)

TMAP

COTD

Indio

CoachellaDEEP

OSDO MANIMAGF

C132

C143

S753

54JA/JA54

CAHU

R70R

COCHDUNE

20 Miles

20 Kilometers

Consolidated Rock or Partly Consolidated Deposits

Subsidence Contour-Interval 10 mm

GPS station and identifierOSDOCGPS station and identifierCOTD

10

10

10

1020

60

30

80

70

80

50 40

203040

50 6080

9070

30

30

404050

606050 6050

70

20

20

3040 50

6070 80

90

40

90

90

100110100

ATTACHMENT 1

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Summary of Certain Settlement TypesAttachment 2

Settlement Type:Regional Land Subsidence Weak Soils Hydrocollapse/Swelling

Identification: CVWD/USGS Monitoring

Blow Counts ≤ 10 (at a minimum)

a. ASTM D5333 and ASTM D546 (Swelling)

b. Silt layers or any potential collapsesoils @ 4 KSF (showing Moderate Collapse)

Limits of Investigation: Water Surface to Ground Surface

a. 2B or 4B where B = width of footing

a. 0 to 50 feet

b. Differential Settlements > 1:360 or 1" in 30ft

b. Depth with no increase in saturation.

Mitigation Measure: Groundwater Recharge

a. Overexcavation of Low Blow Count Layers in Influence Zones

a. Overexcavation of moderate or greater potential layers.

b. Surcharge b."Foundation Design Principles and Practices" Second Edition by Donald P. Coduto, pp 715 to 718, describes 12 preventive and remedial measures to mitigate collapsible soils including: “removal of the collapsible soil, avoidance or minimization of wetting, transfer of load through the collapsible soils to the stable soils below, injection of chemical stabilizers or grout, prewetting, compaction with rollers or vehicles, compaction with displacement piles, compaction by heavy tamping, vibroflotation, deep blasting combined with prewetting, controlled wetting or design the structure to be tolerant of differential settlement.”

c. Wetting (if proven by Soil Engineer to mitigate)

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(760) 777-7075 FAX (760) 777-7155


TO: All Interested Parties FROM: Timothy R. Jonasson, Public Works Director/City Engineer REVISED EFFECTIVE DATE: August 9, 2010 ORIGINAL EFFECTIVE DATE: April 1, 2010 SUBJECT: INTERSECTION SIGHT DISTANCE GUIDELINES This bulletin establishes intersection sight distance guidelines. All plans submitted to the City of La Quinta shall follow these guidelines unless otherwise directed by the City Engineer. Sight Distance at Intersections with No Stop Sign Control Intersections between low-volume and low-speed roads/streets may have no traffic control. At these intersections, sufficient corner sight distance should be available to allow approaching vehicles to adjust their speed to avoid a collision, typically a reduction to 50% of their mid-block running speed of 20 mph to 10 mph on residential streets. Figure 1 illustrates the corner sight distance triangles for intersections with no stop sign control. The area enclosed by the sight line and a distance of 40 feet measured from the curb return along the curbs of the intersecting streets, known as the sight triangle, shall be kept clear of any sight obstructions. The driver’s eye is 42 inches above the roadway pavement. Therefore, the height of shrubs, planting, and other visual obstructions (such as boulders, etc.) shall be limited to a maximum height of 30 inches. If this sight distance cannot be provided, placing stop signs on the lower volume approaches should be considered and the corner sight distances shown in Figure 2 will be applicable. Trees with diameters less than or equal to four inches may be planted within corner areas provided the bottom of the canopy (leafy branches) of the tree is at least 8 feet above the finished grade of the street adjacent to the tree. However, trees shall not be planted in such numbers that their trunks create a visibility obstruction for vehicles or pedestrians.

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FIGURE 1: MEASUREMENT OF INTERSECTION SIGHT DISTANCE

(No Traffic Control or no Stop Sign control)

Sight Distance at Intersections with Stop Sign Control Where traffic on the minor road or private driveway approach to a publicly owned street is controlled by stop signs, the driver of the vehicle on the minor road or private driveway approach must have sufficient corner sight distance for a safe departure from the stopped position assuming that the approaching vehicle comes into view as the stopped vehicle begins its departure. Therefore, the height of shrubs, planting, and other visual obstructions (such as boulders, etc.) shall be limited to a maximum height of 30 inches. The applicable intersection corner sight distance is obtained by providing clear sight triangles both to the right and left as shown in Figure 2. Where traffic on the minor road or private driveway approach to a privately owned street is controlled by stop signs, the driver of the vehicle on the major street approaching a minor road or private driveway vehicle approach must have sufficient stopping sight distance to come to a stopped position if the on the minor road or private driveway approach begins its departure as the vehicle on the major road is approaching the intersection. Therefore, the height of shrubs, planting, and other visual obstructions (such as boulders, etc.) shall be limited to a maximum height of 30 inches to provide the applicable adequate stopping sight distance show in Figure 2. . Trees with diameters less than or equal to four inches may be planted within corner areas provided the bottom of the canopy (leafy branches) of the tree is at least 8 feet above finished grade of the street adjacent to the tree. However, trees shall not be planted in such numbers that their trunks create a visibility obstruction for vehicles or pedestrians.

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FIGURE 2: MEASUREMENT OF INTERSECTION SIGHT DISTANCE

(With Stop Control on Minor Road or Driveway)

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Tract or Parcel _________ Project Name _________________________________ PCN__________ Checked By ___________Date_____________

T Drive\Checklists – Forms & Applications\ADA Checklist Revised 06-01-09

City of La Quinta Public Works Department - ADA Review Checklist Companion to Commercial Precise Grading Plan Review Checklist - Privately funded, single family (SFU) residential developments are currently exempt from listed ADA requirements but may not be accepted as public rights of way in the future. Clubhouse facilities within private SFH projects, at present, are required to have ADA accessibility. SITE ENTRANCE SIGNAGE (2007 CBC, Section 1129B.4) Warning signage regarding unauthorized use of disabled parking spaces is posted conspicuously at each

entrance to off-street parking facilities, or immediately adjacent to and visible from each stall or space. CBC 1129B.5 (2nd paragraph)

Warning signage states: "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at 51-351 Avenida Bermudas; La Quinta, CA or by telephoning (760) 863-8990.”

Blank spaces on sign(s) are filled in with appropriate information. Size of lettering on signage is a minimum of 1 inch in height. Sign(s) is not less than 17 inches x 22 inches in size.

ADJACENT POLE SUPPORTED PEDESTRIAN TRAFFIC CONTROL BUTTONS (2007 CBC, Section 1117B.5.9) Pole supported pedestrian traffic-control buttons shall be identified with color coding (immediately above the

control button but no higher than 48 inches above the surface adjacent to the pole) consisting of a textured horizontal yellow band 2 inches in width encircling the pole and a 1 inch wide dark border band above and below this yellow band.

SITE ACCESSIBLE ROUTE OF TRAVEL (2007 CBC, Section 1127B.1)

General: When a building, or portion of a building, is required to be accessible or adaptable, an accessible route of travel is provided. Shortest path of travel, convenience and circulation shall be considered. Plan view detail provided documenting all accessibility routes with a wide dashed line. Accessibility routes are

typically shown on horizontal control sheets. EOR should ensure accessibility is provided to public transportation and that all buildings and parking areas are connected to an accessible route.

The route shall be the most direct route between buildings, facility, and entrances excepting hardship cases. At least one accessible route within the boundary of the site is provided to all accessible building entrance(s) from

public transportation stops, accessible parking spaces, accessible passenger loading zones, public streets and sidewalks.

The accessible route(s) coincides, to the maximum extent feasible, with the route for the general public. Accessible route shall include direct front door access, path to guard house (as applicable) and path to trash enclosure.

Slopes and cross slopes of all routes are identified. Show all doors or access points of entry and indicate which are ADA accessible.

Provide 42 inch railing with 4 inch baluster spacing (or equal) when drop off hazard exceeds 30 inches. PARKING (2007 CBC, Section 1129B)

General: Each lot or parking structure where parking is provided for the public as clients, guests or employees shall provide the required number of accessible parking stalls. In buildings with multiple accessible entrances with adjacent parking, accessible parking shall be dispersed and located closest to the accessible entrances. If ADA parking facilities are provided to a guard house, CBC accessible stall requirements apply. Detail sheets showing handicap parking striping, standard parking stall striping, disabled parking signage,

disabled symbol signage & tow away signage have been provided. Detail sheet should show typical parking stall layout for van and standard if applicable. Include all signing and striping with required dimensioning.

124


ALL DISABLED PARKING STALLS (2007 CBC, Section 1129B.3) The correct number of standard accessible and van-accessible parking stalls are provided on the site.

TOTAL PARKING IN LOT REQ’D MIN # ACCESSIBLE SPACES

1 to 25 1 26 to 50 2 51 to 75 3 76 to 100 4 101 to 150 5 151 to 200 6 201 to 300 7 301 to 400 8 401 to 500 9 501 to 1000 2% of total 1001 and over 20 plus 1 for each 100 over 1000

1 out of every 8 accessible stalls required "van-accessible" with an 8 ft access aisle. If a site were only required to have one parking stall, this stall would have to be "van-accessible." No excessive distances to van-accessible stall(s) should be allowed.

Van accessible parking stalls are identified in plan view. Parking space(s) are located on the shortest accessible route of travel from adjacent parking to the accessible

entrance(s). Accessible parking space access aisle(s) connects directly to an accessible route. Accessible parking spaces are located such that they do not compel user to travel behind parked cars other than

their own. When necessary, a parking bumper or curb is provided to prevent encroachment of cars over the required width

of walkways (required width of walkway is 4 ft). Ramps do not encroach into accessible parking space(s) or access aisle(s). Surface of the parking space(s) and access aisle(s) does not exceed gradient (2.0%) in any direction, this

includes ribbon gutters. A minimum vertical clearance of 98 inches is provided at covered accessible parking space(s). Table provided on sheet 1 of plan wherein building area(s), standard stalls, HC standard stall parking, HC van

parking and total parking stalls are identified and required quantity verified. If covered parking is provided, HC covered parking is also required with the same ratio of covered to uncovering parking stalls for non HC parking.

SINGLE PARKING SPACE DESIGN (2007 CBC, Section 1129B.3.1) 19 ft is a standard length w/o overhang; 17 ft is a standard length with an overhang. If wheel stops are used, 17 ft

is measured from the wheel stop. 9 ft minimum width of each parking space. 5 ft minimum width of access aisle (passenger side) A parking bumper or bollard is required when no curb or barrier is provided which will prevent encroachment of

cars over the adjoining accessible route. VAN ACCESSIBLE PARKING SPACE DESIGN (2007 CBC, Section 1129B.3.2) 18 ft minimum length of the parking space(s). 9 ft minimum width of each parking space(s). 8 ft minimum width of the access aisle(s), (passenger side). Within the blue border, diagonal hatched lines that

are a maximum of 36 inches on-center are painted with a color that contrasts with the parking surface. “NO PARKING” legend shall be in white letters, 12 inches high. Access aisle grade is 2% each way to border. Partial encroachment of an access aisle by a planter or equivalent facility is not allowable.

PARKING SPACE SIGNAGE (2007 CBC, Section 1129B.4)

General: Each parking space reserved for persons with disabilities shall be identified by a reflectorized sign permanently posted immediately adjacent to and visible from each stall or space, consisting of a profile view of a wheelchair with occupant in white on dark blue background. ADA parking only signage is installed at each space. Use of the term “reserved” is now prohibited. Curbs or

wheel stops are present to prevent damage to signage – bollards are preferred in typical installations to avoid long term sign post damage.

Area of the sign(s) is not smaller than 70 square inches. When posted in a path of travel, bottom of sign is 80 inch minimum from the parking space finished grade.

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When wall mounted, sign is centered on the wall at the interior end of the parking space at a minimum height of 36 inches from the parking space finished grade, ground or sidewalk.

Unobstructed view of the sign from the parking space. Van accessible parking spaces have additional sign mounted below symbol of accessibility that states "VAN

ACCESSIBLE”. ADA parking signage includes an additional sign or additional language below the symbol of accessibility stating

“Minimum Fine $250” See 2007 CBC Section 1129B.4 or 2009 CalDAG Figure 23 for additional information. Every new or replacement sign installed on or after January 1, 1992, relating to parking privileges for disabled

persons shall refer to “disabled persons” rather than “physically handicapped persons” or any other similar term, whenever, such a reference is required on a sign per CVC 22511.9

All new or replacement signs installed on or after July 1, 2008, relating to parking privileges for disabled persons shall refer to “persons with disabilities” rather than “disabled persons” or any other similar term, whenever such a reference is required on a sign per CVC 22511.95

PARKING SPACE STRIPING (2007 CBC, Section 1129B.4.1 & 2007 CBC, Figure 11B-18C)

General: The surface of each accessible parking stall or space must have a surface identification duplicating either of the following schemes: Proper striping for disabled parking stalls outlining or painting the stall or space in blue and outlining on the

ground in the stall or space in white or suitable contrasting color a profile view depicting a wheelchair with occupant.

BUILT-UP CURB & CURB-CUT RAMPS (Grade > 5%) GENERAL (2007 CBC, Section 1127B.5)

General: Any path of travel shall be considered a ramp if its slope exceeds a 5% gradient. Detectable warning domes are required for onsite and public right of way curb ramps and flush curbs adjacent to vehicular areas. Particular attention should be given to callout of the method of application, color, area of coverage, pattern, manufacturer and part number of the detectable warning domes. Owner is responsible for ongoing maintenance in privately owned locations. See City of La Quinta Standard 250. All ramps provided with separate detail. Detail sheet includes slope,

grooving and dimensions), curb section, staged truncated dome layout (as applicable), XL and Xs. See Standard 250 for calculation of XL and Xs

Truncated domes are to be pre-cast tiles and grouted in place. No surface applied dome mats for new construction.

Color of detectable warning surface shall be called out on the plans. Wausau Tile, Type 3, Series U4008 (Stock Color/Texture and equivalent to La Quinta Quarry/Brick Red) or equal. 12 inch x 12 inch concrete tile detectable warning domes are to be utilized for construction within the R/W. If adjacent flatwork to the La Quinta Quarry/Brick Red detectable warning surface does not provide, sufficient contrast, a minimum width 1 inch wide (4-6 inch typical) contrasting stripe is required immediately adjacent to the truncated dome surface. The contrasting surface is required in flush curb hazardous vehicular areas at the truncated dome border furthest from the vehicular way.

In-line detectable warning dome pattern should be specified and domes installed in an in-line orientation. Truncated dome warning surface consists of raised domes with a diameter of 0.9 inches at base tapering to 0.45

inches at the top a height of 0.2 inches and center-to-center spacing of 2.35 inches. Detectable warning dome manufacturer & part number shall be identified. 48 inch minimum width of curb ramp. Curb ramps shall not exceed a length (XL) of 15 ft per AADAG Draft Public R/W Guidelines. The length (XL) 15 ft

governs the slope of the ramp. Surface slope of ramp does not exceed an 8.33% gradient. Slope at side slopes does not exceed a 10% gradient. Curb ramp lines generally in a single sloped plane. Slope of top landing (if provided) does not exceed a 2.0% gradient in any direction. Ramp(s) do not project into vehicular traffic lanes. Transitions from ramp(s) to walks, gutters or streets are flush and free of abrupt changes. A 12 inch grooved border is provided along top and sides of the ramp at the level surface of the sidewalk. Curb ramps shall be located or protected to prevent obstruction by parked cars. Level landing (48 inch deep minimum) extending full width of ramp provided at upper end of curb ramp. Dome installation callouts should not exceed specified dimensional ADA requirements. Excessive use of

truncated domes may create a hazard. Golf cart parking areas are classified as hazardous vehicular areas. Pedestrian paths leading into these areas

require truncated domes.

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CURB RAMPS – ONSITE (2007 CBC, Section 1127B.5) Callout IN-LINE PATTERN detectable warning domes at FULL WIDTH AND DEPTH of the curb ramp slope (See

CBC Chapter 11A for private residential projects and 11B for commercial developments). Privately funded, single family residential developments are currently exempt from listed ADA requirements. Clubhouse facilities within private SFH projects, at present, are required to have ADA accessibility. Wausau Tile, Type 3, Series U4008 (Stock Color/Texture and equivalent to Quarry/Brick Red) or equal. Curb ramp detectable warning domes shall be of light-on-dark or dark-on-light, 70% contrasting color and must be an integral part of the walking surface. Truncated domes are to be pre-cast tiles and grouted in place. No surface applied dome mats to be utilized for new construction.

CURB RAMPS – OFFSITE - PUBLIC RIGHT OF WAY Call out IN-LINE PATTERN detectable warning domes 3 FT running ft from the curb line at curb ramps

irrespective of ramp slope. Wausau Tile, Type 3, Series U4008 (Stock Color/Texture and equivalent to Quarry/Brick Red) or equal. Curb ramp detectable warning domes shall be of light-on-dark or dark-on-light, 70% contrasting color and must be an integral part of the walking surface. Truncated domes are to be pre-cast tiles and grouted in place. No surface applied dome mats to be utilized for new construction.

FLUSH CURB – WALK CROSSING HAZARDOUS VEHICULAR AREAS – ONSITE (2007 CBC, Section 1133B.8.5) Note: All areas of a parking lot, including drive aisles, regular and handicapped parking spaces, loading and unloading areas and “no parking” paths are hazardous vehicular areas. Call out 3 running ft of IN-LINE PATTERN, detectable warning domes for flush curb hazardous vehicular areas.

Wausau Tile, Type 3, Series U4008 (Stock Color/Texture and equivalent to Quarry/Brick Red) or equal. Curb ramp detectable warning domes shall be of light-on-dark or dark-on-light, 70% contrasting color and must be an integral part of the walking surface. Truncated domes are to be pre-cast tiles and grouted in place. No surface applied dome mats to be utilized for new construction. Detectable warning dome callouts should be made until flush curb begins a vertical curb transition. Flush curb domes should not encroach into the vehicular way. 42 inch high bollards with 5-10 ft o.c. spacing (typ.) should be utilized for pedestrian protection at flush curb returns, crosswalks or equivalent facilities. No use of 12 inch grooved borders is required on flush curb locations with truncated domes. Flush curb hazardous vehicular areas required to provide distinct identification of ADA paths. Use of alternative way finding elements (e.g. bollards, guide signage, etc.) may be required in addition to extensive use of warning domes for circuitous ADA paths.

DIAGONAL (CORNER-TYPE) CURB RAMPS – ONSITE (2007 CBC, Section 1127B.5, Item 9) Bottoms of corner-type curb ramps have 48 inch clear space at the lower terminus of the ramp. When provided at marked crossings, curb ramp is wholly contained within the markings, excluding flared

sides.

PEDESTRIAN RAMPS (>5% Slope) (2007 CBC, Section 1133B.5) Ramp maintains minimum width of 48 inches. Handrails are needed on ramps >72 inches in length. Surface slope of ramp does not exceed 8.33%. Cross slope of ramp does not exceed 2%.

PEDESTRIAN RAMP LANDINGS (2007 CBC, Section 1133B.5) Top landing is a minimum 60 inches wide and 60 inches long (in ramp direction). Bottom landing is a minimum 72 inches long (in ramp direction). CBC 1133B.5.4.6 Bottom & intermediate landing(s) are at least as wide as the ramp width. Surface slope of landing(s) does not exceed 2.0% in any direction. Intermediate landing(s) are a minimum 60 inches long in ramp direction and necessary when 30 inches of vertical

change is encountered. Intermediate landing(s) where ramp changes direction are 60 inches x 72 inches minimum, if change in direction

is greater than 30 degrees. Finished surface of ramp & landing(s) stable, firm, slip-resistant (medium salt finish or equal). If a drop-off of more than 4 inches (within 1 ft lateral distance) exists between the ramp surface and the adjacent

grade, a 6 inch warning curb must be utilized. Outdoor ramp(s) and their approaches are designed so water does not accumulate on walking surfaces.

WALKS & SIDEWALKS (2007 CBC, Section 1133B.7) Continuous common surface is not interrupted by steps/changes. Bases of curb cut ramps are not interrupted by

ribbon gutters or other obstructions.

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Curbs shall provide sufficient contrast to adjacent flatwork at pedestrian pathways – call out concrete color additives on construction note. Call out all red curb and fire lane stencils and signage.

Use of concrete paving stones is allowable as an ADA surface, provided the gaps in walking direction are less than ½ inch.

Use of compacted decomposed granite (DG) is not allowable as an ADA surface - stabilized DG may be proposed for onsite locations and subject to a specialized City review and potential approval.

Slope in the direction of travel does not exceed 5.0% gradient (including ribbon gutters and curb gutters). Transitions from AC to PCC are no greater than ¼ inch maximum lip. Walkway slopes are continuously annotated in plan view.

Cross slope does not exceed a 2.0% gradient. 48 inch minimum width of walkways (Meandering sidewalks in parkways per City of La Quinta standards).

Door/gate detail provided if door/gate width (e.g. patio area) is less than 4 ft (32 inch minimum door width to secondary patio area).

Walks free of gratings as possible, with max ½ inch grid opening perpendicular to direction of travel if grates necessary.

Abrupt changes in level, except between walks or sidewalks and an adjacent street or driveway, exceeding 4 inches in vertical height, like planters or fountains, require edge protection.

Walks with continuous gradients have level areas at least 5 ft in length at intervals of at least every 400 ft. Accessible routes with less than 60 inches of clear width have passing spaces a minimum of 60 inches x 60

inches at least every 200 ft. Doors that encroach on walkways have a minimum 60 inches x 60 inches level landing area with a slope less

than 2.0% in any direction. Level landing areas extends a minimum of 24 inches beyond strike edge of door or exterior gate. Doors that open into the building have level landing area a minimum of 48 inches wide x 44 inches deep with a

slope less than 2.0% in any direction. Use of truncated domes within a landing area is discouraged.

Walks & sidewalks are slip resistant medium salt finish or equal. Intersections of walkways shall maintain a grade no greater than 2% else show the cross slope is 2% or less. Vertical height clearance of pedestrian pathways shall not be less than 80 inches.

GATES AT WALKWAYS (2007 CBC, Section 1008.2) Bottom 10 inches of the gate shall have a smooth, uninterrupted surface to allow opening with a wheelchair foot

rest without creating a trap or hazardous condition per 2007 CBC 1133B.2.6 Gate latch shall be installed 34 inches minimum and 48 inches maximum above the finished floor per 2007 CBC

1008.1.8.2 Gate latch operation does not require tight grasping, tight pinching or twisting of the wrist per 2007 CBC

1008.1.8.1. Level landing areas extends a minimum of 24 inches beyond strike edge of door or exterior gate.

STAIRWAYS & RAILINGS (2007 CBC, Section 1133B.4) All accessible elements of stairways and railings including riser height, run length, nose projection dimension, slip

resistant and contrasting tread striping for the visually impaired and handrail features are detailed. See 2009 CalDAG Figure 53 for additional information.

Handrail design is provided per separate detail for steps and ramps including 12 inch handrail extensions from bottom and top landings. Handrail footing achieves stable handrail assembly. See 2009 CalDAG Figures 37-39 and Figure 51-52 for additional information.

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Tract or Parcel _________ Project Name ____________________________ PCN_________ Checked By_______________ Date_____________

T Drive\Checklists – Forms & Applications\Commercial Precise Grading Plan Review Checklist Revised 06-01-09

City of La Quinta Public Works Department - Commercial Precise Grading Plan Review Checklist (Includes Multi-Unit Family PUD Precise Grading)

SUBMITTAL REQUIREMENTS

Traffic Study (if required by conditions of approval). Approved Tentative Tract Map. Conditions of Approval. Rough grading plan (if previously graded or graded separately). Street improvement plan (as applicable). Soils report & annual update letter. PM 10 plan. SWPPP plan. Hydrology and Hydraulics Report. Precise grading plans. Estimates of quantities. Precise grading plan review checklist (filled out and signed by the EOR). ADA review checklist (filled out and signed by the EOR). Archeo/paleo monitoring contract agreement Letter of approval for offsite improvements when encroaching on other property

CONDITIONS OF APPROVAL

Engineer to independently verify conditions of approval have been met. Please list all conditions not met if box is not checked. ______________________________________________________________________________.

TITLE SHEET

Earthwork volumes, as applicable. Include shrinkage and import/export. Street/drive aisle sections and details (may be shown on separate sheet if room does not permit on title sheet).

Show limits of grade, depth, slope and all hinge points. On the index map, show Q10 and Q100 at all inlets and final outlets. FEMA flood zone designation. Typical grading detail(s) may be shown on separate sheet. City required signature blocks: Building and Safety (all commercial plans), Planning Department (all commercial

plans), and Community Services (parks, sport or recreational facilities, art improvements). Underground service alert note. Soil engineer stamp & signature block – ensure update letter is within 1 year of plan set submittal (as applicable).

Plans signed by soils engineer. Parking table provided wherein building area(s), standard slots, HC standard slot parking, HC van parking,

Standard vs. HC covered parking ratio, and total parking slots are identified and required quantities verified. Also show bicycle parking amount.

Define AC, PPC & sub-base thickness and detail – utilize compacted fill or cab base rock – see City road structural sections for more information. Minimum parking lot section is 3 inches AC over 4.5 inches CAB. Provide recommendation in Geotechnical Report, TI=6. For heavy truck traffic, use minimum of 4.5 inches AC over 5.5 inches CAB.

Specify City Standard 200 for all concrete construction. Geotechnical Report should address and recommend remedial measures for high sulfate and high chloride soils.

Call out all new construction with construction notes – show summary quantities on title sheet. Provide complete legend to identify water line, sewer line, property line, flow line, R/W and easements. Provide hatching pattern legend identifying concrete, AC pavement and other surfaces.

PLAN SHEETS Grading and paving plan shows: North arrow (preferred to point up or right). 4 inch bar scale – scale to be 1 inch = 20 ft or larger, no 1 inch = 30 ft or 1 inch = 40 ft submittals. Complete boundary information and lot line annotation. All parcel or lot numbers. All easements. Primary image corridor lines. Confirm building height setback. Adjacent record map references.

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Dimension walkway, street and R/W widths. Confirm no encroachment of PUE by building, fence, patio, wall or other structure. 10 ft PUE unless written approval from IID for 5 ft PUE.

Show grades and dimensions of sidewalks, landings and ramps with arrow direction and % slope. Inadequate grade and dimension callout is common in precise grading plans. Call out top of curb and finish floor elevations.

Street plans and precise grade plans match up in details. Curb/gutter alignment matches tentative map.

PARKING- SEE PUBLIC WORKS ADA CHECKLIST FOR ADDITIONAL REQUIREMENTS Parking facility design standards shall be consistent with Chapter 9.150.080 of the Municipal Code. Except for single family detached, single family attached, duplex and townhome residential uses, no parking

facility shall be designed so that vehicles are required to back into a public street. No parking space shall be located within 3 ft of any property line. With the exception of single family detached, single family attached and duplex residential uses, all parking bays

shall be bordered by continuous curbs to serve as drainage channels and as wheel stops. Individual wheel stops shall not be permitted in lieu of such curbs.

All driveways shall be designed for positive drainage. If an inverted crown is proposed for a driveway, the center portion shall be a ribbon gutter of Portland cement concrete rather than asphaltic concrete.

Parking lot layouts shall provide a clear hierarchy of major access drives (connecting the parking area to the public street), fire lanes, loading areas, minor drives, parking bay maneuvering areas, etc. Parking shall not be arranged to require backing out into major access drives.

In order to avoid dead end aisles, parking bays shall connect with other parking bays or drive aisles or shall provide a turnaround area at the end of the bay.

Parking access ways are those driveways that provide ingress or egress from a street to the parking aisles, and those driveways providing interior circulation between parking aisles. No parking is permitted on an access way.

All parking facilities taking access from a major, primary or secondary arterial highway shall have a parking access way between the arterial and the parking aisles.

Call out bicycle rack locations and detail. One-way access ways shall have a minimum width of 15 ft, unless the access way is a fire lane or used for

ingress or egress, which requires a minimum of 20 ft of AC pavement. Two-way access ways shall have a minimum width of 26 ft. Entry/exit driveways shall be placed where they result in the least interference with the flow of traffic on the public

street to which they connect – no backing of parked vehicles into street LQMC 9.150.080 Joint entry driveways are encouraged and shall be arranged to allow parking lot maneuvering from one

establishment to another without requiring exit to the street. Adjacent properties shall maintain agreements which permit reciprocal driveway connections across property lines.

Regular space dimensions. All parking spaces up to the minimum required shall be designed for regular vehicle parking. Regular vehicle spaces shall be 9 ft wide, 17 ft long (with overhang), and 19 ft long without overhang. If wheel stops are used, the space is measured from the wheel stop, 17ft.

City prefers limited or no use of wheel stops to minimize tripping hazards and to facilitate pavement cleaning and maintenance.

If wheel stops are used, provide a detail or dimensional call out showing location in stall. Avoid vehicles straddling the wheel stop. Position wheel stop 1 ft from passenger side stall striping (preferred).

Show concrete wheel stops at all parking slots adjacent to sidewalks less than 6 ft – all locations as applicable. Confirm use of La Quinta “hair pin” parking stripe for straight or diagonal parking – show detail

Compact space dimensions. Compact spaces are permitted only if such spaces are in excess of the minimum parking requirement for the use. Compact spaces shall be 8 ½ ft wide, 16 ft long (with overhang), 17 ½ ft long (without overhang).

End spaces. Parking spaces at the end of a parking aisle against a wall shall be widened by two additional ft and/or shall have a backing out pocket provided.

Parallel spaces. Spaces provided for parallel parking shall be a minimum of 9 ft wide and 24 ft in length to permit room for maneuvering. If a wall or curb in excess of eight inches in height is adjacent to the parallel parking space, the space shall be 10 ft in width. All end spaces confined by a curb shall be 30 ft long.

Call out curb paint (white, red, yellow) as applicable. PLANTERS

Planter areas greater than 5% grades will require erosion mitigation to avoid irrigation runoff issues and resultant storm drain inlet plugging.

Show a supplemental 1 ft sidewalk stepout strip at planter bays where passenger side occupants step out into planters.

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All planter beds not containing trees shall be at least 3 ft in width and planter beds containing trees shall be at least 6 ft in width or diameter per Municipal Code 9.150.080.

DRIVEWAYS/THROATS/DRIVE AISLES- SEE PUBLIC WORKS ADA CHECKLIST FOR ADDITIONAL REQUIREMENTS

Locate driveways with no less than 250 ft of separation. Parking access ways from arterial highways shall not have parking spaces taking direct access there from and

shall not be intersected by a parking aisle or another parking access way for a minimum distance, (measured from BCR to BCR) of 30 ft for projects with zero to 200 spaces, 50 ft for projects with 201 to 350 spaces, 75 ft for projects with 351 to 450 spaces, and 90 ft for projects with 451 spaces or more. Review parking and aisle layout with City Traffic Engineer.

Parking access ways from non-arterial streets and highways shall not be less than 30 ft in length from the ultimate curb line of the adjacent street, (measured from BCR to BCR).

Provide sight distance triangle exhibits (see City guidelines via the web-site) for all traffic intersections; parking isles to access ways, access ways to streets and driveways. Landscaped areas will need to restrict plantings (maintained) to less than 3.5 ft in elevation if in a sight triangle. Sight triangle exhibits should be separate from the construction plans. Assume 20 mph speeds on access aisles and 15 mph speeds on parking aisles for sight distance calculations.

Entry/exit driveways. Entry and exit driveways for commercial and multi-family parking lots shall be a minimum of 28 ft wide plus any median width (medians shall be a minimum of 3 ft in width). Additional turning lanes, if required, shall be a minimum of 12 ft in width. Maximum driveway width shall be 48 ft plus median.

Internal circulation should be checked for fire truck, trash and delivery truck functionality. Delivery truck loading and offloading zones should be established as applicable.

Internal driveway widths shall conform to the minimum widths, depending on the angle of parking: Parking angle (degrees) One-way aisle width (feet) Two-way aisle width (feet) 0-44 (0 degrees = parallel) 14’ 26’ 45-54 16’ 26’ 55-64 18’ 26’ 65-79 22’ 26’ 80-90 26’ 26’

Minimum access road width of 28 ft. Show increase of curb radii for truck trailer access. Provide turning template exhibits (separate from plans). Show fire lanes and blue RPM markers as applicable. Provide service truck routes by showing pavement section and route arrows on horizontal control plan. Backout into access aisle is not angled greater than 10 degrees. Speed control device (speed table or equal) is provided for parking conflict/sight distance issues. 42 inch high bollards with 5-10 ft o.c. spacing (typ.) should be utilized for pedestrian protection at flush curb

returns, crosswalks or equivalent facilities. No angle points at curbs, median or skewed geometry locations. Show fire hydrant locations with blue rpm per RCFD.

ROOF DRAINAGE

Flat roof drain(s) shall discharge on concrete surfaces or underground system to retention basin – no primary roof drains to sidewalks or planter areas. Roof drip lines should drain to gutters or area drains without flow to walking areas – call out details for roof drainage – avoid sidewalk drains as possible – show roof edge on drainage layout.

GRADING

Existing contours shall be shown in screened or dashed line types at the following intervals: Show existing contours a minimum of 15 ft beyond all property lines or as needed for day-light or to explain the

design. 1 ft maximum contour interval on normal areas. Show ½ ft contours in very flat areas. Show proposed contours in heavy solid lines. Match contour intervals for required existing contours. Show proposed elevations at:

Top of curb/flow lines on planter islands and drive aisles. Concrete and asphalt surfaces. Top and bottom of stairs. Doorway thresholds (no greater than ½ inch in height from adjacent finished floor). Building corners (include dimensions tying building corners to property lines).

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Grade breaks. All high points, flow lines and ridgelines. Elevations and invert elevations at catch basins, manholes, junction structures, bends, inlets and outlets, area

and landscape drains and retention basins. Any other elevations pertinent to the grading design.

Minimum grading shown per City technical guidance relating to minimum grades. Show depth and limits of overexcavation. Grading plan geotechnical items per City Engineering Bulletin 09-03 are addressed, as applicable.

VERTICAL CURVES (STREETS)

Provide vertical curves on grade breaks >0.5% at local and arterial streets. Sag vertical curves utilize the approximate AASHTO specification for sag vertical curve distance (ft) with <2%

grade break = 3 times design speed (mph). Avoid use of short (e.g. 50 ft) vertical curves. Crest vertical curve length accommodates sight distances in accordance with Caltrans & AASHTO design

standards. Check for flat spots at high and low points of vertical curves.

PAD& FF ELEVATIONS/BUILDING/FLOOD CONTROL MEASURES Ensure conformance with 2007 CBC 2304.11.2.2 specification for 8 inch offset from pad to untreated wood. An 8

inch slab thickness or equal is now required. Show pad elevations or dirt elevations to the nearest 0.1 ft. Show finished floor or “hard” surface elevations to the

nearest 0.01 ft. Show finished pad and floor elevations of adjacent properties and provide note if adjacent site is vacant.

Pad elevation shall be a minimum of 1 ft above 100 year flood elevation. 100 year flood elevation is generally considered to be at the R/W – EOR should confirm same. FEMA minimum is finished floor elevation shall be a minimum of 1 ft above 100 year flood elevation.

Check driveway HP’s to isolate drainage in adjacent street. HP should be at street 100 WSE or use R/W elevation if offsite street analysis is not applicable.

STORM DRAINS/GENERAL DRAINAGE - SEE PUBLIC WORKS STORM DRAIN CHECKLIST FOR ADDITIONAL REQUIREMENTS

Concentrated flows shall be conveyed on PCC surfaces. Show roof drains with both vertical and horizontal locations. Show connection locations to any hard surface or

underground system. The roof emergency overflow drains must be on independent lines per the CBC. Details of any on site drainage structures, walls, surface protection, etc. Shall be shown on the plans. No drainage over retaining walls and sidewalks. Use concrete “trapezoidal” ditches, area drains, down drains or

other approved drainage design. Show ribbon gutters, catch basins and buried drain lines. Provide storm drain detail sheet as applicable showing

plan & profile (including WSE100 & HGL) views of primary storm drain systems. Supply invert elevations for all catch basin and area drain locations. Call out WSE100 for all retention basins.

No flow crossing property line. Provide CDS unit or equal for golf cart wash down or equal nuisance flow. Specify drain inlet size, PVC schedule, size and slope for area drain lines – show centerline on layout, 6 inch

minimum line size stub in to RCP primary drain. Maximum HDPE bend/elbow size is 11.25 degrees for storm drains 12 inches or larger to provide equivalent

curvilinear pipe. Utilize appropriate drainage systems for application – e.g. ribbon gutters for small flows, gunnite trapezoidal

ditches for large swales by buildings. Check number of drywells against nuisance flow or retention basin draw down calculations. See City Engineering

Bulletin 06-16. Drywell are specified at La Quinta Village area as a standard nuisance flow device for all parcels. Confirm adequate surface overflow route for sump inlets in case inlet is blocked. Storm drain standards in City Storm Drain Plan Review Checklist have been followed, as applicable.

WALLS

Location of block walls and other structures are clearly shown. Show top of wall, ground, and top of footing elevations. Eliminate rebar detail (include in separate plan for building & safety approval but include on construction note). Specify one course (6 to 8 inch) soil cover of footing minimum.

Structural calculations are required for all non standard walls. All wall construction is by separate permit Show center line curve data table for streets – ensure proper tie in to existing street.

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Provide 1 ft minimum bench adjacent to walls where slopes exceed 3:1. Provide 42 inch railing with 4 inch ballister spacing (or equal) when drop off hazard exceeds 30 inches.

WET UTILITIES - SEE PUBLIC WORKS PRIVATE OR PUBLIC WATER & SEWER CHECKLISTS FOR REQUIREMENTS – EXCEPTING SEPARATE SEWER AND WATER PLAN SHEETS, PROVIDE SCREENED BACK WATER AND SEWER UTILITIES ON PRECISE GRADING PLAN SET TECHNICAL GUIDANCE & MISCELLANEOUS MINIMUM/MAXIMUM GRADES

Minimum grades shall be as follows unless otherwise approved by the City Engineer, show grade percentages in plan view as applicable: Earth or turf swales are 0.50%, minimum. Asphalt concrete pavement – 1.0% minimum. Portland cement concrete pavement – 1.0% minimum. Flow in PCC gutters – 0.5% minimum, increase gradient

to 1.0% in cul-de-sac and curves as possible. 5% maximum slope in all general parking area and paths of pedestrian travel including ribbon gutter crossings.

Driveways may be up to 10% if alternate ADA accessible routes are provided. Golf cart paths may be up to 15% maximum slope.

Handicap stalls are 2% or less in all directions, including ribbon gutters if in the stall. 1.0% minimum sheet flow (concrete or AC surfaces) away from the building to a drive aisle or storm drain system. 2.0% minimum sheet flow (natural cover or equal surfaces) away from the building to a drive aisle or storm drain

system. 5% maximum sheet flow in planter areas or Planning Department approved equivalent erosion control method.

GATED DEVELOPMENTS Confirm 2 car stack (gated development call box to street distance) = 37 ft, 3 car stack = 62 ft + 25 ft for each

additional car stack. MEDIANS

Show medians w/dimensions at all entrances as applicable. Privately maintained medians shall not be located within the City R/W.

BUILDING ENTRY/LANDINGS- SEE PUBLIC WORKS ADA CHECKLIST FOR ADDITIONAL REQUIREMENTS

Detail weep screed showing 4 inch minimum clearance from earth and 2 inch minimum clearance from pavements or concrete. Include bottom plate/footing location.

MISCELLANEOUS LEGENDING/FORMATING

Join elevations and relationships to surrounding properties are shown. Confirm no excessive road grade breaks with short vertical curves.

Show locations of all existing and proposed structures, buried tanks and wells. Show building footprint outline. Show any depressed or raised slab areas. Show roof overhang line. Show spot elevations on existing structures near property lines, such as walls, hedges, trees, buildings, etc. Show concrete stippling on PCC surfaces, and shading or other indicator on AC surfaces. Label planter areas as “PA” Include disposition notes for existing facilities. The term “by others” shall not be used but shall be defined. Include construction notes on each sheet with summary quantities on title sheet. Do not refer back to

construction notes on the title sheet. Remove unused construction notes. Refer to City Standard Drawing No. if applicable to work. Provide specifications, notes, details or other approved

Standard Drawing No. if different from City standard. Show existing, removal & new sections (as applicable) with varied shading. Show existing join & limit locations.

HORIZONTAL CONTROL/BOUNDARY INFORMATION/ADA

Horizontal control plan is provided and shows: ADA paths of travel (use bold dashed line on horizontal control sheet, typ.) PW ADA checklist completed &

verified separately. North arrow (preferred to point up or right or left). 4 inch bar scale – scale to be 1 inch = 40 ft or larger.

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Complete boundary information, including tract, parcel, APN and lot line boundaries and reference numbers. Define all property lines and building projections. Provide bearings and distances of boundaries and label on plan.

Typical dimensions through parking lot stalls and drive aisles. Line and curve data for curbs. Dimension buildings from property lines to building corners. Dimension building setbacks and landscape set backs. Sufficient horizontal and vertical control and data to stake improvements. Show and label parking lot stall and drive aisle striping, handicap striping, signing and other traffic control –

utilize double stripe parking stall with 1 ft spacing.

PAVERS Utilize Interlocking Concrete Pavement Institute specifications when improvements are with interlocking pavers or

current City of La Quinta Standards. BUS STOPS/SHELTERS Provide confirming correspondence from SunLine or School District on requirements. SOILS Building Department/CBC 1802.6 Foundation Soils Requirement addressed per June 16, 2008 Building Memo. DRIVE THRU LANE 14 ft knuckle, 12 ft lane provided.

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Tract or Parcel _________ Project Name _____________________________ PCN__________ Checked By__________________ Date________

T Drive/Checklists – Forms & Applications/Final Map Checklist 06-01-09

City of La Quinta Public Works Department – Final Tract or Parcel Map Review Checklist SUBMITTAL REQUIREMENTS – SEE PLAN CHECK REQUIREMENT CHECK LIST

Conditions of Approval. Engineers Estimate of the Approved Proposed Improvements Copy of Current Public Works Approved Plans (Rough Grading, PM10, WQMP, Storm Drain, & Streets). Copy of Approved Tentative Tract Map or Parcel Map Map shall be 3 or 4 mil thickness Final Map shall be 18”x26” with a 1” blank border Council Approval resolution requires reduced size copies of the 8-1/2 x 11 inch Final Map sheets.

CONDITIONS OF APPROVAL CHECK

Cul-de-Sac Minimum Radius = 38 ft Knuckles per TTM or TPM and STD 405. Easements (Deeds not accepted).

a. Landscape per General Plan b. Public Utility Easement(s) (PUE) shown c. Shared Access Agreements for short frontage roadway. d. Right of Way Requirements

GENERAL & PLAN VIEW

City Engineer Signature Block (prior to release, verify signature & stamp is clear). City Surveyor Signature Block and Signed. City Clerk Signature Block (Statement showing Director Hearing or Council Approval. Within Surveyors Signature block text:

“Monument removal and replacement shall be done by a registered Civil Engineer with an RCE number below 33,966 or a licensed land surveyor, only.”

Beneficiary’s signatures provided with all notaries. Owners Statement showing required dedications (double check Secondary Emergency Access). Notary Stamp not required but required signatures are. Recorders information shows Riverside County information (Mr. Larry Ward). Township, Range, and Section Number required and shown on map. Total acreage is shown on the map. Text and signatures shall be in black ink (no colors). No hard to read fonts. Font size greater or equal to 0.08. Line width shall be between 0.014 and 0.020 inches. Character width shall be between 80 and 100%. No embossed characters (3-D). All maps submitted must contain 2 sets.

FORMATING REQUIREMENTS (PER RIVERSIDE COUNTY)

All professional stamps are legible throughout the entire stamp. All information found within the border. Text and signatures shall be in black ink (no colors). No hard to read fonts. Font size greater or equal to 0.08. Line width shall be between 0.014 and 0.020 inches. Character width shall be between 80 and 100%. No embossed characters (3-D). All maps submitted must contain 2 sets.

PLANNING DEPARTMENT REQUIREMENTS

Email from Planning stating the following: a. Quimby Fees: Accepted fee by Planning Director (Map ready for Council acceptance) and Fees Deposited

to release final map for recording purposes. b. Planner accepting final map or any issues resolved.

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T Drive/Checklists – Forms & Applications/General Sheet Requirements Checklist Revised 06-01-09

City of La Quinta Public Works Department - General Sheet Requirements GENERAL SHEET REQUIREMENTS – ALL SHEETS

Preparation by Registered Civil Engineer, no Architect Submittals excepting landscaping plans. Medium 24 inch x 36 inch size. Final submittal on 3 mil. Mylar film. No “sticky back” film, glued or taped on sections. Bold new construction areas and grayscale existing.

Drafting/layout requirements Plan name with tract, PM or SDP number. Street name and storm drain limits – i.e. Jefferson Street, line “a” - STA 10+00 to STA 21+00. Type of plan, on-site storm drain plan or off-site storm drain plan. Section, township and range. Revision block. Preparer’s name, address, phone number. Basis of bearing and approved bench mark. Utilize benchmark adjustments (if any from adjacent projects) –

Do not create a unique adjustment value for the project. Verify elevations to existing top of curbs to match and assure that elevations provided are accurate.

Signature blocks provided 1. City sign off block – approved by: City Engineer., RCE #_____, Exp. Date – ___/___/___

(Timothy R. Jonasson, RCE # 45843, Exp 12/31/08) 2. Responsible engineer’s signature block and seal – check Exp. Date. ALL PLANS SUBMITTED FOR

PLAN CHECK TO BE WET STAMPED BY THE EOR. 3. Other agency’s signature block(s) if required (i.e. CVWD, County of Riverside, and City of Indio). 4. Other city departments (Building & Safety (Precise Grading…etc,), Planning Department (Rough Grading,

Precise Grading, Landscape, etc.), Community Services (Parks, Sport Recreational Facilities, etc.). Use a Dig Alert note with phone number (800) 227-2600. Sheets numbered numerically in increasing order – sheet ____ of ____. 0.08 inch minimum text height – cad drafted, 0.10 inch if hand drafted – all text legible.

TITLE SHEET

City General notes provided (City Notes for Grading, Paving and Signing & Striping when applicable). Legend of symbols used, includes construction note symbols, typical abbreviations, special line types,

hatching legend, etc. Owner’s information - name/address and telephone number. Construction notes and estimate of quantities: Provide sheet index on title sheet. FEMA flood zone designation. Soil engineer stamp on: Mass Grading, Rough Grading, Onsite and Offsite Street, and Precise Grading. Parking lot ratio table on all Precise Grading plans or projects with conditioned parking facilities.

Index map Scale is 1 inch = 500 ft or smaller - use standard scale. Sheet coverage is shown. Street names and lot #s shown. Q10 and Q100 shown at all inlets & end of system locations (offsite downstream, retention basins, etc.). Current and Proposed Upstream and Downstream historic flood route with estimated Q10 and Q100. Surface overflow routing as applicable.

Utility agency information Coachella Valley Water District (CVWD) (760) 398-2651. Myoma Dunes Mutual Water co. (limited areas of north La Quinta only) (760) 345-2694. Imperial Irrigation District (IID) - (800) 303-7756 OR (760) 398-5820. The Gas Company (800) 427-2200. Verizon (formerly GTE) (888) 553-1555 (fiber) and (800) 483-1000 (copper). Time Warner Cablevision (760) 340-1312.

Vicinity map Arterial streets shown. Project location indicated on map. Scale notation provided (“NTS” is ok).

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Tract or Parcel _________ Project Name _____________________________ PCN__________ Checked By__________________ Date___________________

T Drive\Checklists – Forms & Applications\ LLA Checklist posted 8-21-09

City of La Quinta Public Works Department – Lot Line Adjustment Checklist

I. SUBMITTAL REQUIRMENTS

Legal Description of Property and Survey Plat (signed by Land Surveyor or Civil Engineer allowed to practice surveying)

Preliminary Title Report (Current) Grant Deeds Approved Historical Land Actions - Include all Land Action Documents and a Reference Map Site Plan (property lines and structure footprint only) (for submittal application) Traverse Sheets (with area calculations) Vehicular access to Parcel or Recorded Access Agreement (as applicable) LLA requires Grading Plans to be revised (submit revised Grading Plans to Public Works following LLA

application) II. ZONE CONCERNS

Public utilities, drainage, infrastructure, easements not adversely affected Property is being lawfully subdivided as a Tract Map, Parcel Map or Lot Line Adjustment 4 or fewer existing Lots to be adjusted

III. LEGAL DESCRIPTION & PLAT

Comply with Section 8762 of the Land Surveyors Act Scale and North Arrow Label Adjacent Streets with CL dimension Existing and Proposed Lot Layout Basis for Bearing Show all Bearings and Distances for all Lot lines Heavy solid line for proposed Lot lines Light solid line for existing Lot lines Building Lots numbered Non Building Lots are lettered Gross Area of Lot/s provided Underlying & Adjacent parcels in ghost lettering

1. Existing easements identified (Public & Private) and type of easement 2. In Favor of ________ 3. Purpose 4. Recorded Instrument No 5. Date Recorded

Type of Plat (recorded data or performed survey) - Call out legend using ( ) to show previously recorded information

IV. SITE PLAN Area of each Lot shown Addresses of each property shown Location of all proposed and existing structures shown Distance of front, side, & rear setbacks dimensioned Block walls and retaining walls located Proposed easements shown (check potential conflicts). This must be a separate recorded document.

PROCESSING NOTE: Applicant/Applicant’s Representative or Title company picks up Planning approved land action document to record and prepare deeds. Once recorded, LLA and deed copy to Public Works and Planning for record keeping.

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Tract or Parcel _________ Project Name ____________________________ PCN_________ Checked By________________ Date____________

T Drive/Checklists – Forms & Applications/Meandering Sidewalk & Multipurpose Trail Plan Review Checklist Revised 06-01-09

City of La Quinta Public Works Department - Meandering and Straight Sidewalk, Multipurpose

Trail, and Golf Cart w/Sidewalk Plan Review Checklist GENERAL

Collaborative effort between Civil Engineer and Landscape Architect. Include sidewalk/trail design within civil engineers Offsite Street Plan. Improvement plan drawn to 1”=20’ scale. Show sidewalk/trail improvements on perimeter landscape plan as reference only. Provide civil engineer signature block on perimeter landscape located at the upper right corner. Maximum Slopes in Landscape Setback shall not exceed 3:1. Maximum slope in back of landscape setback shall not exceed 2:1 if fully planted with ground cover. Maximum slope between curb and sidewalk shall not exceed 4:1 if sidewalk is within 6 feet of curb; otherwise

the maximum slope shall not exceed 3:1. Provide 1-1/2” depressed area the first 18” in back of curb. Signature block for landscape architect showing concurrence with civil engineers grading concept. Cross-section showing grading detail locations adjacent to (where applicable):

a. Sidewalk (1” deep x 3” wide slope-bottom trench. b. Curb (1-1/2” deep x 18” wide flat-bottom trench. c. Rounded top of mounding.

Provide standard construction notes applicable to the improvement. Identify all high and low points for all sidewalks/trails. Call out slopes and cross gradients for all sidewalks and

trails. Planning Department signature block located on the upper right corner of each sidewalk/trail plan. Immediately to the left of the planning department signature block shall be the Landscape Architect signature

block.

MULTIPURPOSE TRAIL City DG specification is Desert Gold Fines (3/8 inch minus, 2 inches minimum 90% compacted thickness over

90% compacted native soil). Stabilization additive (with additive specifications) is requested if material is to be placed on slopes or in heavy foot traffic areas (multi-purpose trail or equal). Contractor must supply sample for City approval.

No flare out of DG at ramps. Keep 10 ft width consistent. See current City Standard 260 for details. Minimize by design erosion control issues due to storm flow and normal use. 4 inch concrete mow strip located on both side of trail to confine decomposed granite. Push button actuator. Button located 5ft vertically above FS and 6.5 feet horizontally from curb. At intersection crossings, provide equestrian/golf trail signing and striping (offsite street plans). At trail

crossings with street, specify 24” stop signs at trail intersection and not viewable by vehicular traffic.

MEANDERING SIDEWALK Use meandering sidewalk design per current City Standard 245. Sidewalk curvature radii may exceed 1000 ft

based on site conditions and landscape design. City prefers offset from back of curb to curb ramp specifying low growth landscape in sight distance areas. 2 ft offset (4 ft max offset) from sidewalk to curb is typical in locations adjacent to curb ramp. Minimize sidewalk contacts to back of curb.

Undulating sidewalk design and parkway mounding is not required for future projects, limited depressions are allowable in parkways.

Callout drainage route and confirm no ponding shown. At termination ends of sidewalk provide barrier (Barricade) which shall be reflective and provide 5 ft minimum

diameter radius turnaround. Confirm that 4 ft of clearance from obstruction on sidewalks is provided. At connection of existing sidewalk, provide existing FS elevation at both proposed and existing and verify cross

slopes do not exceed 2%. At every 50 ft stationing, provide sidewalk data (FS, STA, and Offset distance) tying to curb face. Show all curve radii labels for each curve. The curve pattern must be arrhythmic. One foot grading contours for the combined parkway and setback area. Lines must cross sidewalk. Minimum 8-foot wide sidewalk. Condition of Approval met for meandering sidewalk.

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T Drive/Checklists – Forms & Applications/Meandering Sidewalk & Multipurpose Trail Plan Review Checklist Revised 06-01-09

Condition of Approval met for undulating criteria. Planning Department acceptance of mounding system confirmed. Provide minimum 1 ft radius for sidewalk to curb connection. Provide signature block for Landscape Architect. Provide signature block for Planning Department. Bus shelter location accepted by SunLine Bus as required. Bus Shelter Pad Outline Provided as required. ADA 5 ft x 8 ft section at bus stop as required.

STRAIGHT SIDEWALK

Locate near pedestrian generators and for sight distance (bus stops, intersections …etc) Design per La Quinta Standard 240 but width shown per plan and conditions of approval.

COMBINATION GOLF CART AND MEANDERING SIDEWALK

No superelevation (cross slopes shall not exceed 2%) Sidewalk design based on 25 mph speed limit. Longitudinal desired maximum slope less than or equal to 3%. Vertical curves as needed (Call out extra expansion at crest). Minimum radius shall be 260 feet. Provide 3 to 5 feet setback from back of curb on arterial streets. At intersection crossings, provide golf cart/sidewalk signing and striping (offsite street plans). At golf

cart/sidewalk crossings with street, specify 24” stop signs at sidewalk intersection and not viewable by vehicular traffic.

Relocate sidewalk or vaults when they merge.

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Tract or Parcel _________ Project Name _______________________________ PCN__________ Checked By________________ Date________

T Drive/Checklists – Forms & Applications/Median Landscape City R/W Checklist Revised 06-01-09

City of La Quinta Public Works Department - Median Landscape (City R/W) Checklist

TITLE SHEET

Maintenance Division comments obtained. Construction Division comments obtained. CVWD Approval Box and Signed. Agriculture Commissioner Stamp obtained. City Engineer and Planning Director Signature Blocks. Architects Sign Block. Title Box (Type/Tract/SDP, etc.). Revision Boxes. Engineer Sign, Phone, Address, etc. Sheet Numbers. Dig Alert (800) 227-2600 Cost estimate provided for City permit requirements.

GENERAL NOTES

Check for conflicts between Landscape Architect General Notes and City General Notes, as applicable. Landscape notes Vicinity map North arrow / scale Owners information Utility Agency Information Construction notes & quantities Conditions of Approval R/W Slopes 18 inch sprinkler offset from curb Required walls

LIGHTING, ELECTRICAL, WATER, IRRIGATION CONTROLLER

Median lighting only required on Image Corridors Only (Washington, Jefferson, Highway 111, Fred Waring, Eisenhower (Avenue 50 to Washington), Avenue 52 @ SilverRock, Ave 54 at PGA West.

Lighting electrical conduit, service and landscape lighting now requested at select City ROW medians. Go by plan is CIP 2003-09, City PSN 05045 Washington Street Median Project.

Walkway lighting on Highway 111 to utilize City Standard 715 on 40 ft spacing – alternating sides of meandering walkway.

Call out electrical meter with pedestal in parkway per City Standard 730, as required Show IID approved point of connection. Electrical meter must be in City of La Quinta’s name.

Call out irrigation controller in the median. Maxicom compatible clock is requested. Typ. specification is Rainbird ESP SAT-12 LK with 'desert tan'

enclosure or HTI-SW-PA(Tan)-LK-E12-MV-PT(1500)-FS-100-LP-TS (Freq-458.8875). Contact HiTech Irrigation for current model numbers - Phone (760) 347-4116.

Show water meter in parkway. Water meter should be in City of La Quinta’s name. Installed by CVWD and paid by Contractor/Developer. Show CVWD approved point of connection.

PLANT CRITERIA

Verify plant material with approved species from Planning Department. Blue Palo Verde, African Sumac, Sweet Acacia, Date Palms not desired for medians (blocks sight distance and has high maintenance). Use single trunk Desert Museum Hybrid (thornless) or equal.

Double stake all trees. Earthen berm around trees and shrubs. Trees with possible heights exceeding 15 ft shall not be located under power lines. 50 ft minimum

distribution is desired. Native backfill only used around trees and shrubs. No backfill w/sand is allowed. Date palm spacing 25 ft minimum, if date palms utilized.

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T Drive/Checklists – Forms & Applications/Median Landscape City R/W Checklist Revised 06-01-09

SIGHT DISTANCE CRITERIA - USE GROUND COVERS UNDER 30 INCHES AND TREE LIMBS ABOVE 8 FT 6 INCHES IN AFFECTED LOCATIONS

Check left turn at turn restrictors (triangle apex 5 ft off of inside curb). Check left turn at intersections. Check right turn out of minor and major roads (including signal right turn on red).

SURFACE & SUBSURFACE TREATMENTS

City DG specification is Desert Gold Fines (3/8 inch minus, 2 inches minimum 90% compacted thickness over 90% compacted native soil). Stabilization additive (with additive specifications) is requested if material is to be placed on slopes or in heavy foot traffic areas (multi-purpose trail or equal). Contractor must supply sample for City approval. Eliminate use of wood mulch as cover or soil additive.

River rock pattern on 350 ft spacing. Utilize Sun Pebble or Arizona Cobble. Boulders 1 – 3 ft x 2 ft, 30 inch maximum height. Root guard if 36 inch or closer to median curb. Native backfill is utilized with no import material. Topographic information of final median grading is shown. Berms shown do not create sight distance

issues. Limited drainage depression shown (1½ inches below top of median curb), 18 inches wide at median

perimeter. Plant installation details show perimeter berming around plants.

STAMPED CONCRETE Stamped concrete shown on civil and landscaping plans to 10 ft width (general specification for parabolic

cigar nose or transitional curved median) with 10 ft width at median turn pocket noses. For narrow medians below 10 ft in width stamped concrete width may be reduced to 6ft. 50 ft length (general minimum) at each opposing median nose. Terminate stamped concrete with “S” transition to landscaped area. Stamped concrete specification - 4 inch x 8 inch running bond brick pattern, perpendicular to curb face, Minimum 4 inch depth, Color, L.M. Scofield, C-32, La Quinta Quarry Red or Equal. Rounded median noses with no parabolic narrowing and no sight distance issue, o.k. to landscape to median curb with shrubs.

No trees or palms or fixed objects within 50 ft (minimum) of any median nose. CalTrans specification requires no fixed objects or equal within 100 ft of any median nose.

Fire Dept Access over median every 1,760 ft. Utilize existing median breaks, turn pockets and intersections as possible. Alternatively, utilize grouted rip rap or brick pattern stamped concrete specification with 20 ft (minimum) opening mountable rolled curb (City Standard 203) as necessary with posted no U turn signage.

PIPING DESIGN – IRRIGATION AND CONDUIT SLEEVES

Schedule 40 piping or greater is required. Class 200 may not be used. Call out lateral sizes, if not shown. Call out deep well (4 inch to 6 inch perforated PVC gravel filled) system detail for trees and palms. Callout

earthen berm around trees. Callout a lateral w/riser. Use purple pipe and valve boxes only with reclaimed water systems. Install connecting laterals/sleeves between median noses. Call out 6 inch diameter sleeves for utility and water crossings – all pipe 24 inches below finished surface

of asphalt. Callout emitters for shrubs and bubblers for trees – clearly separate and utilize separate lines and valves.

VALVE BOXES

Colors same as surrounding: Grass = Green and Tan = DG Place text on lid (Valve #, Flush Valve, etc). Backflow device cover not required.

MAINTENANCE AGREEMENT 1 year maintenance/plant replacement agreement required for irrigation and plants.

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T Drive/Checklists – Forms & Applications/Mylar Revision Plan Review Checklist Revised 06-01-09

City of La Quinta Public Works Department - Mylar Revision Plan Review Checklist

Past approved plans for reference with revision submittal. City Engineer signature block. Building and/or Planning Department signature blocks as required. EOR Signatures obtained at original signature block. EOR Signature for all new Substitute Mylar blocks. Past or old clouding, number…etc. has been removed. Substitute Mylar number correct. Delta changes in the sub mylar stamp correctly identified. Substitute Mylar box obtains the correct date of mylar approved plan. Revision boxes signed. Revisions are properly clouded (not over nor under clouded). Soils Engineer & Signature as required. Plan view triangle box numbering okay, triangle numbering & revisions per sheet, reset per revision

number. Purpose of revision clearly identified. Provide new offsite permission letter (if required) for revised plan. Example 1st substitute mylar block for reference:

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Tract or Parcel _________ Project Name __________________________ PCN__________ Checked By________________ Date____________

T Drive\Checklists – Forms & Applications\PM10 1 Acre Checklist Revised 6-27-08

City of La Quinta Public Works Department - PM 10 Review Checklist

FORM A (81/2” X 11” AQMD FORM) FILLED OUT if > 10 acres disturbed area EOR FORWARD TO AQMD if > 10 acres disturbed area VICINITY MAP PRESENT PROJECT DESCRIPTION DEVELOPMENT PLAN Schedule of Activities Time frame for completion Number of 2000 gallon water trucks based on 1 truck per 8 acres Number of acres utilizing sprinklers Define at time the acreage of disturbed and permanently sealed Soil Types Estimate of expenditure of dust control On plan view, describe & locate the water source and show the flow rate (gpm) Locate and provide flow rate for a backup water source COACHELLA VALLEY BEST AVAILABLE CONTROL MEASURES Earth Movement Project Phasing Pre-watering Watering During Earth Movement Applied Continuously Water Towers Perimeter Controls Wind Fencing (3-17) Watering Systems Shown Site Stabilization Chemical Dust Suppressants Vegetation Contingency Measures Unpaved Road Travel (3-18)

Paving w/Periodic Street Cleaning Surface Treatments (chemical or constant watering) Source Extent Reduction (trips and speed) Contingency Measure

Storage Piles/Bulk Material Handling Wind Sheltering (barriers/coverings) Storage Pile Stabilization (water/chem./vegetation) Material Handling (load side/100’bldg/8’hi) Contingency Measure

Vehicle Track Out, Hauling Cleanup (3-20) Track-out Prevention (access, cover, liners) Track-out Mitigation (street sweep/specific) Contingency Measure

Disturbed Surfaces/Inactive Sites During Dust Generating Activities (Water/Towers) Perimeter Controls (fence/water system) Temp Stab during weekends, after work, holidays

Long Term Stabilizing (3-22) Polymer Stabilization callout indicates green colorant additive for all stabilization Unpaved Parking Lots Areas Subject to Frequent Disturbance (equipment and parking) Employee Training (Specifics/environmental observer/Sharon Zamora (909) 396-2183)

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T Drive\Checklists – Forms & Applications\PM10 1 Acre Checklist Revised 6-27-08

DUST CONTROL TEMPLATE (SEE CVFDCH SECT 6.2) SIGNAGE

□ Locations □ City Phone Number 760-416-5315 □ AQMD Phone Number 1-800-288-7664 □ Long term stabilization (10 days after no work) Item 5 Ord

LOCATION OF DUMP SITE AND ROUTE LOCATED ON THE VICINITY MAP. ARCHAEOLOGICAL ADVISORY GROUP INFORMATION RESPONSIBLE INDIVIDUAL SIGNATURE BLOCK WITH REQUIRED INFORMATION OWNERS CERTIFICATION STATEMENT DESIGN ENGINEER AQMD CERT NUMBER (VALID DATE) AND SIGNATURE SWPPP PLAN CHECK SUBMITTED BONDING INFORMATION ($2,000 /acre – 75% bond, 25% cash) PLAN VIEW SHOWING

Fencing Sign located on project side Sight distance reviewed and verified (angle fencing at entrances to assure site distance) Block wall Material storage area 6ft fence and gate w/lock Speed limit signs Track out locations (rumble strips at full width of entrance, gravel on each side of rumble strip) PM10 sign location Water source with flow in gpm

PAD GRADES SHOWN ABATEMENT OF DUST MITIGATION STATEMENT PM10 SITE SPECIFIC PLAN ENTER DATA IN PM10 LOG STOCKPILES NOT LOCATED ON EASEMENTS OR FIXED IMPROVEMENT (NO STOCKPILE

WITHOUT PRIOR CITY APPROVAL) CITY RELEASE FORM FOR COMMERCIAL PROPERTY GRAFFITI SIGNED BY DEVELOPER CITY ENGINEER SIGNATURE BLOCK PROVIDED

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Tract or Parcel _________ Project Name ___________________________ PCN__________ Checked By________________ Date___________

T Drive/Checklists – Forms & Applications/Rough Grading Checklist Revised 06-01-09

City of La Quinta Public Works Department - Rough Grading Plan Review Checklist SUBMITTAL REQUIREMENTS – SEE PLAN CHECK REQUIREMENT CHECK LIST

Approved tentative map. In check final map showing all drainage easements Hydrology/hydraulic calculations (debris estimate and mitigation per Riverside County Manual). PM10 & SWPPP plans. Conditions of approval (engineer to independently verify conditions of approval have been met). Rough grading plan. Soils report & update letter. Rockfall study and mitigation measures (as applicable). Arch/paleo monitoring contract agreement. Letter of approval for offsite improvements when encroaching on other property.

GENERAL SHEET REQUIREMENTS – ALL SHEETS Provide consistent references with respect to parcel & tract number match up, ensure boundary & elevation

callouts are consistent with tentative map. CONDITIONS OF APPROVAL

Engineer to independently verify conditions of approval have been met. Please list all conditions not met if box is not checked _________________________________________________________________________________.

TITLE SHEET

Earthwork volumes – shown raw volumes and shrinkage, subsidence, bulking, import and over excavation quantities. Shrinkage factors shown.

Rough graded street typical sections and details (may be shown on separate sheet if room does not permit on title sheet). Show limits of rough grade, depth, and all hinge points.

FEMA flood zone designation. Typical lot grading detail(s). Show detail of keying and benching (Meet or exceed CBC Ch 33). Soil engineer stamp & signature block – ensure update letter is within 1 year of plan set submittal as

applicable plans signed by soil’s engineer. Planning Director Signature Block. Grading notes identify over excavation depth and liquefaction issues as applicable. High sulfate content soil projects shall provide note on title sheet for proper concrete mix usage. Type V or III

w/strength recommendations. Include reference geotechnical report. Provide dimensioned street sections. Provide letter of approval from Fire Department when road sections do not meet current standard width.

Index Map shows: Catch Basin Locations. Surface Storm Flow Arrows. Q 10 and 100 at inlets and surface overflow routing. Culverts/Channels. Retention Basins. Sheet coverage or show on table of contents section.

Vicinity Map (show jurisdictional boundary lines). Show construction notes with quantities. (Note, include Nuisance systems (Maxwell), walls (separate permit

and plan), improved channels/culverts when applicable.)

PLAN SHEETS North arrow (preferred to point up or to the right or left). 4 inch bar scale – scale to be a typically used scale, i.e. 1 inch = 20 ft or 1 inch = 40 ft Scale 1 inch = 40 ft or larger for housing or commercial development areas. Scale not smaller than 1 inch = 100 ft for golf course or large open space areas. Show complete boundary information and lot line annotation (PL, R/W, etc.). Show all lot numbers, lot dimensions and street names .

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Show right of way and all easements including landscape, drainage, public utility, street centerlines, etc. Also provide same detail in sheet sections.

Show adjacent record map references. Show existing facilities with screen lines. Show tract boundary & lot lines with solid lines. Show existing streets & storm drains with dashed lines.

Dimension street and right of way widths – proposed & existing as applicable. Existing contours shall be shown in screened back or dashed lines.

GENERAL REQUIREMENTS

No stockpiles without City Engineer approval. Grading shall meet the minimum requirements of the Uniform Building Code specifically Appendix Chapter 33

and the City of La Quinta Municipal Code Chapter 8.80 Cut slopes equal to or greater than 5 ft in vertical height shall be planted with an approved ground cover to

minimize erosion. Fill slopes equal to or greater than 3 ft in vertical height shall be planted with an approved ground cover to

minimize erosion. Graded slopes exceeding 15 ft in vertical height are to be planted with trees and/or shrubs in addition to the

approved ground cover. Local air quality management plan South Coast Air Quality Management District (SCAMD) has been

submitted and approved by the City. NPDES and state water resource requirements have been met. Construction Storm Water Pollution

Prevention Plan (SWPPP) requires 20% of 100 year storm temporary retention storage. Plan set and pad elevations and grading concepts are in accordance with the approved tentative map and

conditions of approval. Drainage shall be conducted to a street, natural watercourse, retention basin or other approved location. A notarized letter of permission/acceptance from adjacent property owner(s) required for slope encroachment,

acceptance of un-natural drainage or other off site grading or work. Include legal description and assessor’s parcel numbers.

Show existing contours a minimum of 50 ft beyond all property lines or as needed for daylight or to justify the design.

1 ft contours in very flat areas. 4 ft maximum contour interval. 10 ft maximum contour intervals on steep hillside areas. Show proposed contours in heavy solid lines. Match contour intervals for required existing contours. Show

daylight line limits. Show pad (pad) elevations to the nearest 0.1 ft. Provide high point elevation per pad. Add swale lines on

lots or show example lot grade detail. Pad elevation shall be a minimum of 1 ft above Q100 elevation. Pads are set by rough grading and may

be established by precise grading plan if no rough grading plan is applicable. No pads may be established during mass grading.

Elevations shown at B.C.’s, E.C.’s, and grade breaks. Call out top of curb at 50 ft intervals or at lot line, whichever is greater detail. Provide existing offset elevations outside of project.

DRAINAGE & SLOPES Call out retention basin bottom elevation, WSE100. Show grade sections & slopes for tract boundaries, retaining walls, setbacks & other features call out grades

on all section features. Show location of daylight lines (transition lines between cut and fill areas) making them continuous and

obvious. Minimum rates of grade shall be as follows unless otherwise approved by the City Engineer. Show grades

and flow direction at gutters and other rough grade flow areas every 200 ft (minimum) call out street flow direction in all plan views.

Check drainage paths so that permissible velocity is not exceeded (generally < 2ft/sec if earth lined channel). Make darken line of contour showing the retention basin’s WSE100 line. Provide CC&R’s outlining drainage rights and maintenance responsibilities. No cross lot drainage allowable. Swale high point is a minimum 2% below pad elevation. Show standard section for swale as applicable. Tops and toes of slopes shall be clearly defined. 2:1 max slope Show slope between lots if pad elevation difference >0.1 ft Drainage channels shall be constructed with flat bottoms for ease of maintenance.

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No drainage over 2:1 slopes. Terrace and interceptor drains shall conform to Chapter 33 of the UBC/CBC. Benches and swales provided when slope H > 30 ft per CBC Chapter 33. Velocity reducers are required where drains discharge onto natural ground. If riprap is used, specify class

and size according to Riverside County Standard. No drainage over retaining walls. Use concrete “v” ditches, area drains, down drains or other approved

drainage design. Connect “v” ditch between garden walls to storm drain line & route to retention basin or equal.

A 12 inch high by 4 ft wide berm is required at the tops of all slopes with a 3 ft neighboring pad elevation difference. Show typical detail.

Provide a 1 ft wide (minimum) bench at the top of all 2:1 slopes between lots. Locations of primary storm drain systems (catch basins, culverts, cross gutters, inlets, retention basins,

overflows, dry wells, etc) are shown. Retention basin slopes are identified. City Engineering Bulletins 06-15 and 06-16 for retention basins are followed.

No flow crossing property line – utilize additional inlet structures or swales. No individual lot retention allowed under 1 acre lot size. Call out swale lines on lots or provide sample grade detail – ensure pad elevation is 1 ft minimum above 100

year storm. Call out slopes of retention basin sides.

MINIMUM GRADES – UNLESS OTHERWISE APPROVED BY CITY ENGINEER Earth or turf swales are 0.50%, minimum. Asphalt concrete pavement – 1.0% minimum. Portland cement concrete pavement – 1.0% minimum. Flow in PCC gutters – 0.5% minimum, increase

gradient to 1.0% in cul-de-sac and curves as possible. 5% max. Slope in all general parking area and paths of pedestrian travel including ribbon gutter crossings.

Driveways may be up to 10% if alternate ADA accessible routes are provided. Golf cart paths may be up to 15% max slope .

Handicap stalls are 2% or less in all directions, including ribbon gutters if in the stall. 1.0% minimum sheet flow (concrete or AC surfaces) within 10 ft of the building foundation, to a drive aisle or

storm drain system. 2.0% minimum sheet flow (natural cover or equal surfaces) within 10 ft of the building foundation, to a drive

aisle or storm drain system.

MISCELLANEOUS CALLOUTS Join elevations and relationships to surrounding properties are shown. Show locations of all existing and proposed structures, buried tanks and wells, etc. Supply roadway curve data table Include disposition notes for existing facilities. The term “by others” shall not be used but shall be defined. Include construction notes on each sheet. Do not refer back to construction notes on the title sheet. Refer to City Standard Drawing No. if applicable to work. Provide specifications, notes, details or other

approved standard drawing no. If different from City Standard. Exclude benching detail from slopes unless specified by City. Call out street dimension in plan views, underground or overhead utilities and R/W. Call out top of curb at all adjacent streets.

GEOTECHNICAL REPORT Check for conformance with soils engineer recommendations. Plans signed by soil’s engineer. Update letter if soils report is more than 1 year old. Delineate areas of over excavation and re-compaction – hatch/shade in plan view sheets. Where depth

exceeds 12 inches, soils engineer to recommend compaction in the final report. Recommendations for shrinkage and subsidence. Recommendations for percolation provided for retention basin sizing. Delineate on the plans and provide details for rock disposal areas as recommended by the soils engineer. Borings drilled to 50 ft for liquefaction areas – on larger project STP borings confirmed with CPT borings.

CEG signature also required for liquefaction areas. Corrosive soil conditions have been investigated and mitigation measures proposed as applicable . Geotech recommendations match grading notes on plans. Plans state geotech of record will provide certified

letter that engineered fill has been placed according to approved plans.

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Erosion control requirements. Borings w/continuous sampling at proposed retention basins. Min depth = 15ft from bottom of retention basin

if percolation is assumed. Retention basin sampling shall provide information on clay or silt lense locations or not found. Earthen channel slopes – provide estimated Manning’s n Value. Grading plan geotechnical items per City Engineering Bulletin 09-03 are addressed, as applicable. Determine presence of rockfall and AP fault zone areas with applicable mitigation measures. AP fault zones

typically determined by trench studies in new undeveloped and unmapped areas.

WALLS Locations of block walls & retaining walls and other structures are clearly shown. All wall construction is by separate permit. Supply wall elevations, footprint and section w/o structural steel

detail. Ensure that no part of wall footing crosses over property line provide dirt, gunite swale (erosion conditions) or equal at wall section details as required – no cross lot or off property line drainage. No blocking of drainage by walls. Identify and define flow at perimeter of walls to catch basin.

At wall inflection points and ends, show FS each side, top of footing & TOW for all privacy & retaining walls – ensure 1 course of footing cover for masonry walls.

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T Drive\Checklists – Forms & Applications\Private Sewer Checklist 06-01-09

City of La Quinta Public Works Department – Private Sewer Review Checklist (PW reviews Private Sewer Plans for Private Commercial Projects based on the California Plumbing Code)


Precise Grading Plan Calculation Summary (including Fixture Equivalent Unit assumptions) Reference Architect Building Plan – Isometric or Equal Private Sewer Review Checklist (Completed)

SEWER LINE PIPE DESIGN STANDARD

2% minimum slope - where it is impractical to design a slope of 2% for pipe sizes 4 inches or greater, the City Engineer may approve a slope as low as 1%.

Minimum 4 inch diameter lateral shall be required for single family home and other related projects. Sewer line pipe diameter based on fixture units in accordance with CPC Table 7-3 to Table 7-5 or

Appendix L of the CPC. Maximum of 216 fixture units for 4 inch diameter pipe with 2% minimum slope, maximum of 173 fixture units for 1% slope. Sewer shall be equal or greater than the building drain.

Minimum 6 inch diameter lateral shall be required for multi-family dwellings, commercial, and industrial uses, unless otherwise approved by the City Engineer with backup calculations and no possible expansion. Connection laterals utilize 45 degree connection at the main.

SEWER PIPE MATERIAL

Schedule 40 PVC DWV (unless otherwise approved alternate, extra strength vitrified clay pipe, etc.)

SEWER PIPE LOCATION Minimum Horizontal and Vertical Distances

a. Building Structures 2 ft b. Property Line Adjoining Private Property Clear (see also section 315 of the CPC) c. Water Supply Wells 50 ft (may be reduced to 25 ft depending on pipe

material) d. On-site Domestic Water Service Line 1 ft (bottom clearance of water pipe shall be at

least 1 ft above the top of the sewer or drain line. Water pipes shall be placed on solid shelf excavated on 1 side of common trench w/ minimum clear horizontal distance of at least 1 ft from the sewer or drain line.)

e. Public Water Main 10 feet (parallel construction and crossings

approved by the Health Department or other responsible County Agency as applicable.

Minimum sewer line cover o Shall be located a minimum of 1ft below the bottom of any nearby waterline. o Shall be sufficient to service adjacent property by gravity o Shall have sufficient depth in subdivisions to allow water lines to be set with 4 ft min cover without

interference from the sewer laterals Minimum 50 ft sewer clearance from Public Potable, Non-Potable, and Water Quality Monitoring Wells Call out elevations & clearances at all crossings; sewer, water and storm drains.

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SEWER CLEANOUTS and MANHOLES Shall be installed at the lower end of the building drain and extended to grade. Cleanout minimum

spacing = 100 ft, manholes may be installed in lieu of cleanouts with manhole minimum spacing = 300 ft Cleanouts shall be gas and water tight. Size shall be that shown in Table 7-6 of the CPC. Shall be installed at intervals not to exceed 100 ft. Shall be installed at all aggregate changes in direction of 135 degrees or more. All cleanouts shall be extended to grade. Shall be installed to allow cleaning in the direction of flow. Shall be adequately protected and extend to be flush with paving.

GENERAL REQUIREMENTS

Minimum Velocity = 2 fps at full depths defined below Pipe Size 8-inch to 24-inch, Full pipe assumed at depth of flow of ½ diameter of pipe Pipe Size > 24-inch, Full pipe assumed at depth of flow of 2/3 diameter of pipe Inflow & Infiltration I&I = 200 gal/day/acre (Inflow = cracks in pipes & Infiltration = manholes, inlets, etc.) Minimum Depth = 7 ft, Depth in excess of 15 ft requires Class B Bedding (See SSPWC 200-1.2 Table A

¾ inches, pp 39). Minimum bedding requirements are per Green Book specifications.

SEWER BACKFLOW VALVES

Provided per the Uniform Plumbing Code, Latest Edition Located at shallowest location allowing access for inspection and maintenance. Installed by property owner or tract developer and maintained by property owner.

SEWER INDUSTRIAL WASTE PROVISIONS

Developer shall provide the City with detailed information regarding project expected wastewater quality and quantity.

Developer shall review which of the following facilities are required: o Building Sewer Sampler o Wastewater flow monitoring station o Gravity separator o Industrial waste clarifier o Pretreatment facilities.

SEWER GREASE TRAP

Grease trap location and size specified on sewer plan. Cleanout hatches suitable for service without blocking traffic flow or creating ADA conflicts. Grease trap sizing calculations provided.

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T Drive\Checklists – Forms & Applications\Public Sewer Checklist 06-01-09

City of La Quinta Public Works Department – Public Sewer Review Checklist SEWER UNIT FLOW FACTORS

Design Criteria and Flow Factors shall be in accordance with Coachella Valley Water District (CVWD)

SEWER PIPE LOCATION Minimum Separation from Water Main equal to 11 ft, generally Sewer Line is location offset from centerline

of street in alternate direction from Water Main. Residential Streets - Located 6 ft laterally from CL of the street in the center of the driving lane. Industrial Streets - Located 6ft laterally from CL of the street in the center of the driving lane. Major, Primary, and Secondary Highways

o Located in center of driving lane nearest to the center of street o Never located in Median Strip o Never located in Parking Lanes

Curved Streets o Parallel with the Centerline by use of Horizontal Curves

Horizontal and Vertical Curves o Allowed on pipe sizes 8 inches and up but not encouraged o Exception where necessary to maintain the required clearance from water pipelines. o Minimum curve radius is dependent on Manufacturers Recommendations o No reverse curves shall be allowed between manholes. o No vertical curves shall be allowed.

Minimum cover o Shall be sufficient to service adjacent property by gravity o Shall not be less than 7.5 ft to finish grade of street unless otherwise approved by the City. o Shall have sufficient depth in subdivisions to allow water lines to be set with 4ft min cover without

interference from the sewer laterals. Minimum 50 ft sewer clearance from Potable, Non-Potable, and Water Quality Monitoring Wells Provide elevations at all crossings; sewer, water and storm drains.

SEWER MAIN LINE PIPE SIZING

8-inch (Minimum Size), 10-inch, 12-inch , 15-inch, 18-inch, 21-inch, 24-inch and 27-inch diameter SEWER LATERAL LINE PIPE SIZING

2% Minimum Slope Minimum 4 inch diameter lateral shall be required for single family residences. Minimum 6 inch diameter lateral shall be required for multi-family dwellings, commercial, and industrial

uses. Within the City Right of Way, they shall be constructed of the same material as the main line sewer. House connection laterals at 2% slope, utilizing 45 degree connection at the main.

SEWER PIPELINE REQUIREMENTS PER CVWD

Gravity Sewer –Vitrified Clay Pipe (VCP) Force Mains-AWWA C-900, Class 150 Polyvinyl Chloride (PVC) Hydraulic Analysis Dictates Pipe Size Minimum Velocity = 2 fps at full depths defined below Minimum Slopes = 0.0033 (8-inch), 0.0024 (10-inch), 0.0019 (12-inch), & 0.0014 (>12-inch) Pipe Size 8-inch to 24-inch, Full pipe assumed at depth of flow of ½ diameter of pipe Pipe Size > 24-inch, Full pipe assumed at depth of flow of 2/3 diameter of pipe Inflow & Infiltration I&I = 200 gal/day/acre (Inflow = cracks in pipes & Infiltration = manholes, inlets, etc.) Minimum Depth = 7 ft, Depth in excess of 15 ft requires Class B Bedding (See SSPWC 200-1.2 Table A

¾ inches, pp 39). Minimum bedding requirements are per Green Book specifications. Lift Station Requirements:

o Temporary lift station-pump in manhole not allowed. o Temporary lift station (<2 years of service) - moderate concrete structure, redundant pumps &

SCADA capable o Permanent lift station (>2 years of service) - full concrete structure, redundant pumps & SCADA

capable

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SEWER MANHOLES Required at these locations

o End of Each Line o Change in Grade o Change in Size o Change in Alignment o Intersection of 2 or more Sewer Mains o Laterals 8-inch or larger at POC to mainline and at the property line. o Monitoring manhole can be used for the manhole at the property line. See CVWD Standard or

City of Ontario Standard Drawings 2201 thru 2205 (Typ). Maximum Spacing is 350 feet unless approved by the City (measured between manhole centerlines) Located near all BC’s, EC’s, PRC’s and PCC’s on curved sewers. Shall have 0.2 feet of elevation differential through straight and angled runs. Manhole Sizes:

o 48-inch min for 18-inch or less pipe and/or at a depth of 12-feet or less - 72-inch for 30-inch pipe - 36-inch frame and cover for 72-inch manholes

o 30-inch frame and cover for 48-inch manholes(See CVWD Standard of City of Ontario Standard Drawing 2001 Typ.)

o 60-inch for 20-inch or larger and/or deeper than 12-feet - 36-inch frame and cover for 60-inch manholes

Manhole Collars and Elevations: o When located outside the paved area, the frame and cover shall be 0.1ft above the finish grade

with a 3 ft collar. o Elevations at inlet and outlet of manholes shall be shown on plans. o Shall not be buried except when approved by the City. o Shall be raised above ground level to maintain them in farmed areas and in waterways. o When located in landscape area and in field, the frame and cover shall be installed 18-inch

above the finish grade. Drop Manholes

o Shall be used only upon approval by the City. Intersecting pipes in junction manholes shall have the same elevation where their projections intersect the manhole centerline unless otherwise approved by the City.

o Vertical difference between two collection lines shall not be less than 3 ft. o Steep slopes from first manhole are preferred to drop manholes.

SEWER CLEANOUTS

Residential Lots: Not permitted except on laterals at the property line. Commercial Site Locations: Point of Connections to Building, Easy Maintenance, and per City Engineer.

SEWER BACKFLOW VALVES

Provided per the Uniform Plumbing Code, Latest Edition Located at shallowest location allowing access for inspection and maintenance. Installed by property owner or tract developer and maintained by property owner.

SEWER INDUSTRIAL WASTE PROVISIONS

Developer shall provide the City with detailed information regarding project expected wastewater quality and quantity.

Developer shall review which of the following facilities are required: o Building Sewer Sampler o Wastewater flow monitoring station o Gravity separator o Industrial waste clarifier o Pretreatment facilities.

SEWER GREASE TRAP

Grease trap location and size specified on sewer plan. Cleanout hatches suitable for service without blocking traffic flow or creating ADA conflicts. Grease trap sizing calculations provided.

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T Drive/Checklists – Forms & Applications/Signing Striping Plan Review Checklist Revised 09-02-09

City of La Quinta Public Works Department – Signing & Striping Plan Review Checklist The following checklist is a guideline for new CIP and development construction in the City of La Quinta. It is for informational purposes and does not represent City Standards. The CA MUTCD and engineering judgment should always be used when applying these guidelines.

A. GENERAL

Standard scale shall be 1”=40’. Applicant may use 1”=20’ when additional detail or clarity is required. Show scale and north arrow on each sheet. Show 4” graphic bar scale.

Existing signing and striping is to be drawn using a thin line weight with a short dashed line type and labeled.

Signing and striping to be removed is to be drawn using a thin line weight with a closely spaced dot line type and labeled.

New signing and striping is to be drawn with a thick, solid line and labeled. Bundle signing and striping plans with street plans whenever possible. Minimal topographic information should be shown on signing/striping plans. Show centerline stations at 100-foot intervals. Stationing should increase from south to north or west to

east and should match stationing on street improvement plans. All streets and driveways should be shown on plans. Names of all streets should be shown on plans. Call out dimensions from centerline to medians, curb and right-of-way. Call out dimensions for all roadway

lane widths. Show jurisdictional boundaries with heavy line and label. Identify adjacent development with tract or parcel

number when feasible. Show interim and final signing/striping plans on separate plan sheets as necessary if applicable. Show existing improvements on adjacent segments and intersection legs that are not part of the project

improvements.

B. SIGNAGE All proposed and existing signage shown on plan should be called out with a construction note, its CA

MUTCD designation and have its location identified using center line stationing. Plans should include a table (or equal) listing all proposed signage. Table should list the CA MUTCD sign

number, an icon of the sign, its size, type of post, type of sheeting, sign quantity and recommended installation height.

Sign number should be per the latest edition of the CA MUTCD manual. Sign numbers unique to California shall be followed with a (CA) designation

Install signs on Telespar square tubular post(s) – exceptions include oversize signage or special breakaway post requirements.

Proposed sign installation height and lateral clearance to be per CA MUTCD figure 2A-1. All regulatory and warning signs are to use a minimum of Diamond grade reflective sheeting. All other

signs except parking restriction signs shall use a minimum of High-Intensity grade sheeting. Parking restriction signs are to use a minimum of Engineering grade sheeting.

STOP: Stop signs (R1-1) to be typically located as close to BCR as feasible. Stop sign size guidelines:

Median nose and bike/equestrian/golf cart trails - 24” x 24”. Local/local street intersections (2-way or all-way stops) - 30” x 30”. Local street stopping at Major street - 36” x 36”. Major street stops - 48” x 48”.

R1-3 (4-way) signs at all 4-way stop locations. R1-4 (All-Way) at all 3-way stop locations. W4-4p (Cross Traffic Does Not Stop) signs as appropriate. W3-1 (Stop Ahead) signs to be placed on streets with posted speeds of 35mph or greater. Signs can be

placed on slower streets as circumstances dictate. Distance from stop bar to be determined using CA MUTCD Table 2C-4 as a guideline.

Flashing red beacons can be used in conjunction with stop signs located in unusual situations (e.g. unexpected rural stops, restricted sight distance, etc.)

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HORZONTAL ALIGNMENT: W1-8 (single chevron) signs (18” x 24”) can be installed on curves as warranted (min. quantity of 3). W1-2 (Curve Ahead) or W1-1 (Turn Ahead) sign should be used as warranted. Advisory Speed plaque

(W13-1) to be used if advised speed is lower than regulatory speed. Distance for placement of sign prior to curve to be determined using CA MUTCD Table 2C-4 as a guideline.

Lane drops may use Class I Type ‘F’ delineators in transition taper if appropriate. SPEED LIMIT:

R2-1 speed limit sign (24”x 30”) should be located downstream (between 100’ to 300’ depending on speed) of major cross streets and no more than ½ mile apart.

MEDIAN: Typical median nose treatment includes: R4-7 “Keep Right” symbol (24”x 30”), OM1-1 yellow object

marker (18” x 18”). Smaller R4-7 (18” x 24”) and OM1-1 (12” x 12”) signs can be used at locations that are less than 3’ in width.

R4-7a “Keep Right” (text with arrow) can be used in non-median applications as needed. OM2-1H or OM2-IV can be used in place of OM1-1 due to clearance issues or on private medians. R6-1 “One Way” sign (36” x 12”) are to be located on median noses where cross street traffic has left out

capability. Location and orientation should be per CA MUTCD Figure 2B-14(CA) (median nose only). R6-1 “One Way” sign should be placed in median facing minor street that is right turn only. W6-1 (divided road) and W6-3 (two way traffic) warning signs should be used for locations where medians

begin or end at non-intersection locations. Signs in painted medians should be avoided. If necessary for special circumstances, utilize a 15 ft.

Setback from the cross street flow line. Signs located in painted medians or shoulders must meet City requirement for breakaway post.

GUIDE SIGNS: D3-1 street name sign are to be used in advance of cross streets on arterial or higher and selected

secondary roadways in curbed medians. When median placement is not feasible, shoulder/parkway placement can be used. Distance in advance of intersection for sign placement should be approximately 500’. D3-1 signs shall use 6” upper case and 4 1/2” lower case white letters on a green background.

RIGHT TURN /DROP/TRAP LANES: Exclusive right turn pockets of 100’ or longer shall have a R3-7 RIGHT LANE MUST TURN RIGHT sign

located at end of taper / beginning of storage area. Lane drops to include W9-1 RIGHT (LEFT) LANE ENDS sign in advance of W4-2 LANE ENDS SYMBOL

sign. Refer to CA MUTCD Figure 3B-12(CA) (sheet 1 of 3) for placement details. Trap lanes to include R3-7 RIGHT (LEFT) LANE MUST TURN RIGHT sign at beginning of 8” white line.

Advance warning signage should be a W73A(CA) RIGHT (LEFT) LANE TURNS RIGHT AHEAD sign which is to be proceeded by a W4-7 THRU TRAFFIC MERGE LEFT (RIGHT) sign. Refer to CA MUTCD Figure 3B-12(CA) (sheet 3 of 3) for placement details.

END OF ROAD: Dead End/Cul-de-sac streets should have a red OM4-1 object marker with a W31(CA) END sign.

W31A(CA) “ROAD ENDS XX FEET” sign should be used where appropriate based on speed and distance from previous cross street.

W14-2 “NO OUTLET” sign can be placed between 50’ to 100’ past the last intersection with alternate routes available. W14-2 sign should only be used when road termination is not obvious to drivers or special situations are present.

WI-7 (double-headed directional arrow) & OM1-1 (yellow object marker) to be located at top of Tee intersections.

W8-3 “PAVEMENT ENDS” sign can be used where paved roadway continues as an unpaved road. GOLF CART/ HORSE CROSSINGS:

Golf cart (W11-11) and Horse (W11-7) Crossing signs should be located at locations where established trails cross a street.

PEDESTRIANS: All pedestrian warning signs should have fluorescent yellow-green sheeting. Existing standard yellow

pedestrian warning signage to remain should be replaced with new fluorescent yellow-green sheeting. Marked crosswalks at uncontrolled intersections should have W11-2 (30” x 30”) with W16-7p (24” x 12”)

placed at crosswalk location (one each side). Marked crosswalks at uncontrolled intersections may have W11-2 as advance warning as warranted.

Distance to be per CA MUTCD Table 2C-4, Condition B-0. At locations where pedestrian crossings are to be restricted a combination of R9-3a and R9-3b signs

should be used. Call out for R9-3b sign should indicate direction (LT or RT).

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PARKING RESTRICTION: Use of parking restrictions is to be minimized as much as possible. Parking restriction signage and red curb should not be placed in areas where parking is already illegal (i.e.

improved roadways with a curb lane of 14’ or less or a bike lanes of 6’ or less in width) unless parking pressure from nearby land use creates parking problem. R7-9a signs may be placed along Class II bike lanes where parking issues can be expected.

R26(CA) “NO PARKING ANY TIME” sign is City’s standard parking restriction sign. Typical spacing is to range from 200’ for local streets with severe parking pressure to 500’ on high speed arterials. R26(S) “NO STOPPING ANY TIME” signs and red curb can be used if required. Other parking restriction signs, such as those with arrows, times of day, time limits, etc., can be used under special circumstances.

R81A “BEGIN” and R81B “END” signs can be added beneath parking restriction sign when beginning and ending point for restriction needs to be clearly defined.

ROUNDABOUTS: The signing for roundabouts should be according to the proposed revisions to the CAMUTCD which can

be found at http://mutcd.fhwa.dot.gov/resources/proposed_amend/ SCHOOLS:

Signage in School areas to be done per CA MUTCD Figure 7B-2(CA) and 7B-3(CA). All school warning signs should have fluorescent yellow-green sheeting. Existing standard yellow school

warning signage to remain should be replaced with new fluorescent yellow-green sheeting. R26(S) NO STOPPING ANY TIME signs should be used to accommodate storage requirements for

moving queue of cars where anticipated for pick-up and/or drop-off. BIKE LANE:

R81(CA) (12” x 8”) “BIKE LANE” sign shall be installed at the beginning and ending point of any Class II bike lane and immediately after each crossing of a major roadway.

R81A(CA) “BEGIN” sign should be installed underneath R81(CA) at the beginning point of any Class II bike lane.

R81B(CA) “END” sign should be installed underneath R81(CA) at the ending point of any Class II bike lane.

R7-9a “NO PARKING BIKE LANE” sign should be placed along Class II bike lanes when parking needs to be restricted. Sign spacing should be approximately 500 ft on urban arterials and 1000 ft for rural arterials.

R4-4 “BEGIN RIGHT TURN YIELD TO BIKES” sign should be used where a Class II bike lane continues on the left side of a dedicated right turn lane. Locate at beginning of bike land/right turn lane weaving area.

SIGNAL: W3-3 “SIGNAL AHEAD” signs should be used on roadways with a posted speed limit in excess of 40mph

and without a controlled intersection within ½ mile prior. W3-3 should also be used when sight distance approaching a signal is a concern.

RIGHT OUT ONLY: R3-5 “MANDATORY RIGHT TURN” sign can be used where a single lane of traffic is exiting and must turn

right. If used, it should be placed underneath the stop sign (R1-1) and supplemented with a R6-1 “ONE WAY” sign on median of through street.

DO NOT ENTER: R51-1 “DO NOT ENTER” sign should be placed on entryways and internal drive isles where wrong way

drivers would create an undue hazard. R5-1a “WRONG WAY” sign can supplement R5-1 sign when additional warning is desired.

C. STRIPING/LEGENDS All striping and legends to be in paint. No thermoplastic allowed. Striping and legend detail callouts shall be per the latest edition of the CA MUTCD manual.

LANE LINES: For roadways with posted speeds of 40 mph or less, use a 4” white dashed lane line per Detail 9 striping. For roadways with posted speeds of 45 mph or greater, use a 4” white dashed lane line per Detail 12

striping. Lane widths should be per the City of La Quinta General Plan, Roadway Cross-Sections. Variations from

standard cross-sections should be pre-approved by the City’s Public Works Department. Maximum lane width on outside lane (without parking) should be 16’. Lane lines should break at intersections. Breaks should extend from ½ delta to ½ delta of intersecting

street. Breaks are to occur only on side of street with intersecting roadway. A 4” solid white lead line with Type ‘G’ RPMs at 25’ spacing should be used for each lane line where it

breaks across an intersection. 100’ of lead line on the approach side and 50’ on the departure side. As there is no detail for lead lines in the CA MUTCD, they should be called out in construction notes.

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When lane lines are offset over an intersection, Detail 40 (cat track) striping should be considered as lane line extension through the intersection.

Minimize gore areas as much as possible through utilization of edge striping, bike lanes, etc. CENTERLINES: Double yellow centerline shall be Detail 22 striping. Skip yellow centerline shall be Detail 2 striping.

MEDIANS: Raised median islands shall have yellow RPMs placed along their length per Detail 26. Raised median noses should be painted yellow with yellow RPMs on top of curb to improve visibility. Raised medians using AC berm should have berm painted solid yellow. Painted median islands shall use Detail 29 striping. Painted median islands should not extend past limit line/back of crosswalk. When appropriate to accommodate cross street left turns, painted median noses shall have a flare using a

5:1 parabolic curve. Minor side streets with medians should have Detail 29 flared nose that extends from flowline to full width

median. Raised medians at gated entrances should be extended with Detail 22 or 29 striping to limit line as

appropriate. Striped “Pork Chop” islands should consist of 8” white solid stripe (with RPMs @ 1’ to 4’ O.C. if needed). Yellow diagonals (for opposing traffic) and white chevrons (for same direction traffic) in islands should be

8” stripe. Normal spacing to be 20’ O.C. ROUNDABOUTS: The striping for roundabouts should be according to the proposed revisions to the CAMUTCD which can

be found at http://mutcd.fhwa.dot.gov/resources/proposed_amend/ TWO WAY LEFT TURN LANES: Two-way left turn lanes shall use Detail 32 striping. Type IV turn arrows are not normally used in two way left turn lanes.

EDGELINES: 4” white edgeline per Detail 27b should be used along edge of pavement with no concrete curb and along

AC dike on right side of roadway. 4” yellow edgeline per Detail 25 can be used along temporary AC medians (constructed as a temporary

condition) prior to concrete curbed median. TURN LANES; Use 8” white stripe for turn pocket lanes per Detail 38. Type IV arrows shall be installed in each turn pocket at 8’ back of limit line/front of pocket. For turn pockets

that are longer than 60’ in length, a Type IV arrow shall be placed at the back of pocket. For pockets 150’ or longer an additional arrow should be placed at the midpoint of the pocket.

Bay tapers for pockets should measure 60’ for approach speeds of 30mph or less; 90’ for 35 to 40mph and 120’ for speeds of 45mph and over.

Deceleration lanes are to be installed at locations that are projected to have 50 or more right turns per hour during a peak hour or along certain high speed/high volume roadways as determined by the City’s Traffic Engineer. See Engineering Bulletin #06-13 for more information on design lengths.

Dual left or right turns shall be cat tracked through an intersection using Detail 40a, non-reflective white markers.

TAPERS: Taper lengths are to be calculated using the following formulas:

For speeds of 45mph or more – Taper length = offset X posted speed For speeds of 40mph or less – Taper length = [offset X (posted speed)2 ] / 60

8” white stripe may be used for tapers if additional emphasis is needed. Tapers should start a minimum of 100’ from intersections.

LANE DROPS: Lane drop markings and signage should be modeled after CA MUTCD Figure 3B-12(CA) (sheet 1 of 3). Type VI lane drop arrows are normally used for all speeds. Type “F” markers can be used in transition taper if appropriate. Minimum of 3 markers spaced no more

than 200’ apart. Actual quantity and spacing dependent on speed and taper length. TRAP LANES: Use 8” white stripe per Detail 38 at intersection. Length proceeded by an 8” dashed white stripe per Detail

37B (elephant tracks). Detail 37B striping can range from 150’ to 300’ in length dependent on approach speed and geometric considerations.

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Type IV arrows shall be installed at the beginning of the Detail 38 stripe. Trap lanes with a Detail 38 stripe longer than 60’ in length shall have a Type IV arrow placed 8’ back of limit line/front of pocket. For lanes with a Detail 38 stripe longer than 150’ in length an additional arrow should be placed at the midpoint of the pocket.

BIKE LANES: Use 6” white solid stripe per Detail 39. Use 6” white dashed stripe per Detail 39A for approach to intersections. Length of Detail 39A should be

from 100’ to 200’ depending on approach speed of vehicular traffic. Bike lane width to be per City of La Quinta General Plan, Roadway Cross-Section. Nominal width of 6’. Up

to 8’ width when required (e.g. when golf carts need to be accommodated). For non-standard cross-sections or low speed roadways, 6’ bike lane should be used. Minimum width is 5’

with curb and gutter; 4’ with edge of pavement. When bike lanes continue through an intersection, 4’ bike lanes should be provided to the left of dedicated

right turn lanes. For situations where there is a major right turn traffic movement that though bicyclists must negotiate, a R4-4 “BEGIN RIGHT TURN LANE – YIELD TO BIKES” (36”x30”) with “cat tracking” should be considered.

Bike lane legend shall consist of “BIKE LANE” text with directional arrow only. Placement shall be immediately following a major cross street adjacent to R81 sign and at least every ½ mile.

STOP BARS/CROSSWALKS: Standard stop bar is to be 12” white painted stripe per Caltrans Standard Plan A24E and located 5’ behind

the cross street curb. See City Standard Plans and Figure 2A-2(CA) of the CAMUTCD for proper placement.

Standard crosswalk consists of two 12” white painted stripes generally separated by 10’ inside (i.e. 11’ center to center).

Installing mid-block crosswalks should be avoided except when done in conjunction with the installation of a traffic control device that controls the flow of vehicular traffic across the crosswalk.

Installing crosswalks across intersection legs should be provided only where there is a need to channelize pedestrians to optimize safety.

Standard offset is 6’ between median and crosswalk. Painted 12” yellow crosswalk line required in School Zones. Marked crosswalks are not automatically installed at stop signs on public streets. “STOP AHEAD” legends should be used in conjunction with W3-1 “STOP AHEAD” signs. Signs and

legends normally used on streets with posted speeds of 35 mph or higher or at locations with sight distance issue.

“SIGNAL AHEAD” legend should be used in conjunction with W3-3 “SIGNAL AHEAD” signs at locations that require special emphasis or have sight distance issues.

MISCELLANEOUS: Type VII (straight & turn) arrow marking should be placed in curb lane of multilane roadways with speed

limits of 50mph or higher prior to major intersections if no dedicated turn lane is provided. Arrows should be placed at 8’ and 250’ behind limit line/BCR.

Type I (straight thru) arrows are to be used only when possibility of wrong way drivers is significantly high. Pavement less than 500 ft in length is normally not considered a through traffic lane and should have an

alternate treatment provided. Type “g” one-way clear reflectorized RPMs should be used at splitter, isolation and pork chop islands

with1’ to 3’ spacing) Blue RPMs should be used for fire hydrant identification on local streets and parking lot drive isles.

Placement should be offset 6” from centerline on side closest to hydrant.

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Tract or Parcel _________ Project Name ___________________________ PCN__________ Checked By________________ Date____________

T Drive\Checklists – Forms & Applications\Storm Drain Checklist Revised 06-23-11 PAGE 1 OF 5

City of La Quinta Public Works Department - Storm Drain Plan Review Checklist SUBMITTAL REQUIREMENTS

Approved Tentative Tract Map Conditions of Approval Storm Drain Plan – provide separate onsite and offsite plans – may combine with street plans Hydrology and Hydraulics Report Soils report & annual update letter Street improvement plans (as applicable) Grading plans (as applicable) Storm drain plan - Estimates of quantities Storm drain plan review checklist (filled out and signed by the EOR)

CONDITIONS OF APPROVAL

Engineer to independently verify conditions of approval have been met. Please list all conditions not met if box is not checked _________________________________________________________________________________.

HYDROLOGY & HYDRAULICS REPORT - GENERAL

Use the Rational Method for inlet flow rates, pipe sizing and utilize the Synthetic Unit Hydrograph for retention volume. Check drainage boundary areas and ensure inclusion of tributary street and other offsite areas. Make sure hydrology map is complete and accurate.

Utilize NOAA data (see Public Works Website Engineering Bulletins 06-15, 06-16) for storm flow assumptions. Identify historical flow paths.

Provide 1 ft freeboard above 100 year water surface elevation to building pads including a surface overflow route or provide 500 year storm analysis. Provide calculations/sections (as required) to show that required freeboard is met.

Hydrology map - verify that all proposed storm drain catch basins, pipes, drywells & related components are on the hydrology map – show water surface elevations for retention basins, verify that centerline of street is higher than WSE 100.

Bulking factor per the RCFCD manual may be required based on site and run off characteristics, i.e. heavy debris.

Check at subdivision boundaries for any possible problems such as blocking drainage from or discharging to adjacent lands or conflicts with existing or proposed improvements.

Check hydrology and hydraulic calculations - see Public Works Website Engineering Bulletins 06-15, 06-16. No release of flows in excess of pre-developed Q. Design discharge should match historical outlet

locations. HYDROLOGY & HYDRAULICS REPORT - STREET CAPACITY CALCULATIONS

Provide street capacity, depths and velocities. 10 year frequency storm event (Q10) is allowed to accumulate in streets to top of curb. 10 year storm maximum allowable arterial street spreads can equal 1 lane (10 - 12 feet) + bike lane (if present 4 – 8 feet). The loss of only 1 City arterial lane of use (in either direction) is desired for 10 year storms. Private residential streets must have one lane clear at centerline in the 10 year storm.

100 year frequency storm event (Q100) can be carried up to the street right of way and the combination of both the street and the underground storm drain. Provide calculation of street capacities in hydrology report. On private streets, a separate storm drain easement may be approvable behind curb to accommodate the 100 year storm event.

Assume N=0.015 on streets, assume N = 0.035 on gutters with low slope, where sediment may accumulate.

When storm assumption flow exceeds top of curb, call out suitable erosion mitigation for the parkway areas.

HYDROLOGY & HYDRAULICS REPORT - INLETS AND INLET CALCULATIONS

Check capacity and HGL for all drainage structures.

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Check capacities of flow-by and sump inlets. Position inlets PRIOR to flow turns. Flow in the street will not topple over curbs or R/W during changes in direction of the open channel conduit (typically the street). Inlets will be required at locations on arterial streets prior to the flow crossing at intersections and major driveways or entrances.

Sump catch basins and connector drains to be designed for 100 year design storm. Sump conditions require a secondary overland free flow to prevent flooding of buildings should the catch basin or drain system become plugged. Utilization of flanked inlets in lieu of secondary overland flow is subject to City Engineer review and approval.

Grated catch basins are discouraged. Side inlet catch basins (City Standard 300) are preferred with max inlet width of 20 ft allowable. Provide 85% capture as possible with flow by. When required, please use an approved bicycle proof grate.

AC swales and channels specified for temporary drainage facilities may not be allowable as a result of erosion concerns in larger storm events.

1200 ft maximum catch basin spacing is the suggested guideline for public and private streets. Install catch basin prior to a street turn with Q10 greater than 2 cfs. Any concentrated ribbon gutter or water depth inlet ponding depth at 100 year storm equal to 6 inch

maximum. 1 parking lot inlet every 50 parking spaces is suggested guideline for parking lot drainage systems. Inlets

are needed for parking lots when depth of flow increases to the top of curb for the 100 year event. Area drain design should utilize a safety factor of 2 for inlet sizing. Use of an assumed Q per acre is

acceptable for area drain layout. Assumed peak Q’s generally estimated to be approximately 3 to 5 CFS/Acre for the Rational Method. Area drain pipe sizing (less than 12 inches in diameter) may use Manning equation as hydraulic check method.

Allowable velocity within the street or parking area section shall be determined by the product of depth of flow times velocity and must be less than or equal to 6.

Flow by catch basin sizing shall be calculated using the FHWA HEC 12 equation 0.6 x q0.42 x s0.3(1/n x sx)0.6 for total length required.

Sump catch basins shall be sized using the Weir equation if flow is below TC and the orifice equation for depths above TC.

Local depression shall be a maximum of 4 inches in depth. See City Standard 300. Water surface elevations in catch basins are a minimum of 6 inches below the local depression to 10 year

storm event. Grated inlets provide a 50% clogging factor. Pedestrian rated grates maximum ½ inch grate opening to be

provided. Grates in traffic areas should be traffic rated (H-20). Label all traffic, ADA and bicycle rated grate inlets.

For flow-by inlets, show intercepted and flow-by values if 100% interception is not achieved. Make sure bypassed flows are accounted for down stream.

Check sump inlets have an emergency surface over flow route. Cross gutters shall not be used where there are existing storm drains - use of cross gutters should be

limited. Check for energy dissipaters, rip rap, etc. at outlets of storm drain systems and for headwalls etc. at inlets.

Riprap shall be provided at inlets for 1 ft minimum above the Q100 water surface elevation if it is above the top of pipe. Show rock riprap (1/4 ton minimum if not grouted) or other erosion control method. Call out required thickness for rock riprap.

Use of under sidewalk drains (i.e. parkway drains) is discouraged as a result of long term plugging and maintenance concerns.

HYDROLOGY & HYDRAULICS REPORT & DESIGN- HYDRAULIC CALCULATIONS (PIPES, CHANNELS, GUTTERS)

Peak Q’s generally estimated to be approximately 3 to 5 CFS/Acre for Rational Method. Storm drains shall be reinforced pipe or box structures within public right-of-way (18 inch minimum

diameter) and continuing to first junction structure. Provide “D” load strength in construction notes and on profile detail. Utilize standard sizing (6 inch increments above 18” diameter). Check calculations for non standard box culverts.

Drain pipes into the retention basin shall be sized using the water surface elevation in the basin at the time of concentration for the peak run off for the tributary area for the subject drain pipe.

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Minimum velocity in storm drain systems shall be 2.0 fps with minimum pipe slope of 0.30%. Low Q's (below 5 cfs) will be reviewed for approval with velocities below 2.5 fps.

Concrete coating on the inside of all reinforced concrete pipes must be increased to provide a minimum of 1 ½ inch over the reinforcing when the design velocities exceed 20 fps. The concrete design strength in these reaches shall be fc=5,000 psi for velocities exceeding 20 fps and fc=6,000 psi for velocities exceeding 30 fps. For velocities exceeding 40 fps, velocity reducing rings shall be provided.

Reinforced concrete, pipe anchors are required on slopes greater than 4:1. Anchors shall be placed at 10 ft vertical intervals and be constructed per RCFTD standard M821.

Pipes to have water tight joints for HGL greater than 10 ft above top of pipe. For HGL’s greater than 25 ft, joints should be designed for pressure applications.

HDPE storm drain piping should conform to AASHTO Designation M-294, Type S (smooth interior). Provide HDPE pipe design (if specified for private streets) similar to RCP with curvilinear pipe layout with

equivalent fitting in table format. For 12 inch or greater diameter HDPE pipe, utilize 11 ¼ degree bends for turns to create an equivalent curvilinear pipe layout. Storm drains may be HDPE or RCP in private developments. RCP must be specified within the City R/W.

High density polyethylene (HDPE) to reinforced concrete pipe (RCP) connection must be detailed. Use RCFCD Standard M803 for typical application.

No reverse bends on storm drain layout curves per RCFCD. Inlet layouts should utilize “wye” connections not “tee” connections. Inlet piping should not connect to a catch basin – use manhole structure or equivalent – avoid conditions

wherein catch basin plugging would create a project or system wide storm water backup. 30 inch minimum cover is required at hinge point from top of pavement (keep out of base material or local

depressions). Concrete encasement per RCFCD M807 for storm drain/sewer offsets between 6 inches to 18 inches. “D” strength shall be per Cal Trans standard A62D - specify watertight joints per Cal Trans guidance

(typically specified if head pressure greater than 10 ft). Outlet grates (at retention basins or equal) are required for storm drain sizes 36 inches diameter or larger

(typical). High risk sites may specific outlet grates on smaller diameter storm drains. APWA Standard 360-1.

Bulkheads installed at temporary terminations per RCFCD Standard IM816. Termination shall be a minimum of 1 ft beyond the manhole, as applicable.

Concentrated surface flows not protected with rigid lining shall be designed according to Hydraulic Engineering Circular (HEC) 15 (Design of Roadside Channels with Flexible Linings) which include bare soils.

When applicable, Energy Dissipators shall be designed according to HEC-14 “Hydraulic Design of Energy Dissipators for Culverts and Channels”.

HYDROLOGY & HYDRAULICS REPORT - RETENTION BASINS

The retention basin should be sized for the total run off produced by the controlling 100 year storm event (1 hour, 3 hour, 6 hour or 24 hour) or as required in the approved conditions of approval.

Retention volume may be roughly estimated to range between 0.12 (residential) to 0.25 (commercial with higher impervious surfaces) acre-ft retention per acre. No individual lot retention under 1 acre lot size.

Provide a supplemental retention volume above standard 100 year storm requirements equal to 120,000 gallons (16,044 ft3 or 0.368 acre-ft)for CVWD well site retention blowoff water for applicable projects.

Minimum retention basin width = 20 ft. See Public Works Website Engineering Bulletins 06-15, 06-16 for all surface and underground retention

requirements. An approved percolation rate may be used over the surface area of the retention basin. Assume zero

percolation unless confirmed by soils engineer per Engineering Bulletin 06-16 guidance. Check with Public Works for retention requirements at La Quinta Village (also see historical City/PSOMAS

study regarding estimated Village street flows). Provide buoyancy calculation for underground retention systems. Provide 72 hr retention basin drawdown calculations with drywells or confirmed percolation values.

Drywells are limited to locations with 200 ft spacing between drywells and a 30 ft setback from buildings. Deep retention basins are not allowable adjacent to City arterial curbs but shallow depressions are

acceptable.

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HYDROLOGY & HYDRAULICS REPORT - NUISANCE WATER Nuisance water handling shall utilize drywells with a maximum assumed injection rate of 0.1 CFS. Show disposition of nuisance flow away from street AC. Provide nuisance water dry well (Maxwell Plus or

equal) for residential units, landscape & specialized use flows. Provide nuisance water calculations in hydrology report.

Drywell covers identified as open grates or covered. SWALES AND EDGE CONDITIONS

Freeboard for storm water conveyance by gunite ditch, 1 ft freeboard if Q=10 cfs or greater, 0.5 ft freeboard if Q less than 10 cfs. Freeboard, as measured by excess capacity above peak Q, shall be no less than 25% greater than the estimated peak Q.

No flow crossing property lines is typical design. Install erosion control on earthen swales per Caltrans standards or per geotechnical engineer guidance. Provide trapezoidal gunite ditches with flat bottom for improved maintenance capability as applicable. V

ditches may be allowable for small flow rates. Any block walls, ditches, etc. Needed along tract boundaries to prevent flooding. Show on plans. A recorded drainage release letter needed if streets or property drains onto adjacent property. Minimum gunite ditch sizing 18 inches deep x 3 ft in width.

EASEMENTS

Storm drain easements labeled on plan. Storm drain easements shall be provided prior to construction where underground drains are not located in R/W. Storm drain easement width shall be in accordance with Riverside County Standards - in general 20 ft, 10 ft allowable in side yards with use of RCP, per City Engineer.

No storm drain easements centered on property lines and no storm drains located on property lines. Supplemental access easements may be required.

MAINTENANCE & AGREEMENTS

Provide signed maintenance agreement to Public Works for underground retention systems. Provide NPDES indemnification agreements from CVWD/City/Developer as required for storm channel

discharge to Whitewater or La Quinta Evacuation Channel. Assign HOA or equal maintenance responsibility for all storm drain systems, channels and debris basins and

provide project note on plan. MANHOLES

Provide continuous grade (positive drainage – prefer 2% minimum) across the manhole floor or flow line. Drop manholes are prohibited. Manhole sizing per City Standard 340, 24” cover is typical, with 36 inch minimum manhole. Manholes may

be cast-in-place or prefabricated. Manhole spacing guidance - use RCFCD manhole spacing based on pipe size as follows:

Pipe Size Manhole Spacing <30” diameter 300 ft maximum <42” diameter 400 ft maximum <60” diameter 600 ft maximum >60” diameter 800 ft maximum

STORM DRAIN PLANS

Title sheet on index map: Show all storm drain systems (catch basins, retention basins, dry wells, culverts, cross gutters, inlets,

retaining wall drains, etc.). Show direction of drainage in streets and channels. Label Q10 and Q100 at all catch basins, inlets and outlets. Label WSE 100 at retention basins. Check storm drain system layout, Q’s, etc. match the hydrology/hydraulics report.

Plan view shows: North arrow (preferred to point up or to the right or left).

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4 inch bar scale – scale to be a typically used scale, i.e. 1 inch = 20 ft or 1 inch = 40 ft. Not smaller than 1 inch = 40 ft.

Storm drain stationing to be shown on both plan and profile. Stationing at all catch basins, junction structures, manholes, collars, etc. And at 100’ intervals. Show

catch basin flow line elevations. Stations of all BC’s, EC’s, PRC.’s, and PCC’s of curves. Show centerline station of catch basins with “W”, “V”, TC, and FL clearly labeled. Show storm drain easements. Width of easements in accordance with riverside county standards. Show match lines on consecutive sheets at even 50 ft stations. Dimension storm drains from street centerline and adjacent median curb, curb and gutter, and/or edge of

pavement. Show easements, right of way, parkway and curb lines dimensioned from centerline – consistent with

typical sections. Lettered lots preferred in lieu of drainage easements. P.U.E. and other easements dimensioned and labeled. Street names shown on plan. City limit lines labeled at adjoining cities. Lot numbers and lot lines shown. Show proposed improvements with solid lines and existing improvements with dashed lines. Include disposition notes for existing facilities. The term “by others” shall not be used but shall be defined. Include construction notes on each sheet w/o quantities. Do not refer back to construction notes on the

title sheet. Include summary quantities on construction notes on title sheet. Please ensure notes match plan-profile details.

Refer to City Standard Drawing No. if applicable to work. Provide specifications, notes, details or other approved standard drawing no. If different from City Standard.

Centerline bearing text shown on centerline. Curve and line data table for all storm drain segments to include length and bearing, delta, length of arc,

radius, tangent. Show proposed waterlines, valves, fire hydrants, and services with dimensions to proposed & existing

storm drain. Call out stations for design components. Show proposed sewer lines, manholes, cleanouts and laterals with dimensions to proposed storm drain Show existing utilities with dimensions to proposed storm drain. Eliminate unused construction notes per sheet. Cross check profile detail with plan view detail. Invert elevations to storm drain inlet locations (all inlets including small 4 inch and 6 inch area drains)

Provide profile, HGL calculations on lines 12 inch diameter or larger. Show 100 year storm elevations on all retention basins. Include local depressions on street plans, not storm drain plans if plans provided separately. Storm drain is not shown in P.U.E.

Profile shows: Profile scale shall match plan view scale. Typically, 1 inch = 40 ft horizontal and 1 inch = 4 ft vertical or

1 inch = 20 ft horizontal and 1 inch = 2 ft vertical. Show profile for all pipes & culverts, ditches, and channels with stations, lengths, invert elevations. Callout

size, length of storm drain pipe, HGL100, V100 and Q100, HGL10, V10, Q10. Show existing/proposed ground or pavement profile over storm drain. Show right-of-way, roadway sections and existing ground profile grade for the entire length of culvert and

beyond and utility crossings on the culvert profile. Address any clearance problems. Show and label all utility crossings (existing or proposed) by type. Show utility crossings to scale and

dimension clearance between the proposed storm drain and existing utility. Show concrete encasement as required by CVWD or equal.

Stations and elevations shown at catch basins, junction structures, manholes, collars, headwalls, and outlet structures. B.C.’s, E.C.’s, and grade breaks at 100’ intervals on long pipe segments – at even stations.

Dimension pipe segments between manhole and junction structures. Note size, length and “D” strength for pipe.

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Tract or Parcel _________ Project Name ___________________________ PCN__________ Checked By________________ Date____________

T Drive/Checklists – Forms & Applications/SWPPP Review Checklist Revised 6-27-08

City of La Quinta Public Works Department - SWPPP Review Checklist SWPPP PLANS

Callout of NOI, WDID number on plan with copy of acknowledgement letter. Proof of mailing NOI documents may be accepted on a case by case basis.

VICINITY MAP

Show landmarks which are easily identifiable such as roadways or features. Show site perimeter, geographic features, general topography. North arrow and scale.

GENERAL NOTES PRESENT CONSTRUCTION NOTES PRESENT SITE MAP

North arrow and scale. Existing and planned paved areas, buildings, roadways, etc.; site perimeter; storm water discharge locations;

topography before and after construction. Show relevant drainage patterns across site using map inserts, if necessary. Show temporary drainage which intercept sheet flow for diversion. Show drainage patterns after major grading activity. Show drainage patterns into each storm water inlet or receiving water. Show locations of equipment fueling, equipment maintenance, concrete wash-out, construction materials storage,

stabilized construction entrances. Show sand bagging, gravel bagging or other methods of controlling silt, sediment, and other pollutants from

entering the drainage systems. Callout gravel bags, not sand bags at primary inlets. Confirm that fencing or other objects provide adequate sight distances for pedestrians, vehicles and bicycles.

STORM WATER DESIGN & VOLUME CONTROL

Callout 100 year storm volume. Provide retention area for 20% of 100 year storm for construction period. Show with contours and dimensions

(length, width, depth). Project storm drain connection (if present) to La Quinta Evacuation Channel and Whitewater Channel is

authorized and approved. LEGEND

Provide legend for typical symbols, lines and abbreviations for SWPPP design. See CalTrans Strom Water Quality Handbook (Construction Site Best Management Practices Manual).

POLLUTANT SOURCE AND BMP IDENTIFICATION (GRAPHIC or NARRATIVE)

Describe all BMP’s to protect storm water inlets. Discuss post-construction BMP’s, long-term maintenance (City programs, homeowner associations, CC&R

requirements, etc.), show location. Describe BMP’s to eliminate/reduce contamination of storm water from: Equipment/building/concrete washing areas, saw cutting of concrete/asphalt Soil contaminated by soil amendments Areas of contaminated soil Fueling areas Vehicle maintenance areas Vehicle parking areas Equipment storage areas Materials storage area, including landscaping materials Waste handling/disposal/containment areas Service areas Street cleaning

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T Drive/Checklists – Forms & Applications/SWPPP Review Checklist Revised 6-27-08

ADDITIONAL INFORMATION Discuss any outstanding information and/or preconstruction control practices Inventory all materials and practices; describe the appropriate BMP’s Show site area; impervious before and after construction

EROSION CONTROL

Show an outline where vegetation will be left undisturbed Outline disturbed areas which will be stabilized during rainy season Outline disturbed areas left exposed during rainy season Include time schedule of implementation of erosion control practices Describe BMP’s for both temporary and permanent erosion control

STABILIZATION

Describe final stabilization measures; explain how they meet the criteria SEDIMENT CONTROL

Describe sediment controls along site perimeter and all operational drain inlets Include time schedule for deployment of BMP’s Describe plan to reestablish perimeter control if controls were temporarily suspended during active construction Describe the availability of sediment control materials during dry season Describe the sediment basin option chosen from the construction permit Discuss dewatering strategy for sediment basin Describe drainage outlet protection, if applicable Discuss BMP’s to reduce tracking of sediment onto roadways

NON-STORM WATER MANAGEMENT

Describe all non-storm water discharges proposed for the project Include locations, descriptions of all BMP’s, and frequency of occurrence List name/number of person responsible for non-storm water management Discuss filtration or equivalent treatment for dewatering

POST-CONSTRUCTION STORM WATER MANAGEMENT

Describe post-construction storm water BMP’s Discuss local post-construction requirements, policies, guidelines

DESCRIBE OPERATION AND MAINTENANCE OF BMP’S Address short and long-term funding sources and responsible party

MAINTENANCE, INSPECTION, REPAIR & TRAINING

Discuss program to inspect, maintain, and repair BMP’s for duration of project List name/number of qualified person responsible for inspections Describe availability of equipment, materials, workers for rapid response Provide inspection checklists Document training for all individuals responsible for SWPPP preparation, implementation, amendments, revisions;

installation and repair of BMP’s LIST OF CONTRACTORS/SUBCONTRACTORS

List names/numbers/addresses/area of responsibility for all contractors, subcontractors, or individuals responsible for implementation of the SWPPP

OTHER PLANS

Incorporate by reference relevant elements of other plans (local, State or Federal); keep a copy of requirements referenced at the construction site

PREPARER CERTIFICATION

Landowner (or rep.) and authorized SWPPP inspector must sign and date the SWPPP and all amendments

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T Drive/Checklists – Forms & Applications/Street Improvement Plan Review Checklist Revised 07-20-10

City of La Quinta Public Works Department - Street Improvement Plan Review Checklist SUBMITTAL REQUIREMENTS – SEE PLAN CHECK REQUIREMENT CHECK LIST

Approved tentative map with confirming curve data. Storm drain plan or submittal is combined with street plans. Conditions of approval (engineer to independently verify conditions of approval have been met). Street improvement plans. Traffic signal plans, signing & striping plans (off-site), sidewalk plans (off-site) (as applicable). Provide separate sidewalk/multipurpose plan. Geotechnical report showing R values, concrete flatwork requirements, etc. Dedications – submit legal & plot map reference. Estimates of quantities. Provide separate on-site and off-site improvement plan sets. Provide relevant agreements (e.g. reciprocal access, construction easements, etc.)

TITLE SHEET

Construction notes and estimate of quantities (sheet 1) – show construction notes w/o quantities on all other sheets.

Include minimum R value and TI in structural section. Soil engineer stamp & signature block – ensure update letter is within 1 year of plan set submittal as

applicable. Plans signed by soils engineer. Street typical sections and details (may be shown on separate sheet if room does not permit on title sheet).

Ensure sections match conditions of approval. Provide cross sections for all streets, station to station – show traffic index rating per street section.

Provide intersection & station to station information in title block to identify coverage of plan set. Development name in title block. For offsite plans without sign & stripe or sidewalk sheets, reference sign & striping and sidewalk plans, if applicable.

GENERAL & PLAN VIEW CALLOUTS

North arrow (preferred to point up or to the right or left). 4 inch bar scale – typically used scale 1 inch = 20 ft or 1 inch = 40 ft. Not smaller than 1 inch = 40 ft. Call out all street names (plan & profile). Centerline station to be used on both plan and profile. Station intervals at 100 ft with tick mark and station labels. Preferred stationing is left to right. No

negative stationing. Match up stationing & elevations at center line and each curb. Stationing at all intersections with equations. Shade new paving. Provide alternative legend to other

pavement areas (grind/resurface, full removals, etc.) . Show proposed improvements with solid lines and existing improvements with dashed lines. Shade proposed pavement for areas on each sheet. Show hatching for removals on each sheet. Show

detail section of saw cut AC (grind & overlay sections). Stations of all BC’s, EC’s, PRC’s, and PCC’s of curves. Stations of all BCR’s and ECR’s of curb returns. Set BCR’s and ECR’s in the direction of vehicular travel.

Please do not use EC and BC nomenclature. Show match lines on consecutive sheets at even 100 ft stations. Show flow line gradients in plan views. Call out flow line and top of curb elevations. Call out taper specifications. Call out cul-de-sac high points. Callout flow lines. Right-of-way, parkway and curb lines dimensioned from centerline – consistent with typical sections. Approved street names shown on plan – do not use “a”, “b” etc. City limit lines labeled at adjoining cities. All property, parcel and lot line boundaries shown. All lot numbers identified. Include disposition notes for existing facilities. The term “by others” shall not be used but shall be defined.

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RIGHT OF WAY & EASEMENTS Dimension street width from FL to FL, right of way from back of curb on private streets, per City General

Plan sections on public streets. R/W, pavement, parkways, easements dimensioned and labeled. Show C/L, R/W, curb/gutter, PUE. R/W

line for private streets is typically specified at back of curb. See approved COA and City Street Section Standards for R/W boundary for public streets.

Call out sewer & junction manholes, pipe diameters. Confirm no encroachment of PUE by retention basin, swale, storm drain facility, building, fence, patio, wall

or other structure. 10 ft PUE unless written approval from IID for 5 ft PUE. Show existing overhead and underground public utilities and facilities. Show necessary relocation,

reconstruction, adjustment notes and by the responsible party. STREET GRADES, LOCAL DEPRESSIONS & DRAINAGE

Minimum street slope is 0.50% unless otherwise approved by the City engineer. Cul-de-sac flow line – 0.7 % minimum (existing is flexible). High point of cul-de-sac to bulb - 0.7% to 3.0% (typical) call out grades on profiles.

Maximum roadway slope of 9% - specialized exceptions may be given to 12% slope roadways. Minimum fall around curb returns with no cross gutters shall be 0.50%. Cross slope 2.0% typical on new streets. Show existing cross fall on existing streets (1% minimum if

matching existing streets). City allowable range for cross slope, 1.5% to 3.0% on public streets. Provide cross sections for street widening at 50 ft minimum intervals. Super elevated sections in accordance with Caltrans Standards Section 300. Consider super elevation as

required to achieve improved flow gradients. Show all local gutter depressions (e.g. Riverside County Drawing 311) with curb inlet catch basins (e.g.

Riverside County Drawing 300 or La Quinta Standard). Show detail with dimensions and elevations. Callout multiple elevations at outer edge of warped concrete gutter at AC matchup – provide smooth AC/concrete profile conforming to finished street surface – avoiding dip in AC surface. Call out gutter depressions in construction notes & show on profiles. Typical gutter depression is a maximum of 4 inches.

Maximum grade for intersecting (minor) street is 7% for minimum tangent of 50 ft from flow line. Maximum intersection grade 2% within the overlapping area of the intersecting streets. Provide cross street profile for high grade conditions. Where a property is being developed below the level of the street, a driveway profile is required to show

that the 100 year street flow will not enter onto private property. High point must be above 100 year storm flow.

No swale on AC pavement, utilize concrete gutter or equal. Additional catch basin utilized in lieu of mid block cross gutter. Catch basin stationed at center line of basin. Catch basin inlets positioned prior to flow turns or intersections. Slopes to adjacent property lines. 2:1 maximum slope. Max slope in PUE is 5:1.

CURBS

Callout curb sections and types. 8 inch vertical curb is general standard on City arterials. 6 inch vertical curb ok with matchup issues or for street parking locations as applicable.

Verify median curb does not require gutter surface as a result of super elevation, reverse cross slope grades, etc.

Concrete specifications for all concrete components per City Standard 200. Show distance from top of pavement at centerline to top of curb. Provide wedge curb to vertical curb transition detail as applicable – utilize 10 ft transition length. Preliminary pavement thickness (“R” value per soils report and traffic index). Show asphalt and aggregate

base thickness. City requires use of CAB not Class II aggregates. Curb/gutter alignment matches tentative map. No angle points on curb geometry. Flush curbs (if utilized) have been reviewed for bollard installation requirements for pedestrian safety.

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CONSTRUCTION NOTES Include construction notes on each sheet. Please do not refer back to construction notes on the title sheet.

Delete unused notes per sheet. Refer to City Standard Drawing Number if applicable to work. Provide specifications, notes, details or other

approved Standard Drawing No. if different from City standard. STATIONING & HORIZONTAL CONTROL

Centerline bearing text shown on centerline. Curve and line data (provide table for each sheet) for all centerline and curb data, to include length and

bearing, delta, length of arc, radius, tangent. Dimension all street widths. Call out centerline bearing. Call out stations on street sections as applicable.

Show connections to existing improvements with elevations at the join line and a minimum of 50 ft at each side of the join line.

For offset cul-de-sac – stations must be shown on both final map centerline and crown line. Stationing at knuckle for both streets shall be independent of each other and must intersect at PI with a set

of stations. Commence a new set of stations with a new street name.

PAVING Asphalt concrete specifications per City Standard 195. Show limits of overlays and removals. Grade breaks on lane lines unless otherwise approved. Detail all street sections inches of AC, inches of CAB. 2 inch x 4 inch redwood header or thickened AC edge is required at edges of paving to native soil. 2 ft minimum pavement cut/removal at join lines. 0.10 ft minimum header cut for overlays. Valves/manholes adjusted prior to final AC lift.

UTILITIES Show proposed water lines, sewer lines, valves, fire hydrants, manholes, cleanouts and laterals – shaded

back. Callout hydrants with blue RPM’s offset from center line. No water services or sewer laterals in driveways unless otherwise approved by CVWD. Provide underground detail of electrical pole abandonments. Conduit specified for electrical and water connections at medians Conduit and pull boxes specified for all required future signals (conduit installed across each intersection

leg, signal controller interconnects and detection loops Provide lighting and conduits for pedestrian accessibility and safety has required.

CURB RAMPS

Access ramps shown. Existing non-conforming ramps may be subject to reconstruction for ADA compliance. Check for conformance to City and current ADA standards per City ADA Checklist and City Standard 250. Public R/W curb ramps shall utilize 3 ft of in-line domes (La Quinta Quarry Red). Dual ramps specified for curb return radii greater than 25 ft.

CURBED MEDIANS

No private median or pavers within the Public R/W. Three ft minimum median noses. Terminate median nose at ECR or BCR unless shortened nose directs

traffic into improper (wrong way lane) at a widened intersection. 6 inch maximum median curb height. Tapered median noses on turn lane per city design guidance documents. Provide cigar nose raised medians

as required for left out movements. Ensure 3 ft minimum median width. Utilize a 5:1 parabolic flare (typ.) with a minimum sized radius at the flare termination.

Stamped concrete shown on civil and landscaping plans to 10 ft width (general specification for parabolic cigar nose or transitional curved median) with 10 ft width at median turn pocket noses. For narrow medians below 10 ft in width stamped concrete width may be reduced to 6 ft. 50 ft length (general minimum) at each opposing median nose. Terminate stamped concrete with “S” transition to landscaped

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area. Stamped concrete specification - 4 inch x 8 inch running bond brick pattern, perpendicular to curb face, Minimum 4 inch depth, Color, L.M. Scofield, C-32, La Quinta Quarry Red or Equal. Rounded median noses with no parabolic narrowing and no sight distance issue, o.k. to landscape to median curb with shrubs.

No trees or palms or fixed objects within 50 ft (minimum) of any median nose. CalTrans specification requires no fixed objects or equal within 100 ft of any median nose.

Fire Dept Access over median every 1,760 ft. Utilize existing median breaks, turn pockets and intersections as possible. Alternatively, utilize grouted rip rap or brick pattern stamped concrete specification with 20 ft (minimum) opening mountable rolled curb (City Standard 203) as necessary with posted no U turn signage.

Flush curb at median at a cul-de-sac location is allowable. Double yellow painted median noses for additional vehicular guidance to cross walk or cross gutter. Call

out parabolic (cigar nose) or straight double yellow from median nose as applicable for turning movements. Call out reflectorized left edgeline at median for all future projects – dark sky safety item.

SIGHT DISTANCE, FIXED OBJECTS & EMBANKMENT SLOPES Call out all trees, monuments, utility transformers, bus shelters, CVWD and Gas Company manifolds or

equivalent fixed objects. Provide minimum setback of 2 ft for all signage to 10-30 ft setback &/or guardrails for severe hazards. Verify that all trees shown adjacent to the edge of pavement are removed as applicable. Call out guardrails or equivalent safety devices as required.

Intersection sight distance shall be in accordance with CalTrans, City Standards & AASHTO Standards. Vertical sight distance shall be in accordance with CalTrans, City Standards & AASHTO Standards.

CROSS GUTTERS

Cross gutter not utilized on regional, primary or secondary arterial roads. Create a vertical curve sag if swales cross driveways. Straight grade through cross gutters is preferred.

PROFILE CALLOUTS

Call out match lines for profile and plan views. Show grid lines on profile. Provide consistent stationing & elevations in plan, profile and section views. Darken profile scale every 100 ft.

Profile TC for median on CL profile. Finished centerline and curb lines are solid lines. Call out east, west, north or south curbs. Show existing ground line in profile. Show proposed grade as a solid line & existing grade as a dashed line. Stations and elevations every 100 ft in profile shown at:

Beginning and end of improvements with stationing at high point (HP). Centerline intersections. Vertical curves. Minimum spacing shown on vertical curves is 25 ft. All grade breaks. All BC’s, EC’s, BCR’s, ECR.’s.

Identify BCR & ECR dependent of layout per sheet - include edge of pavement profile. Show all catch basins on profile. Super elevation sections per CalTrans design manual Section 300. Show super elevation rates. Extend profiles beyond end of improvements a minimum of 300 ft as necessary to explain the profile grade. In all “grade to drain” situations, show profile of ditch with elevations from beginning of ditch to daylight

point at 50 ft interval. Indicate length of curb returns. Show curb return with ¼ points in profile. Plane method for calculating

curb returns shall be used. Show 100 ft stationing at bottom of profile grid - should be aligned with starting station in plan view. Show grade break “0” bubble on all grade breaks and vertical curve labels in profile. Show centerline in

plan and profile. Provide cross section every 50 ft in areas of realignment. Specify sections on driveways. When widening an existing street, show elevations of top edge of existing pavement. Street profiles accurately match section details – confirm street centerline elevation accurate relative to TC

elevation. Callout street name(s) on profile.

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VERTICAL CURVES (STREETS) Provide vertical curves on grade breaks >0.5% at local and arterial streets. Sag vertical curves utilize the approximate AASHTO Specification for sag vertical curve distance (ft) with

<2% grade break = 3 times design speed (mph). Avoid use of short (e.g. 50 ft) vertical curves. Crest vertical curve length accommodates sight distances in accordance with Caltrans & AASHTO Design

Standards. Check for flat spots at high and low points of vertical curves.

INTERSECTION DESIGN

Arterial to arterial intersection design should flatten the crown through the intersection. Local to local intersection design can also flatten the crown with a dome at the centerline intersection to provide drainage. But the local to local intersection may also hold the crown on one of the local streets and provide a relatively high grade break (to 4% at 25 mph) on the opposing local.

In order to provide drainage, at ALL intersections, show 1% minimum AC grades. The direction arrows of intersection flow is generally not critical.

For wide arterial intersections, detail the top of pavement elevations with a grid (10 ft O.C. maximum spacing) or show 0.1 ft proposed contours.

MINIMUM INTERSECTION SPACING (SEE GENERAL PLAN FOR ADDITIONAL GUIDANCE))

Major arterial: 2,600 or 1,060 ft (residential/commercial) Primary arterial: 1,060 ft Secondary arterial: 600 ft Collector street: 300 ft Local street: 250 ft

MINIMUM DRIVEWAY SPACING (PER GENERAL PLAN)

Driveway spacing >250 ft CONDUIT

Provide 2 inch Schedule 80 conduit for future arterial street signal interconnect. Provide 17 inch x 32 inch pull boxes on 200 ft spacing (copper interconnect assumed, 400 ft spacing is typical for fiber optic interconnect).

Provide 3 inch Schedule 80 conduit for future arterial street signal installation across all intersection legs to estimated future curb returns.

Provide 2 inch Schedule 80 conduit for advance loop detection 500 ft from intersection. Install other loop detection conduit as required.

Provide 6 inch Schedule 40 conduit for water and electrical connections for all medians. Include conduit for nose to nose connections as required. All pipe to be a minimum of 24 inches below the finished surface of asphalt.

BIKE LANES/GOLF PATHS

Callout bike lanes per City General Plan. Callout golf paths per City General Plan.

TECHNICAL GUIDANCE (GEOMETRICS): FUTURE REQUIREMENTS PER CITY GENERAL PLAN

Ultimate improvements for project have been coordinated with City General Plan requirements and the Public Works Traffic Division. Traffic signals, drainage upgrades, striping/signage upgrades, deceleration lanes, dual left turn pockets, Class 2 or Class 3 bike facilities and golf cart paths are typical improvements.

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MINIMUM CENTERLINE CURVE RADII AND DESIGN SPEEDS (SUBJECT TO MODIFICATION BY COA OR APPROVED TENTATIVE MAP – CHECK SIGHT DISTANCES AND GENERAL PLAN FOR ADDITIONAL REVIEW)

Major arterial: 1,800 ft @ 60 mph design speed Primary arterial: 1,200 ft @ 50 mph design speed Secondary arterial: 650 ft @ 40 mph design speed Collector street: 350 ft @ 30 mph design speed Local street: 125 ft @ 20 mph design speed Cul-de-sacs: 100 ft @ 15 mph design speed Design check has been performed for authorized speed per current approved City Speed Survey information

for road segment. CURB RETURN RADII (SUBJECT TO MODIFICATION BY COA OR APPROVED TENTATIVE MAP)

45–65 ft curb return radii at arterial driveways or other specialized street intersections w/ heavy truck use. 35 ft curb return radii at street intersections with secondary or larger street. Main pedestrian routes may

allow for reduced curb return radii. 25 ft curb return radii at local street curb returns. Main pedestrian routes may allow for reduced curb return

radii. All curb return radii checked with turning templates. Utilize WB-50 for private subdivision reviews. Utilize

SU-30 for commercial parking lots (non semi-tractor trailer delivery areas). 38 ft minimum cul-de-sac radius for curb.

LANE WIDTHS (TO ASSIST CURB SPACING) 12 ft standard thru lane (11 ft minimum). 11 ft standard turn pocket (10 ft minimum). 12 ft standard right turn lane (10 ft minimum). (10 ft ac pavement + 2 ft PCC curb/gutter). Left turn lane can be dimensioned up to 12 ft width at typ. 150 ft length. Typical 4 lane 46 ft total lane

width would be dimensioned with 2 x 12 ft thru lanes and 2 x 11 ft left lanes. 12 ft standard combination (thru/turn option) (12 ft minimum). 14 ft conventional lane with adjacent edge line or median (12 ft ac pavement + 2 ft PCC curb/gutter, typ.).

Where option exists – specify additional 1 ft of lane width to provide offset from fixed curb median or equal from standard 12 ft thru lane.

18 ft approach lane (single exit lane from intersection) - needed for truck clearance and turning radius. Consider curb return radius increase to 65 - 75 ft as alternative truck turning specification.

14 ft maximum standard thru lane - no widened lanes to 20 ft – keep lane widths to 12 - 14 ft. No unstriped large areas.

8 ft maximum bike/golf cart lane width (must be narrower than standard lane to avoid vehicular use). 6 ft bike lane typical on lower speed streets (4 ft AC + 2 ft Gutter pan).

Provide 100 ft minimum turn pocket length with minimum 70 - 90 ft opening (speed dependant). Minimize gore areas as possible. Utilize edge striping, bike lanes, etc.

TAPERS/MERGING LANES Tapers on pavement shall be as follows – City prefers long transitions with edge line striping. See CA

MUTCD transition guidelines. Minimum 2:1 taper for traffic lane widening – see CA MUTCD for preferred standards. Minimum of 10:1 taper for merging traffic on low speed (less than 25 mph) roads. Roads having a speed greater than 35 mph, merging lanes or lane drops shall use Caltrans standard: length

(ft) = design speed (mph) x distance traffic moves (ft). Ensure offsite permission to extend taper is obtained or notify city of inability to obtain permission.

Pavement less than 500 ft in length is normally not considered a lane of traffic and should be striped out. Power pole or equal fixed object offset from pavement without curb = 20 ft for arterial, 10 ft for local

street. 5 ft minimum fixed object setback for any street with curb. All tapers and merging lanes should follow CA MUTCD specifications. Start taper 100 ft minimum from intersection.

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LEFT TURN POCKETS Left turn pocket length is 100 ft (minimum) for local streets and 150 ft (minimum) for collector and arterial

streets. Higher turn pocket lengths are desired for very high trip generation or at unsignalized intersections above 200 turns per hour.

Reverse curve transitions for left turn pockets should have a minimum length of 90 ft. Longer transitions may be warranted for higher speed locations. 100 ft minimum gap in striped opening for turn pocket.

DRIVE-THROUGH DESIGN

Drive-thru lane width minimum = 12 ft with 14 ft minimum knuckle at turns.

INTERSECTION & DRIVEWAY SPACING, GATED ENTRIES, BUS STOPS ETC. Intersection spacing per City General Plan (or as approved by City Engineer): Roadway/design speed (mph) Minimum spacing (ft)

Primary arterial (50) 1060 Secondary arterial (40) 600 Collectors (30) 300 Local street (25) or driveway off arterial 250 Residential street Case by case

See Access Management Manual (Transportation Research Board), Chapter 9 for additional guidance. Arterial cross sections – See City Standards 100 through 190. Pending new secondary arterial section with

bike lane = 96 ft. Landscape setback minimums – Highway 111 – 50 ft, Major and primary arterials – 20 ft, secondary

arterials and collectors – 10 ft, local streets – 0 ft. Gated access – 2 car stack (37 ft from call box to flow line), 3 car stack (62 ft from call box to flow line),

provide 25 ft gap for median opening for refusal turnaround. Provide detail of entry gate & car turnaround and stacking on gated communities.

Street intersections shall be at 90 degrees within 100 ft of the intersection tangent. Five degrees shall be the maximum allowable skew. Twenty degrees of skew may be allowable with specialized conditions with defined sight distance with ultimate construction.

Barricades and appropriate signing shown at all temporary dead end streets. Show bus stops as applicable for Sunline & local school district.

DRIVEWAYS Minimum driveway width (Village) – 24 ft. Minimum driveway width (Commercial + other) – 28 ft, 35 ft desirable, 45 ft maximum. Minimum 2 car residential driveway structural opening – 16 ft, minimum 1 car driveway structural opening

– 9 ft with maximum slope of 12%. DECELERATION LANES

Deceleration lane design according to City Engineering Bulletin 06-13. Detail all deceleration lanes, turn pockets, turn restrictors, roundabout splitter medians, etc. Provide a 75 ft minimum opening for all deceleration lanes, or equal facility.

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T Drive\Checklists – Forms & Applications\Private Water Checklist 06-01-09

City of La Quinta Public Works Department – Private Water Review Checklist (PW reviews Private Water Plans for Private Commercial Projects based on the California Plumbing Code)


Precise Grading Plan Calculation Summary – Total Demand Reference Architect Building Plan – Isometric or Equal Private Water Review Checklist (Completed) Hard copy of Fire Department approval of water system provided and confirms pipe sizing from hydraulic

analysis and modeling WATER PIPE AND METER SIZING

Pipe sizing shall be based on Section 610 and Appendix A of the California Plumbing Code (CPC). Meter shall be sized according to Section 610 and Table 6-6 of the CPC. Fire Flow/Hydraulic Analysis/Modeling dictate pipe size. Provide water line for maximum proposed

building size if future building architecture is not fully defined. Pipeline looped for dual direction and flexibility, as required.

Service line at building minimum size = ¾ inch. Service shall be sized in accordance with CPC. CVWD meter sizes as follows: ¾-inch meter with 1-inch service line and fitting, 1-inch meter with 1½ inch service line and fitting, 1½-inch meter with 2-inch service line and fitting or 2-inch meter with 2-inch service line and fitting.

WATER PIPELINE REQUIREMENTS PER CPC

No building supply pipe diameter shall be less than ¾”. Minimum residual water pressure is 15 psi unless a fixture requires more. Maximum building potable water pressure is 80 psi. Minimum pressure (fire) = 20 psi (at fire hydrant). Pipe shall have a minimum cover of 12 inches below finish grade. Disinfection of the potable water system is required per CPC Sect 609.9.

WATER PIPING MATERIAL

PVC pipe, (e.g. PVC Schedule 40 or approved equivalent material) may be used for cold water outside the building.

WATER PIPE LOCATIONS

Bottom of waterline is 1 ft or more above the top of the sewer line when crossing. Waterline placed on solid shelf excavated at one side of the common trench with a minimum clear distance

of 12-inches from the sewer or drain line. Obtain separation zones according to State of California Department of Health Services, as possible. Provide elevations at all crossings; sewer, water and storm drains to verify clearances.

VALVES & MISCELLANEOUS

Valves up to and including 2” shall be brass or other approved material. Valves beyond 2” shall have cast-iron or brass bodies.

A full-way valve shall be located on the discharge side of the water meter. Pipelines supplying water to more than 1 building shall provide a separate full-way valve to each building

(605.2). Unions shall be located within 12” of regulating equipment. Pressure absorbing valves shall be installed as close as possible to quick-acting valves. When pressures exceeds 80 psi, an approved pressure reducing valve shall be installed according to CPC

Section 608.2. Polyethylene encasement is required for materials affected by corrosive conditions south of Hwy 111 and

east of Washington. CROSS CONNECTION CONTROL

See Section 603 of the California Plumbing Code

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T Drive\Checklists – Forms & Applications\Public Water Checklist 06-01-09

City of La Quinta Public Works Department – Public Water Review Checklist

WATER PIPE SIZING Main Line Sizes: 8-inch, 12-inch (minimum size for residential, industrial, and commercial areas), 16-inch,

18-inch, 24-inch, 30-inch, 36-inch or 42-inch. If piping will serve additional areas, then sizing of minimum 12-inch lines may be increased.

Hard copy of Fire Department approval of water system provided and confirms pipe sizing from hydraulic analysis and modeling. Fire Flow/Hydraulic Analysis/Modeling dictate pipe size. Provide water line for maximum proposed building size if future building architecture is not fully defined.

Hydraulic Analysis/Modeling utilizes C Value = 120 for CML/CMC or DI per Hazen-William formula and C Value = 150 for PVC Piping.

Pipeline looped for dual direction and flexibility, as possible. Service Line Minimum Size = 1-inch. It shall be sized in accordance with Section 1009 of the Uniform

Plumbing Code. Meter sizes as follows: ¾-inch meter with 1-inch service line and fitting, 1-inch meter with 1½ inch service line and fitting, 1½-inch meter with 2-inch service line and fitting or 2-inch meter with 2-inch service line and fitting.

WATER PIPELINE REQUIREMENTS PER CVWD

18-inch pipe minimum-all frontage. Minimum pressure (static) = 60 psi (max pressure per pipe & valve manufacturer, or <100 psi). Minimum pressure (fire) = 20 psi (at fire hydrant). Maximum Velocity:

o 12-inch and smaller = 5 ft/sec o Cul-de-Sac/dead end pipelines = 10 ft/sec

Maximum Head loss: o 18-inch and greater = 2.31ft / 1000 LF

Pipe shall have a minimum cover of 36 inches. If not possible, pipe strengthening is required Polyethylene Encasement is required south of Hwy 111 and east of Washington

WATER PIPING SCHEDULE PER GENERALIZED CVWD SPECIFICATIONS – SEE CVWD FOR MORE DETAILS

Diameter Less than 8-inch DIP PVC Copper (typ. 2-inch diameter or less) 8-inch & 12-inch DIP CML/CMC 16-inch DIP CML/CMC 18-inch to 42-inch DIP CML/CMC

DIP - Ductile iron pipe (polyethylene wrapped in corrosive locations) CML/CMC – Cement mortar lined & coated steel pipe (non corrosive locations) PVC – Polyvinyl chloride pressure pipe

WATER PIPE LOCATIONS

Waterline is 1 ft or more above sewer line when crossing or encase. Waterline is 11 ft per Coachella Valley Water District (CVWD) or more away from sewer line when running

parallel. Waterline is a minimum of 5 ft or more away from storm drain or other wet utilities when running parallel. Other Separation Zones per State of California Department of Health Services (See CVWD Std W-1 and

W-2) Provide elevations at all crossings; sewer, water and storm drains.

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WATER VALVES Small Mains (12-inches or less)

o Full Line Size Gate Valves o Resilient Seat o Ductile Iron o Epoxy Coated o Lined in accordance w/American Water Works Association (AWWA) C509

Large Mains (16-inches and greater) o Full Line Size Butterfly Valves o Epoxy Lined and Coated o Ductile Iron Flanged Butterfly Valves o Class 150B in accordance with AWWA C504

Maximum Spacing for main line valves does not exceed 1000 ft or as directed by the City. Valves Located on Discharge Side of Connections (idea is to isolate minimum effected area during repair)

o Minimum 3 at Crossings o Minimum 2 at Tees o Always at beginning of Dead End Mains o City require additional valves at critical sections o Additional valves when more than 3 valves required for isolating a pipeline section.

Isolation Valves flanged to Cross or Tee within Street Intersection Isolation Valves direct buried.

WATER BACKFLOW PREVENTION

Backflow prevention found on all Domestic Water Service & Irrigation Connections for all Commercial and Industrial Buildings.

Backflow prevention found on domestic water service connections where recycle water is used on the property.

Backflow prevention found on domestic services where water from other sources may become cross-connected. Also see Title 17, Drinking Water Supplies, of the California Administration Code.

CORROSIVE SOIL DESIGN

Cathodic test stations provided when corrosive soils are encountered, City requires cathodic protection for transmission mains and major pipelines regardless of soil conditions.

Testing shall evaluate PH, Redox, Sulfide, Resistivity and Sulfate per Field and Laboratory testing. Special protective coatings for pipe and fittings provided, as applicable Test stations installed behind existing or proposed curbs to allow safe access to personnel. Test stations installed at 1000 ft intervals or as per City Engineer.

SERVICE INSTALLATIONS

Services shall not be connected to 18 inch or larger mains without City Approval. Arterial Roadway Medians and Private Projects Landscape Easements shall utilize separate meters.

FIRE HYDRANTS

Set fire hydrants behind curb 7 ft 6 inches behind FL, per City Std 636 and per CVWD Standard. Installed at 300 ft increments except on Arterial Roads 500 ft Separations on Arterials. Alternate sides of Roadway. 5 ft Minimum Separation from Driveways, Street Light, Power Pole, Sign, Fence, Walls, Etc. 12 inches behind sidewalk when sidewalk is adjacent to curb 20 inches behind curb face when sidewalk is not adjacent to curb (must have break-off check valve). Piping shall be the same as the mains and include break-off check valve.

BLOW-OFFS

Main Size Blow-Off Size 12-inch to 16-inch 4-inch 18-inch to 24-inch 6-inch > 24-inch 8-inch Located at all low points and all dead ends. Located at all upstream sides of mainline pipelines 16-inches in diameter or greater. Located as near to storm drain catch basins as possible. On Arterial streets, located prior to curb radius with service line perpendicular with mainline.

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COMBINATION AIR/VACUUM RELEASE VALVES Located at all high points. Located at all dead ends. Located at all downstream sides of mainline pipelines 16-inches in diameter or greater. On Arterial streets, located prior to curb radius with service line perpendicular with main line. Air Vac sizing shall be based on APCO APSLIDE Model or Engineering Calculations.

TEMPORARY END OF LINE APPURTENANCES 4-inch blow off installed at each end of line segment for future use. Install an air vacuum if the end of line creates a high point.

TRACER WIRE Install tracer wire on all PVC waterlines. Locator wire shall be brought to the surface of all appurtenances (i.e. fire hydrants, water services...etc).

DUCTILE IRON FITTINGS FOR PVC C900

Fittings shall be Cast Iron push on or mechanical joint with exceptions. Exceptions: with Valves shall be push-on or mechanical joint by flange. Ductile Iron shall be “Compact Ductile Iron Fittings” per ANSI/AWWA A21.53/C153. Unless specified, line w/cement motor (double thickness) & seal w/bituminous coating per ANSI A21.6 or

ANSI 21.51. Shall be encased by polyethylene per AWWA C105 at time of installation.

RESTRAINED SYSTEM – USE ON SLOPES, ETC.

PVC – Use Uni-flange or Mega-Lug DIP – Field lock gaskets or TR-Flex Joints CML & CMC Steel Pipe – Welded joints Water working pressure equal to full rating with a minimum 2:1 safety factor. All devices shall provide 360 degree of support around the circumference of the pipe. Restrained on each side of bends, tees, reducers & other fittings to be determined by EOR or

manufacturer.

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T Drive\Checklists – Forms & Applications\Checklists\WQMP Checklist revised 6-23-11 SHEET 1 OF 7

CITY OF LA QUINTA PUBLIC WORKS/ENGINEERING DEPARTMENT Water Quality Management Plan (WQMP) Checklist

Title Page

Name of Project Tract, Parcel, or Use Number Lot Number(s) if site is a portion of a Tract Design Review Number Owner/Developer Name Owner/Developer Address & Telephone Number Consulting/Engineering Firm that Prepared WQMP Consulting/Engineering Firm Address & Phone Number Name and Title of Preparer Date WQMP was Prepared/Revised

OWNER’S CERTIFICATION

Project Owner Acknowledges and Accepts the Provisions of the WQMP

TABLE OF CONTENTS Table of contents including a list of all figures and appendices.

SECTION I, PROJECT DESCRIPTION Location of Facilities Completely and Accurately Described What and Where will Activities be Conducted What kinds of Materials and Products will be Used and/or Stored How and Where will Materials be Delivered Project Location Including:

o Site Address o Planning Area/Community Name o APN Number(s) o Thomas Bros. Map Pages and Corresponding Grid(s) o Project Watershed, Sub-Watershed and Reach

Project Size to the Nearest 1/10 Acre Projects Pre and Post Quantity & Percentage of Pervious Area Projects Pre and Post Quantity & Percentage of Impervious Area Standard Industrial Classification (SIC) Code which Best Describes the Facilities Operations (Caltrans) Identification of Whether a Home Owner’s Association or Property Owner’s Association will be Formed Identifies Additional Permits/Approvals Required for the Project Including (if known at time of Preliminary

Submittal): o State Department of Fish and Game, 1601 Streambed Alteration Agreement o State Water Resources Control Board, Clean Water Act (CWA) Section 401 Water Quality

Certification; o US Army Corps of Engineers, CWA Section 404 Permit; o US Fish and Wildlife, Endangered Species Act Section 7 Biological Opinion

SECTION II, SITE CHARACTERIZATION

Identifies the Zoning or Land Use Designation Identifies Current Property Use Identifies Proposed Property Use Identifies the Availability of a Soils Report (Note: a soils report is required if infiltration BMP’s are utilized) Identifies the Availability of a Phase I Assessment. (Note: if prepared, a remediation summary and use

restrictions must be attached in Appendix H) Identifies Receiving Waters Including:

o 303(d) list impairments o Designated beneficial uses o Proximity to RARE beneficial use water bodies

SECTION III, POLLUTANTS OF CONCERN

Identify Potential Pollutants from the Project Associated from Urban Runoff Compare Potential Pollutants with Identified Impairments from Receiving Waters. Due to Past Use of Project, Identify Presence of the Following:

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o Legacy Pesticides o Nutrients o Hazardous Substances

SECTION IV, HYDROLOGIC CONDITIONS OF CONCERN – IF PROJECT RETAINS URBAN RUNOFF IN CONFORMANCE WITH CITY OF LA QUINTA ORDINANCE – SECTION IV DOES NOT NEED TO BE COMPLETED

Hydrology Condition Documentation (General) At each discharge point, identify the proximate Receiving Water(s). List all pollutants for which the Receiving Water(s) is impaired with the potential pollutants of concern

generated by the project. Discuss and compare the list of pollutants for which the proximate Receiving Waters is impaired If Project is Not Exempt, Document: Discharge Flow Rates, Velocities, Durations, Volumes

Volumetric Treatment Control a. The 85th percentile 24-hour event determined as the maximized capture Storm Water volume

for the area, from the formula recommended in Urban Runoff Quality Management, Water Environment Federation Manual of Practice No. 23/ASCE Manual of Practice No. 87, (1998); or

b. Volume based on California Stormwater Best Management Practices Handbook – Industrial/Commercial (2003). (See Graph WQM1).

c. The volume of runoff produced from a historical-record based reference 24-hour rainfall criterion fro “treatment” that achieves approximately the same reduction in Pollutant loads achieved by the 85th Percentile 24-hour runoff event; or

d. The method approved in the County Water Quality Management Plan for Urban Runoff, dated September 17, 2004.

Method A 1. Storing the entire volume of the post development 2-year, 24-hour hydrograph 2. Releasing the post-development 2-year, 24-hour volume at flow rates less than or equal to the

predevelopment 2-year, 24-hour peak flow rate. 3. Releasing the post-development 10-year, 24-hour flow at rates less than or equal to the

predevelopment 10-year, 24-hour peak flow rate. 4. Passing the 100-year storm event without damage to the facility. 5. Controlling outlet velocities such that downstream erosion and habitat loss is minimized. Method B Any method acceptable to the Co-Permittee that: 1. Assesses the hydrologic impacts of the increased impervious area on downstream erosion,

sedimentation and stream habitat. 2. Implements side design, source control, and /or Treatment Control BMP’s capable of mitigating the

assessed hydrologic impacts. o An alternative treatment design criteria, appropriate for the unique arid hydrologic conditions of the

Whitewater River Region that has been proposed by the Permittees and is acceptable to the Executive Officer.

Flow-Based BMP Design Criteria a. The maximum flow rate of runoff produced from a rainfall intensity of 0.2 inch of rainfall per hour, for each

hour of a storm event; or b. The maximum flow rate of runoff produced by the 85th percentile hourly rainfall intensity (for each hour of

the storm event), as determined from the local historical rainfall record, multiplied by a factor of two; or c. The maximum flow rate of runoff for each hour of a storm event, as determined from the local historical

rainfall record that achieves approximately the same reduction in Pollutant loads and flows as achieved by mitigation of the 85th percentile hourly rainfall intensity multiplied by a factor of two; or

d. An alternative treatment design criteria, appropriate for the unique arid hydrologic conditions for the Whitewater River Region proposed by the Permittees and accepted by the Executive Officer.

SECTION V, BEST MANAGEMENT PRACTICES & LEVEL OF MITIGATION

All BMPs shall be located at least 500 feet horizontally from water supply wells. Site Design BMP’s (Show on Site Plan in Appendix B)

a. Completed Table 1. Site Design BMP’s b. Includes Narrative Describing which Site Design Concepts were Incorporated into Project Plans

List and describes all Routine Source BMPs (Non structural and Structural)

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Describes the implementation frequency and identifies the entity or party responsible for implementation of each Non-Structural BMP.

Treatment Control BMPs not required for preliminary WQMP. Identify each BMP that requires Operation & Maintenance (O&M) Provides a thorough description of O&M activities, the O&M process, and the handling and placement of

any wastes. Provides BMP start-up dates Provide a schedule of the frequency of O&M for each BMP Identify the parties responsible for O&M and Provide a written agreement with the entities responsible for O&M (i.e. HOA, POA, CC&Rs, formation of

maintenance or assessment districts, Covenant and Agreement) Identify self-inspection and record-keeping requirements for BMPs including responsible parties. Provides thorough description of water quality monitoring including parameters and frequency, if

applicable.

SECTION VI, FUNDING Identify the funding source(s) for the operation and maintenance of each Treatment Control BMP. Where a public agency is identified as the funding source and responsible party for Treatment Control

BMPs, a copy of the written agreement stating the public agency's acceptance of these responsibilities will be included as part of Appendix G.

Site Design BMP’s (Show on Site Plan in Appendix B)

APPENDIX A (Not Required for Preliminary WQMP)

Includes a complete copy of the final Conditions of Approval APPENDIX B

Includes a Vicinity Map (show site relevant to arterial streets). Includes a Site Plan depicting the following project features:

A. Location and identification of all structural and treatment BMPs B. Landscape Areas C. Paved Areas and intended use D. Structures with Intended Use E. Facilities with Intended Use. F. Project Feature Areas with Intended Use. G. Infrastructure (streets, storm drains…etc) that will revert to public agency ownership and

operation. H. Existing private and public storm drainage facilities (inlets, outlets, basins…etc). I. Proposed private and public storm drainage facilities (inlets, outlets, basins…etc). J. Location of Receiving Waters to which project directly or indirectly discharges. K. Location of points where onsite (or tributary offsite) flows exits the project site. L. Proposed drainage area boundaries, including tributary offsite areas, for each location where

flows exit the property/project site (Each tributary area should be clearly denoted). M. Pre- and post-project topography.

APPENDIX C

Supporting detail (i.e., engineering studies, calculations, and reports) related to Hydrologic Conditions of Concern, if applicable.

APPENDIX D (NOT REQUIRED FOR PRELIMINARY WQMP)

Include copies of educational materials that will be used in implementing the project-specific WQMP APPENDIX E

Includes the required Soils Report if infiltration BMPs are proposed

178


APPENDIX F (NOT REQUIRED FOR PRELIMINARY WQMP) Includes supporting engineering calculations for Treatment Control BMP sizing and Treatment Control

BMP design details. If project retains urban runoff in conformance with City of La Quinta Oridinance, include 100 year storm retention volume calculation summary.

APPENDIX G (NOT REQUIRED FOR PRELIMINARY WQMP)

Includes copies of the CC&Rs, Covenants and Agreements Other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and

implementation of the project-specific WQMP requirements. APPENDIX H

Includes a Phase 1 Environmental Site Assessment- Summary of Site Remediation Conducted and Used Restrictions. (If Required for Planning Department). If Phase 1 not required, submit historic photos showing Phase I not required.

Provide Phase 2 Environmental Site Assessment if applicable per the Phase I. (Required during Preliminary or Final submittal shall be based on applicable BMP requirements).

179


CITY OF LA QUINTA PUBLIC WORKS/ENGINEERING DEPARTMENT Preliminary Water Quality Management Plan (WQMP) Scope of Work

Note: Referenced Sections refer to the City WQMP Checklist and Whitewater River Region Water Quality Management Plan for Urban Runoff TITLE PAGE SECTION I - Project Description - Facilities, Location, Size, Pre and Post Construction Quantity & Percentage of Pervious and Impervious Areas, Facility SIC Code, Permits required for the Project. SECTION II - Site Characterization - Zoning, Current and Project Property Use, Soils Report, Phase 1 Assessment and Identification of Receiving Waters Including: 303(d) list impairments, Designated Beneficial Uses and Proximity to RARE Beneficial Use water bodies. SECTION III - Pollutants of Concern - Table listing Pollutant Category, Potential for Presence on Project and Pollutants impairing Receiving Waters. Cross Reference with Appendix B. SECTION IV - Hydrologic Conditions of Concern - Document Discharge Flow Rates, Velocities, Durations, Volumes per Treatment Method/Development. Cross Reference with Appendix B & F. Supporting Hydrology Calculations for Volumetric Treatment Control or Flow Rate Treatment Control. Segregate Developments by Treatment Method (as applicable using infiltration basins, drywells or alternative treatment systems) for pollutants of concern. SECTION V - Best Management Practices - Site Design, Source Control and Treatment Control. Tables included which identify applicable Site Design BMPs, Non Structural and Structural Source Control BMPs and Treatment Control BMPs. Cross Reference with Appendix B. APPENDIX B - Vicinity Map, WQMP Site Plan and Receiving Waters Map APPENDIX F - Includes supporting engineering calculations (including completed Design Procedure Forms) for Treatment Control BMP sizing and Treatment Control BMP design details. If project retains urban runoff in conformance with City of La Quinta Ordinance, include 100 year storm retention volume calculation summary.

APPENDIX H - Includes a Phase I Environmental Site Assessment summary of site remediation conducted and use restrictions if required by Planning Department. If Phase I not required, submit historic photo research on history of site. Please call 760-777-7075 or Riverside County for links to historic photos. APPENDIX I - Project specific WQMP summary data form.

180


CITY OF LA QUINTA PUBLIC WORKS/ENGINEERING DEPARTMENT Final Water Quality Management Plan (WQMP) Scope of Work

Note: Referenced Sections refer to the City WQMP Checklist and Whitewater River Region Water Quality Management Plan for Urban Runoff

TITLE PAGE OWNER’S CERTIFICATION - Signed Statement that the Project Owner acknowledges and accepts the provisions of the WQMP.

TABLE OF CONTENTS - Table of Contents including a list of all Figures and Appendices.

SECTION I - Project Description - Facilities, Location, Size, Pre and Post Construction Quantity & Percentage of Pervious and Impervious Areas, Facility SIC Code, Permits required for the Project. SECTION II - Site Characterization - Zoning, Current and Project Property Use, Soils Report, Phase 1 Assessment and Identification of Receiving Waters Including: 303(d) list impairments, Designated Beneficial Uses and Proximity to RARE Beneficial Use water bodies. Cross Reference with Appendices E & H. SECTION III - Pollutants of Concern - Table listing Pollutant Category, Potential for Presence on Project and Pollutants impairing Receiving Waters. Cross Reference with Appendix B. SECTION IV - Hydrologic Conditions of Concern - Document Discharge Flow Rates, Velocities, Durations, Volumes per Treatment Method/Development. Cross Reference with Appendix B & F. Supporting Hydrology Calculations for Volumetric Treatment Control or Flow Rate Treatment Control. Segregate Developments by Treatment Method (as applicable using infiltration basins, drywells or alternative treatment systems) for pollutants of concern. SECTION V - Best Management Practices - Site Design, Source Control and Treatment Control. Tables included which identify applicable Site Design BMPs, Non Structural and Structural Source Control BMPs and Treatment Control BMPs. Cross Reference with Appendix B. SECTION VI - Operation and Maintenance - Table provided to identify O&M requirements, Inspection Frequency, Start Dates and Responsible Parties. Cross Reference with Appendix G.

SECTION VII - Identification of the Funding Source(s) - Define funding for BMP implementation, Operation and Maintenance prior to and following project completion and ownership changes (as applicable). Cross Reference with Appendix G.

APPENDIX A - Final Conditions of Approval APPENDIX B - Vicinity Map, WQMP Site Plan and Receiving Waters Map APPENDIX C - Supporting background detail related to Hydrologic Conditions of Concern – Confirmation that runoff discharged into an applicable Channel, in compliance with current MS4 permit, design, source and treatment control BMP reduce pollutants and discharge is authorized by Co-Permittee. APPENDIX D - Educational materials per Riverside County Education Staff (www.rcflood.org) used for implementing the project-specific WQMP. APPENDIX E - Soils Report with Percolation Testing per City of La Quinta Engineering Bulletin EB06-16. APPENDIX F - Includes supporting engineering calculations (including completed Design Procedure Forms) for Treatment Control BMP sizing and Treatment Control BMP design details. If project retains urban runoff in conformance with City of La Quinta Ordinance, include 100 year storm retention volume calculation summary.

APPENDIX G - Includes copies of the CC&Rs, Maintenance Agreements or Other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project-specific WQMP requirements.

181


Legal description and plat stamped by Registered Surveyor to be attached to the applicable CC&R or Maintenance Agreement for recordation at Riverside County. APPENDIX H - Phase 2 Environmental Site Assessment if recommended by the Phase I ESA. Note, Phase 2 may be required submittal during the Preliminary WQMP if BMP are needed to mitigate Phase I or Phase 2 pollutants.

182

AUTHORIZATION TO REMOVE GRAFFITI FROM PRIVATE PROPERTY

In an effort to assist property owners, the City of La Quinta would like to extend to you a graffiti removal service, free of charge. The City has hired a private contractor to abate graffiti on commercial sites within twenty four (24) hours. In order to use this service, however, the City must have a ‘Right of Entry” to gain access to your commercial property or Development to abate graffiti.

RIGHT OF ENTRY The undersigned property owner authorizes the City of La Quinta, in conjunction with CROWSON MANAGEMENT SERVICES (Contractor), to enter my private property between the hours of 7:30 a.m. and 5:30 p.m. for the purposes of removing or covering graffiti with matching paint (to contractor’s reasonable ability) from the premises. I understand that removal of the graffiti will be done at no cost to me. I understand that this consent form is valid from the date of signature. PROPERTY BUSINESS NAME: _____________________________________________________________ PROPERTY ADDRESS: ______________________________________ AUTHORIZING INDIVIDUAL: _________________________________ AUTHORIZING SIGNATURE OF PROPERTY OWNER: _____________________________________________________________ TODAY’S DATE: ____________________________________________ CONTACT PHONE #: ________________________________________ CONTACT EMAIL: __________________________________________

183

Attention business owners…

Expansion of Graffiti Abatement Services The City of La Quinta has initiated a program to expand graffiti abatement services to commercial properties. The City has entered into an agreement with Crowson Management Services, a private contractor, to provide commercial properties with FREE graffiti abatement. If you have graffiti on your commercial property we require a release form* to allow Crowson Management Services access to your property. If you are leasing the property, we require that your property owner sign and return this form. The form can be completed on line and then mailed or faxed to: City of La Quinta Attention: Public Works Department 78-495 Calle Tampico La Quinta, Ca 92253 Fax completed form to: (760) 777-7155 Please note the form must be completed with all information requested AND a signature is required. Please continue to report all graffiti problems by calling the City of La Quinta Graffiti Hotline at (760) 777-7095 or go to a Request City Service at the following link: www.la-quinta.org/servicerequests/servicerequest.aspx

184

http://www.la-quinta.org/servicerequests/servicerequest.aspx

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Feet

LA QUINTA BENCHMARK MAP - JUNE 2008

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Date Printed: 6/25/2008

CONTROL SURVEY MONUMENT RECOVERYCITY OF LA QUINTA

Epoch: 2007.0

CCS 83, Zone 6 CoordinatesHorizontal CoordinatesEllipsoidal Coordinates, GRS 80

NAD 83 Coordinates

Northing: 672,467.304Longitude: 116 17 51.86843

Recovery By: RBF Date: May 2008

GPS Useable: Yes

Center Mark: NailStamping: Country Surveyor

Monument Description:1" Iron Pipe with nail and tag in Monument Well, down 0.6'.

Notes:

Number: 055Name: MILES AVENUE / WASHINGTON STREET

Location:Intersection of Washington Street and Miles Avenue.

33 43 18.32649

Ellipse Height (m): 3.397

Accuracy: 1 cm Survey by: RBF Adj.: May 2008

NAVD88: 36.276Adj. Date

May 2008

Survey By

RBF

Accuracy

1 cm

NGVD29: 116.801 May 2008RBF 2 cm

Easting: 1,995,575.2102,206,253.156,547,149.67

Combined Factor: 0.99997645

Meters US Survey Feet

Elevation (MSL)

Latitude:Deg. Min. Seconds

Epoch Date

July 2002

July 2002

Meters Feet

119.016

Looking Northeast

RBF ConsultingJN 20-100890.001

186



Epoch: 2007.0


NAD 83 Coordinates



GPS Useable: Yes

Center Mark:Stamping:

Monument Description:1" Iron Pipe with rectangular plug and brass tack in monument well, down 1.2'.

Notes:

Number: 065Name: MILES AVENUE / ADAMS STREET

Location:Center of the intersection of Miles Avenue and Adams Street.

33 43 18.61254

Ellipse Height (m): -4.195



May 2008

Survey By

RBF

Accuracy

2 cm

NGVD29: 92.045 May 2008RBF 2 cm

Easting: 1,996,641.4312,206,280.656,550,647.76



Elevation (MSL)


Epoch Date

July 2002

July 2002

Meters Feet

94.256

Looking Northeast


187



Epoch: 2007.0


NAD 83 Coordinates



GPS Useable: No

Center Mark: +Stamping: Y1462

Monument Description:3" NGS brass disk in large rock, stamped "y1462", down 0.1'.

Notes:

Number: 080Name: HIGHWAY 111 @ WHITEWATER CHANNEL

Location:22.5'sourtherly of curb face of Highway 11, across from Cliff House entrance.

33 42 57.66531




May 2008

Survey By

RBF

Accuracy

1 cm

NGVD29: 92.147 May 2008RBF 2 cm

Easting: 1,995,434.5362,204,164.906,546,688.14



Elevation (MSL)


Epoch Date

July 2002

July 2002

Meters Feet

94.361

Looking South


188



Epoch: 2007.0


NAD 83 Coordinates



GPS Useable: Yes

Center Mark: +Stamping: City of Palm Desert

Monument Description:2" brass disk in TC stamped "City of Palm Desert Benchmark #131", flush.

Notes:

Number: 156Name: WASHINGTON STREET / AVENUE 42

Location:84 feet south of the E.C.R. of the southeast curb return at the intersection of Washington Street and Avenue 42.

33 44 35.42444

Ellipse Height (m): 3.867



May 2008

Survey By

RBF

Accuracy

2 cm

NGVD29: 118.397 May 2008RBF 2 cm

Easting: 1,994,998.6012,214,047.266,545,257.91



Elevation (MSL)


Epoch Date

July 2002

July 2002

Meters Feet

120.602

Looking North


189



Epoch: 2007.0


NAD 83 Coordinates


Recovery By: RBF Date: March 2008

GPS Useable: Yes

Center Mark: Punch MarkStamping: City of La Quinta Benchmark

Monument Description:3.5" Brass disk in curb, flush

Notes:90 feet north of catch basin

Number: 205Name: EISENHOWER DRIVE / AVENUE 50

Location:80 feet south of B.C.R. of the southeast curb return at the intersection of Eisenhower Drive and Avenue 50.

33 41 3.88499


Accuracy: 1 cm Survey by: RBF Adj.: March 2008


March 2008

Survey By

RBF

Accuracy

1 cm

NGVD29: 37.162 March 2008RBF 2 cm

Easting: 1,994,634.3292,192,665.246,544,062.79



Elevation (MSL)


Epoch Date

July 2002

July 2002

Meters Feet

39.411

Looking North


190



Epoch: 2007.0


NAD 83 Coordinates



GPS Useable: No

Center Mark: Punch MarkStamping: RIV CO SUR

Monument Description:2.5" brass disk in concrete, stamped "RIV CO SUR", flush.

Notes:

Number: 235Name: AVENUE 50 / MADISON STREET

Location:Southwest corner of intersection of Avenue 50 and Madison Street, on channel abutment.

33 41 7.04654




May 2008

Survey By

RBF

Accuracy

2 cm

NGVD29: 27.578 May 2008RBF 2 cm

Easting: 1,999,861.3962,192,979.936,561,211.93



Elevation (MSL)


Epoch Date

July 2002

July 2002

Meters Feet

29.789

Looking West


191



Epoch: 2007.0


NAD 83 Coordinates



GPS Useable: Yes


Monument Description:3.5" Brass disk in curb, flush

Notes:150 feet west of school entrance

Number: 245Name: CALLE TAMPICO / EISENHOWER DRIVE

Location:110 feet east of B.C.R. of the northest curb return at the intersection of Calle Tampico and Eisenhower Drive.

33 40 40.97441




March 2008

Survey By

RBF

Accuracy

1 cm


Easting: 1,994,672.0182,190,349.376,544,186.45



Elevation (MSL)


Epoch Date

July 2002

July 2002

Meters Feet

47.922

Looking West


192



Epoch: 2007.0


NAD 83 Coordinates



GPS Useable: Yes


Monument Description:3.5" Brass disk in curb, flush.

Notes:170 feet east of bus stop structure

Number: 255Name: CALLE TAMPICO / WASHINGTON STREET

Location:70 feet west of E.C.R. of the northwest curb return at the intersection of Calle Tampico and Washington Street.

33 40 41.73596




March 2008

Survey By

RBF

Accuracy

1 cm


Easting: 1,995,797.4832,190,424.536,547,878.91



Elevation (MSL)


Epoch Date

July 2002

July 2002

Meters Feet

38.947

Looking East


193



Epoch: 2007.0


NAD 83 Coordinates



GPS Useable: Yes

Center Mark: Punch MarkStamping: "LS --98"

Monument Description:1-1/2" Copperweld stamped "LS --98", flush.

Notes:Only partial stamping due to damage

Number: 430Name: AVENUE 54 / JEFFERSON STREET

Location:Center intersection of Avenue 54 and Jefferson Street.

33 39 23.36500




May 2008

Survey By

RBF

Accuracy

2 cm

NGVD29: 3.216 May 2008RBF 2 cm

Easting: 1,998,327.5222,182,500.426,556,192.67



Elevation (MSL)


Epoch Date

July 2002

July 2002

Meters Feet

5.467

Looking North


194



Epoch: 2007.0


NAD 83 Coordinates



GPS Useable: Yes


Monument Description:3.5" Brass disk in concrete, flush.

Notes:In the northwest corner of catch basin

Number: 440Name: MADISON STREET / AVENUE 54

Location:260 feet south of B.C.R. of the southeast curb return at the intersection of Madison Street and Avenue 54.

33 39 20.73787



NAVD88: -2.169Adj. Date

March 2008

Survey By

RBF

Accuracy

1 cm

NGVD29: -9.350 March 2008RBF 2 cm

Easting: 1,999,895.0572,182,234.256,561,322.37



Elevation (MSL)


Epoch Date

July 2002

July 2002

Meters Feet

-7.116

Looking Northwest


195



Epoch: 2007.0


NAD 83 Coordinates



GPS Useable: Yes


Monument Description:3.5" Brass disk in curb, flush.

Notes:180 feet east of curb end

Number: 655Name: STONE CREEK WAY / AVENUE 58

Location:270 feet west of the E.C.R. of the Northwest curb return at the intersection of Stone Creek Way and Avenue 58.

33 37 39.53426




March 2008

Survey By

RBF

Accuracy

1 cm


Easting: 1,998,769.9132,172,004.926,557,630.96



Elevation (MSL)


Epoch Date

July 2002

July 2002

Meters Feet

-26.431

Looking North


196



Epoch: 2007.0


NAD 83 Coordinates



GPS Useable: Yes

Center Mark: Punch markStamping: City of La Quinta Benchmark

Monument Description:3.5" Brass disk in concrete, flush

Notes:In southeast corner of a catch basin

Number: 660Name: MADISON STEET / AVENUE 58

Location:3 feet north of the E.C.R. of the northeast curb return at the the intersection of Madison Street and Avenue 58.

33 37 39.97700




March 2008

Survey By

RBF

Accuracy

1 cm


Easting: 1,999,945.4902,172,049.426,561,487.83



Elevation (MSL)


Epoch Date

July 2002

July 2002

Meters Feet

-45.135

Looking Southwest


197



Epoch: 2007.0


NAD 83 Coordinates



GPS Useable: Yes



Notes:In front of fire hydrant

Number: 770Name: AVENUE 60 / MADISON STREET

Location:80 feet east of centerline of Madison Street in the south curb of east bound Avenue 60.

33 36 45.63299




March 2008

Survey By

RBF

Accuracy

1 cm


Easting: 1,999,951.4102,166,556.406,561,507.25



Elevation (MSL)


Epoch Date

July 2002

July 2002

Meters Feet

-30.897

Looking West


198



Epoch: 2007.0


NAD 83 Coordinates



GPS Useable: Yes



Notes:10 feet west of transformer pad

Number: 780Name: AVENUE 60 / MONROE STREET

Location:45 feet west of the B.C.R. of the southwest curb return at the intersection of Avenue 60 and Monroe Street.

33 36 45.80975




March 2008

Survey By

RBF

Accuracy

1 cm


Easting: 2,001,504.2412,166,574.656,566,601.83



Elevation (MSL)


Epoch Date

July 2002

July 2002

Meters Feet

-74.243

Looking East


199

RESOLUTION NO. 2007-108

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF LA QUINTA, CALIFORNIA DESIGNATING SPEED LIMITS FOR CERTAIN LOCAL STREETS

WHEREAS, the California Vehicle Code authorizes cities to designate and regulate speed zones within their jurisdictions; and

WHEREAS, the City Council finds it appropriate to designate speed limits on the following local streets to facilitate safe and orderly traffic flow; and

WHEREAS, said designation shall be made by resolution; and WHEREAS, in accordance with the provisions of Title 1.20 of the La Quinta

Municipal Code, an engineering and traffic survey has been performed on certain specified local streets; and

WHEREAS, the following designated prima facie speed limits are based on the results of the engineering and traffic survey.

NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF LA QUINTA DOES HEREBY FIND, DETERMINE, RESOLVE AND ORDER THAT: the following prima facie speed limits are most appropriate to facilitate the orderly movement of traffic and to be reasonable safe.

Street Segment Speed Limit (mph)

Adams Street Fred Waring Drive to Miles Avenue 45

Adams Street Miles Avenue to Highway 111 45

Adams Street Highway 111 to Avenue 48 45

Airport Boulevard Madison Street to Monroe Street 55

Avenida La Fonda Washington Street to Desert Club Drive 30

Avenida Bermudas Calle Tampico to Avenue 52 30

Avenida Bermudas Avenue 52 to Calle Tecate 45

Avenida Montezuma Avenida Carranza to Calle Potrero 30

Avenue 50 Eisenhower Drive to Washington Street 45

Avenue 50 Washington Street to Jefferson Street 50

200

Resolution 2007- City Council Speed Limit Adopted: November 20, 2007

Page 2

Avenue 52 Avenida Bermudas to Washington Street 50

Avenue 52 Washington Street to Jefferson Street 50

Avenue 54 Madison Street to Jefferson Street 55

Avenue 54 Madison Street to Monroe Street 55

Avenue 58 Jefferson Street to Madison Street 50



Avenue 60 Madison Street to West End N/A

Calle Sinaloa Eisenhower Drive to Avenida Bermudas 40

Calle Tampico Eisenhower Drive to Washington Street 40

Calle Tampico Washington Street to Park Avenue 35

Calle Tecate Avenida Bermudas to Avenida Madero 35

Caleo Bay Drive Avenue 47 to Avenue 48 30

Desert Club Drive Avenue 52 to 1,300' N/O Calle Tampico 30

Dune Palms Road Fred Waring Drive to Miles Avenue 45

Dune Palms Road Miles Avenue to Highway 111 45

Dune Palms Road Highway 111 to Avenue 48 45

Eisenhower Drive Washington Street to Calle Tampico 45

Eisenhower Drive Calle Tampico to Avenida Bermudas 40

Fred Waring Drive Washington Street to Jefferson Street 50

Jefferson Street North City Limit to Fred Waring Drive 55

Jefferson Street Fred Waring Drive to Miles Avenue 50

Jefferson Street Westward Ho Drive to Highway 111 55

Jefferson Street Highway 111 to Avenue 54 55

Jefferson Street Avenue 58 to Quarry Lane 40

Madison Street Avenue 54 to Avenue 58 50

Madison Street Avenue 58 to Avenue 60 50

201

Resolution 2007- City Council Speed Limit Adopted: November 20, 2007

Page 3

Miles Avenue Washington Street to Jefferson Street 50

Monroe Street Avenue 52 to Avenue 54 55

Monroe Street Avenue 54 to Airport Boulevard 55

Monroe Street Airport Boulevard to Avenue 58 55



Palm Royale Drive Washington Street to Fred Waring Drive 30

Park Avenue Avenue 50 to Calle Tampico 40

Sagebrush Avenue Washington Street to Date Palm Drive 35

Washington Street Fred Waring Drive to Miles Avenue 50

Washington Street Miles Avenue to Highway 111 50

Washington Street Highway 111 to Eisenhower Drive 50

Washington Street Eisenhower Drive to Avenue 50 50

Washington Street Avenue 50 to Calle Tampico 50

Washington Street Calle Tampico to Avenue 52 50

Westward Ho Drive Dune Palms Road to Roadrunner Lane 35

Westward Ho Drive Adams Street to Dune Palms Road 30

202

RESOLUTION NO. 2009-067

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF LA QUINTA DESIGNATING SPEED LIMITS FOR CERTAIN LOCAL STREETS

WHEREAS, the California Vehicle Code authorizes cities to designate and regulate speed zones within their jurisdictions; and

WHEREAS, the City Council finds it appropriate to designate speed limits on the following local streets to facilitate safe and orderly traffic flow; and

WHEREAS, said designation shall be made by resolution; and WHEREAS, the City Council adopted Resolution 2007-108 on November 20,

2007 designating speed limits for 56 street segments; and WHEREAS, the City Council finds it appropriate to designate speed limits for

16 additional street segments; and WHEREAS, in accordance with the provisions of Title 12.20.020 of the La

Quinta Municipal Code, an engineering and traffic survey has been performed on certain specified local streets; and

WHEREAS, the following designated prima facie speed limits are based on the results of the engineering and traffic survey.

NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF LA QUINTA DOES HEREBY FIND, DETERMINE, RESOLVE AND ORDER THAT: the following prima facie speed limits are most appropriate to facilitate the orderly movement of traffic and to be reasonable safe.

Street Segment Speed Limit (mph)

Adams Street Darby Road to Fred Waring Drive 40 Avenue 47 Washington Street to Adams Street 40

Avenue 48 Washington Street to Adams Street 50

Avenue 48 Adams Street to Dune Palms Road 50

Avenue 48 Dune Palms Road to Jefferson Street 50

Avenue 50 Jefferson Street to West Boundary of Mountain View Tract

45

Avenue 50 West Boundary of Mountain View Tract to East Boundary of Mountain View Tract

50

204

Resolution 2009- City Council Speed Limit Adopted: August 4, 2009

Page 2

Avenue 50 East Boundary of Mountain View Tract to Madison Street

50

Avenue 52 Madison Street to Jefferson Street 50 Avenue 52 Jefferson Street to West Boundary of

Hideaway Tract 50

Avenue 52 West Boundary of Hideaway Tract to Madison Street

50

Avenue 52 Madison Street to Monroe Street 50 Avenida Bermudas Calle Arroba to Calle Madrid 35 Madison Street Avenue 50 to Avenue 52 50 Madison Street Avenue 52 to Avenue 54 50 Washington Street Fred Waring Drive to Darby Road 50

PASSED, APPROVED and ADOPTED at a regular meeting of the La Quinta

City Council held on this 4th day of August, 2009, by the following vote: AYES: NOES: ABSENT: ABSTAIN:

________________________________ DON ADOLPH, Mayor City of La Quinta, California

ATTEST: _________________________________________________ VERONICA J. MONTECINO, CMC, City Clerk City of La Quinta, California

205

Resolution 2009- City Council Speed Limit Adopted: August 4, 2009

Page 3

APPROVED AS TO FORM: _______________________________________ M. KATHERINE JENSON, City Attorney City of La Quinta, California

206

LegendFIRE Station (Existing & Proposed)

èé Existing Traffic Signalèé City of Indio Maintained Traffic Signalsèé Planned / Proposed Traffic Signals

Proposed Pan / Tilt / Zoom VideoExisting Wireless Interconnect*Existing Wire InterconnectPlanned / Proposed Wire Interconnect

") Field Master Controller with Master CabinetProposed South Valley ParkwayCOLQCityLimitsCity Hall - Traffic Operation Center

Darby Rd

Fred Waring Dr

Miles Ave

WestwardHo Dr

Highway 111

Highway 111

Avenue 48

Avenue 49

Avenue 50 Avenue 50

Calle Tampico

Avenue 52

Avenue 52

Avenue 54Avenue 54

Airport Blvd

Avenue 58

Avenue 60

Avenue 61

Avenue 62

Village Center Dr Pomelo

Lake La Quinta Dr

Channel Dr

Palm Royale Dr

Via Sevilla(Possible Install by City of Indian Wells)

Wash

ingto

n St

Wash

ingto

n St

Eisen

howe

r Dr

Adam

s St

Dune

Palm

s Rd

Dune

Palm

s Rd

Caleo

Bay

Park

St

Jeffe

rson

St

Jeffe

rson

St

Orch

ard L

n

Madis

on St

Madis

on St

Monr

oe S

tMo

nroe

St

Jack

son S

t

Cetri

no

Existing Roundabout

Prop

osed

Jeffe

rson

St

Reali

gnme

nt

Ave 47

PedestrianOnly

(Planned Installationby City of Indio)

*Recommended for Future Replacement to Wire Interconnect

Sam's Club

CorporateCentre Dr

AvenidaMontezuma

Seeley Dr

Aven

ida B

ermud

asDe

sert

Club

µ TRAFFIC SIGNAL MASTER PLAN

September 2010

T:\GI

S Di

vision

\Tran

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\Traff

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Plan

- With

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l.mxd

209

Summary of Impact Fees

Land Use Type

Development

Units

Transportation

Parks/ Rec.

Civic

Center

Fire

Protection

Libraries

Community

Centers

Street Maint. Fac.

Park

Maint. Fac.

Total

Res (SFD) 1 DU 2 $3,592 $1,773 $1,089 $612 $334 $104 $158 $51 *$4,475

Res (SFA) 3 DU $3,592 $1,773 $182 $102 $334 $104 $158 $51 *$3,374

Res (MFO) 4 DU $2,098 $1,773 $280 $157 $334 $104 $92 $51 *$2,745

Office/Hosp. KSF $6,931 - $135 $76 - - $309 - $7,451

General Com. KSF 5 $5,648 - $639 $360 - - $252 - $6,899

Tourist Com. Room $1,826 - $189 $107 - - $81 - $2,204

Golf Courses Acre $668 - $158 $89 - - $30 - $945

*Note: residential fees shown are temporary and will be considered by City Council again in October 2009.

210