Concord City Council
April 12, 2022

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Development Agreement

Amendment to the Transportation and Circulation Element of the Concord 2030 General Plan and the Housing Element Update 2014-2022), the Concord Trails Master Plan, the Downtown Specific Plan, and zoning provisions set forth in the Municipal Code, and the Concord Citywide Climate Action Plan; each as in force on the Effective Date, shall be applicable to the Project and the Cannabis Business.
ii. New Land Use Laws. Notwithstanding Section 3.C.3.i above, the following New City Laws shall be effective if uniformly applied on a City-wide basis to all substantially similar types of development projects and properties:

1. New City Laws that relate to or impose charges as
described in Section 4 (Fees, Exactions, Reimbursements).

2. New City Laws that relate to hearing bodies, petitions, applications, notices, findings, records, hearings, reports, recommendations, appeals and any other matter of procedure; New City Laws that revise City’s uniform construction codes, including City’s building code, plumbing code, mechanical code, electrical code, fire code, grading code and other uniform construction codes; and

3. All New City Laws that are necessary to protect physical health and safety of the public.

4. Laws Relating to Cannabis Businesses.
i. Existing Cannabis Laws. The City’s laws, regulations, and policies regarding cannabis-related business operations, including the Cannabis Ordinance, each as in force on the Effective Date, shall be applicable to the Project and the Cannabis Business. ii. New Cannabis Laws. Notwithstanding Section 3.C.4.i above, New City Laws that constitute changes to the Cannabis Ordinance shall be effective if such changes are uniformly applied on a City-wide basis to all substantially similar types of Cannabis Businesses, and provided such changes do not prohibit operation of the Cannabis Business at the Property or restrict the sale of Cannabis, Cannabis Products, or Cannabis Accessories (as those terms are defined in Cannabis Ordinance Section 5.80.20. Developer shall not be required to submit a sensitive land use hardship application pursuant to Cannabis Ordinance Section 5.80.060(f) in order to continue Cannabis Business operations at the Property pursuant to this Agreement and the Developer Cannabis License. Developer acknowledges and agrees that nothing in this Agreement restricts the power of City to amend the Cannabis Ordinance with respect to the permitted number and type of City Cannabis Licenses.

D. Acknowledgement of Receipt of City Fee Schedule and Municipal Code. City has provided Developer, and Developer acknowledges receipt of, the Municipal Code (https://www.codepublishing.com/CA/Concord) and the City’s fee schedule (http://www.cityofconcord.org/citygov/municode/feescharges/fees-charges.pdf), which are in force and effect as of the Effective Date. Copies of both documents are available in the City Clerk’s office and are incorporated herein by this reference.

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E. Regulation by Other Public Agencies. City and Developer acknowledge and agree that other governmental or quasi-governmental entities not within the control of City possess authority to regulate aspects of the development of the Property and/or the Project, and/or operation of the Cannabis Business, and that this Agreement does not limit the authority of such other public agencies. City, at Developer’s sole cost and expense, shall reasonably cooperate with Developer in Developer’s effort to obtain such permits and approvals as may be required by other governmental or quasi-governmental entities in connection with the development of, or the provision of services to, the Property and/or the Project, and/or operation of the Cannabis Business. City shall have no obligation to incur any costs, without compensation or reimbursement from Developer, or to amend any City policy, regulation or ordinance in connection therewith.

F. Development Agreement Annual Review.

1. Purpose. As required by California Government Code Section 65865.1 and Municipal Code Section 18.460.090, City and Developer shall review this Agreement and all actions taken pursuant to the terms of this Agreement with respect to the development of the Project and operation of the Cannabis Business every 12 months from the date this Agreement is recorded to determine compliance with this Agreement.

2. Conduct of Annual Review. The annual review shall be conducted as provided in this Agreement and the Development Agreement Ordinance. If the Planning Division finds and determines that Developer has not complied in good faith with the terms and conditions of this Agreement, including commitments regarding Community Benefits, a public hearing shall be held by the City Council, at which time Developer must demonstrate good faith compliance with the terms and conditions of this Agreement. The burden of proof of good faith compliance is on Developer. The City Council shall determine, upon the basis of substantial evidence, whether or not Developer has, for the time period under review, complied in good faith with the terms and conditions of this Agreement. If the City Council finds and determines, based upon substantial evidence, that Developer has complied in good faith with the terms and conditions of this Agreement during the period under review, no further action is required. If the City Council finds and determines, based upon substantial evidence, that Developer has not complied in good faith with the terms and conditions of this Agreement during the period under review, the City Council may modify or terminate the Agreement or extend the time or waive compliance upon a showing of good cause. The decision to terminate or modify the Agreement is final. As part of that final determination, the City Council may impose conditions as necessary to protect the interests of the City. The decision of the City Council shall be final and any court action or proceeding to attack, review, set aside, void, or annul any decision of the determination by the City Council shall be commenced within the time period specified in California Government Code Section 65009. The term “good faith” as used herein shall have the meaning pursuant to Government Code Section 65865.1.

3. Failure to Conduct Annual Review. Failure of City to conduct an annual review shall not constitute a waiver by the City of its rights to otherwise enforce the provisions of this Agreement nor shall Developer have or assert any defense to such enforcement by reason of any such failure to conduct an annual review.

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SECTION 4

FEES, EXACTIONS, REIMBURSEMENTS
A. Impact Fees; Exactions; Taxes and Assessments. Developer shall pay any Impact Fees in place as of the Effective Date, at the rate in effect as of the Effective Date. In addition, City may charge and Developer shall pay any new Impact Fees imposed by City, including new Impact Fees, such as sewer fees, adopted after the Effective Date, at the rate in effect at the time of payment; provided, however, City shall only require Developer to pay new Impact Fees that are uniformly applied by City to all substantially similar types of development projects and properties. Further, City may impose and Developer shall comply with any Exactions required by this Agreement and the Project Approvals. Lastly, Developer shall pay any and all taxes and assessments imposed on the Project or Property, at the rate in effect at the time of payment.

B. Processing Fees. “Processing Fees” means all fees for processing development project applications, including any required supplemental or other further environmental review, plan checking (time and materials) and inspection and monitoring for land use approvals, design review, peer review, grading and building permits, General Plan maintenance fees, and other permits and entitlements required to implement the Project, which are in effect at the time those permits, approvals or entitlements are applied for, and which are intended to cover the actual costs of processing the foregoing. Subject to Developer’s right to protest and/or pursue a challenge in law or equity to any new or increased Processing Fee, City may charge and Developer shall pay all Processing Fees, at the rate in effect as of the Effective Date, with periodic increases in accordance with City policies and procedures.

C. Other Agency Fees. Nothing in this Agreement shall preclude City from collecting fees from Developer that are lawfully imposed on the Project or Property by another agency having or asserting jurisdiction over the Project or Property, which the City is required to collect or impose.

D. Connection Fees. Subject to Developer’s right to protest and/or pursue a challenge in law or equity to any new or increased Connection Fee, City may charge and Developer shall pay any Connection Fee that is lawfully adopted.

E. Reimbursement of Annual Review/Audit, Assignment or Transfer Requests, Amendments, and Administration Costs. Developer shall reimburse City for any and all costs incurred in conducting the annual review of this Agreement including pursuant to Section 3.F, addressing any assignment or transfer requests pursuant to Section 9 (even if such request is denied), amending this Agreement pursuant to Sections 7 and/or 9, and the City’s costs in conducting an audit pursuant to Section 6.B.5. Developer shall reimburse City for City staff time incurred at City’s fully loaded actual cost, including overtime where applicable. City, in its reasonable discretion, may engage third party consultant(s) and may determine the scope of work or services to be provided by third party consultant(s) rather than City staff. Developer shall reimburse City for any and all fees, costs and expenses incurred by the City in retaining third party consultant(s), including an administrative fee of twenty percent (20%) on any and all consultant or other third party fees, costs, or expenses.

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F. Payment of Fees and Reimbursable Costs/Expenses. City shall provide Developer a copy of each invoice, bill, demand or other evidence or reasonable substantiation of City’s fees or costs incurred pursuant to this Section 4. Any payments made to City pursuant to this Section 4 shall be made through procedures established by the Director of Finance. Unless otherwise required by the Director of Finance, payments shall be made payable within thirty (30) days upon written demand by City for payment. Delinquent payments and late charges shall be assessed and shall be due to City in compliance with Section 6.B.4, set forth below.

SECTION 5

DEVELOPER COMPLIANCE WITH LAW
A. City of Concord Business License. Developer, at its expense, shall obtain and maintain a City of Concord business license at all times during the Term, and shall include a provision in all general contractor agreements for the Project requiring each such general contractor to obtain and maintain a City of Concord business license during performance of the work of construction.

B. City Cannabis License. Developer, at its sole cost and expense, shall obtain and maintain in effect a Developer Cannabis License pursuant to the Cannabis Ordinance at all times that it operates the Cannabis Business during the Term.

C. State License and Compliance with State Law. Developer shall at all times comply with state laws and regulations regarding operations of the Cannabis Business, including regulations issued and laws enforced by the California Department of Cannabis Control (“DCC”), and Child-Resistant Packaging requirements established by the DCC. At all times that the Cannabis Business is in operation, Developer shall maintain in effect any State Licenses or permits required by the State of California for such operation.

D. Acknowledgement of Federal Law. Developer is aware of federal laws and regulations regarding cannabis use, sale, and consumption, and acknowledges and agrees that Developer’s execution of this Agreement and operation of the Cannabis Business is at Developer’s sole risk.

E. Compliance with Terms of Licenses and Permits. At all times that the Cannabis Business is in operation, Developer shall maintain in effect and comply with the terms of all licenses, permits, and approvals required or issued by the City of Concord, including the Project Approvals, and shall comply with all local laws and regulations.

F. The foregoing are collectively referred to as “Generally Applicable Laws.”

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SECTION 6

COMMUNITY BENEFITS
A. Community Benefits. As part of the competitive selection process, Developer in its RFP response and at public hearings made voluntary commitments to provide certain Community Benefits. In consideration of the rights and benefits provided by City to Developer under this Section 6 and elsewhere in this Agreement, Developer shall provide the Community Benefits, as set forth in this Section 6 and more particularly described in Exhibit B. The Parties agree that the mutual commitments set forth this Section 6 are intended to (i) help strengthen the relationship between the Developer and members of the surrounding community, (ii) help improve public awareness and reputation of this emerging operation and new local industry, and (iii) deliver a range of community benefits for the benefit of the general public and the surrounding community.

B. Developer Contributions. The following are collectively referred to herein as “Developer Contributions.” Such contributions shall become due on the 15th of each month with regard to the prior calendar month; and shall be remitted in accordance with procedures established by the Director of Finance.

1. Cannabis Community Benefits Fund. The City shall establish a Cannabis Community Benefits Fund (“CCB Fund”) into which local cannabis businesses, the City, and others may contribute funds. Disbursement of such funds shall be pursuant to direction of City Council. Such funds shall be maintained and administered by the City in accordance with procedures established by the Director of Finance, and may be distributed through grants, direct expenditures, or other mechanisms. Expenditures of the CCB Fund are intended to advance the following community and public purposes:
i. youth drug use prevention and education efforts;
ii. drug treatment programs and mental health programs, including programs providing supervised diversion from the criminal justice system to avoid recidivism; iii. workforce development;
iv. small business assistance;
v. providing amenities for public use and enjoyment, including streetscape and sidewalk improvements and public art installations; vi. event programming and other activation of public space; and vii. improving quality of life and providing economic opportunities.

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2. Contribution Amounts.
i. CCB Fund. Developer shall contribute to the CCB Fund a percentage of Gross Revenues from the Cannabis Business, and/or specified amount, each as set forth in Exhibit B.
ii. City of Concord. Developer shall contribute to the City a percentage of Gross Revenues from the Cannabis Business, and/or specified amount, each as set forth in Exhibit B.
iii. Offset of Gross Receipts Tax. If during the Term, the City adopts a Gross Receipts tax applicable to the Cannabis Business, Developer Contributions shall offset the Developer’s liability pursuant to such Gross Receipts tax. For example, if Developer’s Gross Receipts tax liability for the Cannabis Business in a calendar year were $750,000, but Developer Contributions amounted to $300,000, then Developer’s Gross Receipts tax liability for the calendar year would be reduced to $450,000.

3. Gross Receipts/Gross Revenues Definition. For the purposes of this Agreement, the terms “Gross Receipts” and “Gross Revenues” are used interchangeably and mean, however designated, the total amount (including all receipts, charges/surcharges/line items intended to represent all or any portion of the Developer Contributions passed through to consumers or other third parties, cash, credits, services, and property of any kind or nature) received or payable for sales of goods, wares or merchandise, gains realized from trading stocks or bonds, interest discounts, rents, royalties, fees, commissions, dividends, or other remunerations, however designated, or for the performance of any act or service of any nature for which a charge is made or credit allowed (whether such service, act or employment is done as part of or in connection with the sale of goods, wares, merchandise or not), without any deduction therefrom on account of the cost of the property sold, the cost of materials used, labor or service costs, interest paid or payable, losses or any other expense whatsoever. However, the following shall not be included as Gross Receipts:
i. cash discounts where allowed and taken on sales;
ii. any tax required by law to be included in or added to the purchase price and collected from the consumer or purchaser;
iii. such part of the sale price of any property returned by purchasers to the seller as refunded by the seller by way of cash or credit allowances or return of refundable deposits previously included in gross receipts;
iv. receipts derived from the occasional sale of used, obsolete or surplus trade fixtures, machinery or other equipment used by the taxpayer in the regular course of the taxpayer's business;
v. cash value of sales, trades or transactions between departments or units of the same business located in the City; and

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vi. receipts of refundable deposits, except that such deposits when forfeited and taken into income of the business shall not be excluded when in excess of one dollar.

The intent of this definition is to ensure that in calculating the payment required under Section

6.B, all sales of cannabis products shipped through the Cannabis Business are captured, regardless of whether the product is shipped directly from the Cannabis Business to a retailer or wholesaler, or to another distribution facility that then distributes the product to the retailer or wholesaler. This definition shall therefore be given the broadest possible interpretation consistent with this intent.

4. Delinquent Amounts; Liquidated Damages. Because actual damages to compensate the City for delays in community benefits implementation would be difficult to calculate, the Parties agree to the liquidated damages provisions set forth in this Section 6.B.4. i. Liquidated damages in the amount of 10 percent of Developer Contribution will be added to any Developer Contribution that is not paid by last day of the month in which it came due. An additional liquidated damages amount of 10 percent will be added on the last day of each additional month the Developer Contribution remains unpaid, but in no case will such damages exceed 50 percent of the amount of the Developer Contribution. ii. Where the final due date for a Developer Contribution falls on a weekend or a holiday, the period prior to imposition of liquidated damages may be extended to include the next city working day.
iii. Upon documented evidence of an existing hardship that caused delay in payment of the Developer Contribution, and where there is a previous history of prompt payment, the Director of Finance may waive all liquidated damages that would otherwise have accrued as a result of a failure to pay a Developer Contribution when due. In such cases, seven percent simple interest shall be added to any Developer Contribution determined to be due and payable calculated from the day liquidated damages would have been assessed until the date of actual payment of the Developer Contribution.
iv. If Developer fails to remit all or any portion of the Developer Contribution on or before a period of 30 days following the date on which the Developer Contribution first became delinquent shall pay an additional liquidated damages amount of ten percent of the amount of the Developer Contribution, in addition to the amount of the Developer Contribution and the amount first imposed.

5. Recordkeeping. Upon written request from the City, Developer shall allow audit of records necessary to determine the amount of required contributions pursuant to this Section 6.B. At a minimum, Developer shall keep and preserve, for a period of five years after expiration of the Initial Term, First Extension Term, or Second Extension Term, whichever is later, all business records as may be necessary to determine the amount of such monies hereunder for which the Developer is liable for the collection and payment to the City. The Director of Finance, in the exercise of duties imposed by this Agreement, shall have the right to inspect such records at all reasonable times and to apply auditing procedures necessary to

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determine the amount of monies due to the City. All records which may be necessary to inspect shall be kept within the boundaries of the City or shall be produced within ten working days of written notice at the business location within the City. In the event records are not produced upon request, or such records are not reasonably able to be audited, the monies due under this Agreement, interest, and penalties will be levied based upon the City’s best estimate, taking into account any relevant information, including prior collections and remittances of monies by the Developer to the City for the Cannabis Business. Any Developer who does not produce records following written notice as set forth herein shall pay as additional liquidated damages the sum of $1,000.00 per day for each business day the records are not produced for audit.

C. City Commitments Related to Community Benefits.

1. CCB Funds. The City shall reserve and expend funds collected from various entities and sources through the CCB Fund, as described in Section 6.B.1 above.

2. Processing Applications for Project Approvals.
i. Timely Submittals by Developer. Developer acknowledges that City cannot begin processing applications for Project Approvals until Developer submits complete applications on a timely basis. Developer shall use diligent good faith efforts to:
(a) provide to City in a timely manner any and all documents, applications, plans, and other information necessary for City to carry out its obligations hereunder; and (b) cause Developer’s planners, engineers, and all other consultants to provide to City in a timely manner all such documents, applications, plans and other materials required under Applicable City Law. It is the express intent of the Parties to cooperate and diligently work to pursue and process any and all Project Approvals.
ii. Expedited Processing by City. Upon submission by Developer of all appropriate applications and Processing Fees for any pending Project Approval, City shall endeavor to promptly and expeditiously commence and complete all steps necessary to act on Developer’s currently pending Project Approval applications, including: (a) providing at Developer’s sole cost and expense, third-party consultants for planning and processing of each pending Project Approval application (Developer shall pay such costs at cost plus 20 percent for administrative costs incurred); and (b) if legally required, providing notice and holding public hearings.

D. Effectiveness and Mutual Consideration. The Parties to this Agreement have agreed to terms of this Section 6 for their mutual benefit and agree that the terms of this Section 6 are material to this Agreement and are valid and mutually effective consideration for each party’s respective commitments. If this Agreement is found by a court of competent jurisdiction to be an invalid exercise or application of Government Code Section 65864 et seq. or is otherwise found ineffective or impermissible by a court of competent jurisdiction, the Parties’ respective commitments set forth in this Section 6 shall continue in effect as contractual commitments voluntarily entered into by the Parties, regardless of the effectiveness of other terms of the Agreement.

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SECTION 7

AMENDMENT OF AGREEMENT AND PROJECT APPROVALS
A. Amendment by Written Consent. Except as otherwise expressly provided herein (including Section 7.A relating to City’s annual review and Section 3.F relating to termination in the event of a Default), this Agreement may be terminated, modified or amended only by mutual written consent of the Parties hereto or their successors in interest or assignees and in accordance with the provisions of Government Code Sections 65967, 65867.5 and 65868.

B. Major Amendments. Any amendment to this Agreement which affects or relates to: (a) the Term (except as provided in Section 2.B); (b) permitted uses of the Property; (c) provisions for the reservation or dedication of land; (d) conditions, terms restrictions or requirements for subsequent discretionary actions; (e) the density or intensity of the use of the Property or the maximum height or size of proposed buildings; or (f) terms of Section 6 (Community Benefits); shall be deemed a “Major Amendment” and shall require giving of notice and a public hearing before the Planning Commission and City Council. Any amendment that is not a Major Amendment shall be deemed a “Minor Amendment” and shall not, except to the extent otherwise required by Applicable City Law, require notice of public hearing before the Parties may execute an amendment hereto. The City Manager, in his or her sole discretion, shall have the authority to determine if an amendment is a Major Amendment or a Minor Amendment.

C. Minor Amendment. The City Manager or designee shall have the authority to review and approve Minor Amendments.

D. Requirement for Writing. No modification, amendment, or other change to this Agreement or any provision hereof shall be effective for any purpose unless specifically set forth in a writing which refers expressly to this Agreement and is signed by duly authorized representatives of the Parties or their successors in interest.

E. CEQA Review. Developer agrees and acknowledges that additional CEQA review may be legally required for certain discretionary Project Approvals. The City, at Developer’s sole cost and expense, shall endeavor to conduct such CEQA review promptly and expeditiously. Developer agrees and acknowledges that the Project shall be subject to any and all mitigation measures adopted in connection with such CEQA review and the provisions of any Mitigation and Monitoring Plan. Further, if the CEQA review requires an Environmental Impact Report and the City determines that a Statement of Overriding Considerations is required for Developer to move forward with the Project Approval, the City reserves its absolute discretion to consider adoption of the findings required by CEQA and the Statement of Overriding Considerations. If the City does not adopt the Statement of Overriding Considerations, Developer may choose to modify its Project and submit an amended application or may terminate this Agreement upon written notice to City.

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SECTION 8

INSURANCE, INDEMNITY AND COOPERATION IN THE EVENT OF

LEGAL CHALLENGE
A. Insurance Requirements. As required by Cannabis Ordinance Section

5.80.080(m), Developer shall, at its own expense, procure and maintain in full force at all times during the Term the following insurance:

1. Commercial General Liability Coverage. Developer shall maintain at all times commercial general liability providing coverage at least as broad as ISO CGL Form 00 01 on an occurrence basis for bodily injury, including death, of one or more persons, property damage and personal injury with limits of not less than $2,000,000 per occurrence and comprehensive automobile liability (owned, non-owned, hired) providing coverage at least as broad as ISO Form CA 00 01 on an occurrence basis for bodily injury, including death, of one or more persons, property damage and personal injury, with limits of not less than $2,000,000. The commercial general liability policy shall provide contractual liability, shall include a severability of interest or equivalent wording, shall include an endorsement that specifies the insurance coverage afforded to the City shall be primary and noncontributory, and shall name the city, its officials and employees as additional insured. Failure to maintain insurance as required herein at all times shall be grounds for suspension of the Developer Cannabis License immediately and, ultimately, revocation.

2. Automobile Liability Coverage. Developer shall maintain automobile liability insurance covering all vehicles used in the performance of this Agreement providing a one million dollar ($1,000,000) combined single limit per occurrence for bodily injury, personal injury, and property damage.

3. Professional Liability Coverage (Errors and Omissions). Developer shall maintain professional liability insurance with coverage for all negligent errors, acts or omissions committed by Developer, its agents and employees in the performance of this Agreement. The amount of this insurance shall be not less than one million dollars ($1,000,000) on a claims made annual aggregate basis or a combined single limit per occurrence basis.

4. Compliance with State Workers’ Compensation Requirements. Developer covenants that it will insure itself against liability for Workers’ Compensation pursuant to the provisions of California Labor Code Section 3700, et seq. Developer shall, at all times, upon demand of the City, furnish proof that Workers’ Compensation Insurance is being maintained by it in force and effect in accordance with the California Labor Code. The insurer shall also agree to waive all rights of subrogation against the City, its officers, officials, employees and volunteers for losses arising from work performed by Developer for City. This provision shall not apply upon written verification by Developer that Developer has no employees.

5. Other Insurance Provisions. Developer shall ensure that the policies satisfy the following provisions:
i. Additional Insured. City, its officers, agents, employees, and volunteers are to be covered as an additional insured as respects: Liability arising out of activities

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performed by or on behalf of Developer and operations of Developer, premises owned, occupied, or used by Developer. The coverage shall contain no special limitations on the scope or protection afforded to City, its officers, officials, employees, or volunteers. Except for worker’s compensation and professional liability insurance, the policies mentioned in this subsection shall name City as an additional insured and provide for notice of cancellation to City. Developer shall also provide timely and prompt notice to City if Developer receives any notice of cancellation or nonrenewal from its insurer.
ii. Primary Coverage. Developer’s insurance coverage shall be primary insurance with respect to City, its officers, officials, employees, and volunteers. Any insurance, risk pooling arrangement, or self-insurance maintained by City, its officers, officials, employees, or volunteers shall be in excess of Developer’s insurance and shall not contribute with it.
iii. Reporting Provisions. Any failure to comply with the reporting provisions of the policy shall not affect the coverage provided to the City, its officers, officials, employees, or volunteers.
iv. Verification of Coverage. Developer shall furnish City with certificates of insurance and the original endorsements effecting coverage required by this Agreement. The certificates and endorsements for each insurance policy are to be signed by a person authorized by that insurer to bind coverage on its behalf. The aforementioned policies shall be issued by an insurance carrier having a rating of Best A-7 or better which is satisfactory to the City Attorney and shall be delivered to City at the time of the execution of this Agreement or before work commences. Such policies and certificates shall be in a form approved by the City Attorney. City reserves the right to require complete certified copies of all required insurance policies at any time.

B. Indemnity and Hold Harmless. Developer shall indemnify, defend (with counsel reasonably acceptable to City) and hold harmless City Parties from and against any and all Claims (state or federal), including Claims for any bodily injury, death, or property damage, resulting directly or indirectly from, arising out of, or connected in any way with the Property, the development or construction of the Project by or on behalf of Developer, the operation of the Cannabis Business, third party Claims, and/or from any other acts or omissions of Developer under this Agreement, whether such acts or omissions are by Developer or any of Developer’s contractors, subcontractors, agents, or employees, except to the extent such Claims arise from the sole or gross negligence or willful misconduct of City or City Parties. In addition, the waivers, releases, and indemnification commitments set forth in Exhibit E of Developer’s competitive selection application regarding eligibility for application for a Developer Cannabis License, “City of Concord Limitations on City’s Liability and Certifications, Assurances, and Warranties” shall apply. This Section 8.B shall survive expiration or other termination of this Agreement.

C. Defense and Cooperation in the Event of a Litigation Challenge. At Developer’s sole cost and expense, City and Developer shall cooperate in the defense of any court action or proceeding instituted by a third party or other state or federal governmental entity or official challenging the validity of any provision of this Agreement, or the Project Approvals (for

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purposes of this section, a “Litigation Challenge”). To the extent Developer desires to contest or defend such Litigation Challenge, Developer shall take the lead role defending such Litigation Challenge and shall indemnify, defend (with legal counsel reasonably acceptable to the City Attorney) and hold harmless, City Parties, from and against any and all Claims raised in connection with the Litigation Challenge. City may, in its sole discretion, elect to be separately represented by the legal counsel of its choice in any such action or proceeding with the reasonable costs of such representation to be paid by Developer, in which case Developer shall reimburse City, within ten (10) business days following the date of City’s written demand therefor (City may make multiple demands from time to time during the course of such Litigation Challenge), all actual costs incurred by City in connection with the Litigation Challenge, including City’s fully loaded administrative, legal, expert, witness, consultant, and court costs and City Attorney oversight expenses. Developer shall indemnify, defend, and hold harmless City Parties from and against any and all Claims, including attorneys’ fees awarded under Code of Civil Procedure Section 1021.5, assessed or awarded against City by way of judgment, settlement, or stipulation. Any proposed settlement of a Litigation Challenge shall be subject to City’s approval not to be unreasonably withheld, conditioned or delayed. If the terms of the proposed settlement would constitute an amendment or modification of this Agreement or any Project Approval, the settlement shall not become effective unless such amendment or modification is approved by City, and City reserves its full legislative discretion with respect thereto. If Developer opts not to contest or defend such Litigation Challenge, City shall have no obligation to do so. This Section 8.C shall survive expiration or other termination of this Agreement.

SECTION 9

RESTRICTIONS ON TRANSFER, ASSIGNMENT
A. Personal Relationship. Developer’s personal relationship, involvement, history with, and connection to, the Concord community, Community Benefit commitments, and Developer structure (including the owners, members, and entities comprising Developer, their respective ownership percentages, and any Developer parent company/ies) are a material reason City selected Developer pursuant to the RFP process. Because of that particular importance of Developer to operation of the Cannabis Business and development of the Property, certain restrictions on the right of Developer to transfer or assign its interest under this Agreement, ownership or control of the Cannabis Business (including through acquisition or merger), interest in the Property, or rights under licenses, permits, or approvals required or granted by the City (including the Project Approvals), in whole or in part, for any reason, without consent of the City, are material to this Agreement and are necessary in order to assure the achievement of the goals, objectives and public benefits of the Project and this Agreement. Developer accepts the restrictions set forth in this Section 9 as reasonable and as a material inducement for City to enter into this Agreement.

B. Restriction on Transfer or Assignment. Developer shall not transfer or assign its interest under this Agreement, or its ownership or control of the Cannabis Business, or its interest in the Property, or its rights under licenses, permits, or approvals required or granted by

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the City (including the Project Approvals), in whole or in part, for any reason, without the express written consent of the City, which shall be granted, withheld, or conditioned at the sole discretion of the Chief of Police. Any transfer or assignment of the Developer Cannabis License is also subject to the requirements of the Cannabis Ordinance.

C. Notice and Consent. Developer shall provide City with 60 days prior written notice of any desired assignment or transfer, together with supporting documentation sufficient to allow City to analyze the effects of the proposed assignment or transfer. The Chief of Police, on behalf of City, shall determine whether the proposed assignment or transfer: is consistent with Section 9.A above; complies with the Project Approvals, the Cannabis Ordinance, and the Municipal Code; and would be to a proposed assignee or transferee with Suitable Financial Qualifications and Experience; and shall grant, withhold, or condition consent to such assignment or transfer. Any assignment or transfer without the express written consent of the City shall constitute a Default, subject to immediate termination, including any transfer as a matter of law due to foreclosure or some other event. Any assignment or transfer shall require the assignee or transferee to become subject to all of the terms and conditions of this Agreement, including any commitment to enter into a labor peace agreement, and Developer and such assignee or transferee shall execute such documents as City determines necessary or desirable in connection therewith. The City Manager is hereby authorized to execute any and all documentation necessary or desirable to effect such assignment or transfer, to the extent consistent with the Chief of Police determination, and subject to City Attorney approval.

D. Developer shall bear all associated costs and expenses pursuant to Section 4.

SECTION 10

MORTGAGEE PROTECTION
A. Mortgagee Protection. Neither entering into this Agreement nor a breach hereof shall defeat, render invalid, diminish or impair the lien of any Mortgage made in good faith and for value. Nothing in this Agreement shall prevent or limit Developer, at its sole discretion, from granting one or more Mortgages encumbering all or a portion of Developer’s interest in the Property or portion thereof or improvement thereon as security for one or more loans or other financing, but all of the terms and conditions contained in this Agreement shall be binding upon and effective against and shall run to the benefit of Mortgagee who acquires title or possession to the Property, or any portion thereof, by foreclosure, trustee’s sale, deed in lieu of foreclosure or otherwise. Developer shall provide the City with a copy of the deed of trust or mortgage within 10 days after its recording in the official records of Contra Costa County; provided, however, that Developer’s failure to provide such document shall not affect any Mortgage, including the validity, priority or enforceability of such Mortgage.

B. Mortgagee Not Obligated. No Mortgagee (including one who acquires title or possession to the Property, or any portion thereof, by foreclosure, trustee’s sale, deed in lieu of foreclosure or otherwise) shall have any obligation to construct or complete construction of improvements, or to guarantee such construction or completion; provided, however, that a Mortgagee shall not be entitled to devote the Property to any use except in full compliance with

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this Agreement and the other Project Approvals nor to construct any improvements thereon or institute any uses other than those uses or improvements provided for or authorized by this Agreement, or otherwise under the Project Approvals. Except as otherwise provided in this Section, all of the terms and conditions contained in this Agreement and the other Project Approvals shall be binding upon and effective against and shall run to the benefit of any person or entity, including any Mortgagee, who acquires title or possession to the Property, or any portion thereof.

C. Notice of Default to Mortgagee. If City receives a notice from a Mortgagee requesting a copy of any Notice of Default given Developer hereunder and specifying the address for service thereof, then City shall use its diligent, good faith efforts to deliver to such Mortgagee, concurrently with service thereon to Developer, any Notice of Default given to Developer. Each Mortgagee shall have the right during the same period available to Developer to cure or remedy, or to commence to cure or remedy, the event of Default claimed or the areas of noncompliance set forth in City’s Notice of Default. If a Mortgagee is required to obtain possession in order to cure any Default, the time to cure shall be tolled so long as the Mortgagee is attempting to obtain possession, including by appointment of a receiver or foreclosure, but in no event may this period exceed 120 days from the date the City delivers the Notice of Default to Developer.

D. No Supersedure. Nothing in this Section 10 shall be deemed to supersede or release a Mortgagee or modify a Mortgagee’s obligations under any subdivision or public improvement agreement or other obligation incurred with respect to the Project outside this Agreement, nor shall any provision of this Section 10 constitute an obligation of City to such Mortgagee, except as to the notice requirements of Section 10.C.

E. Estoppel Certificate. Developer or Mortgagees may, at any time, and from time to time, deliver written notice to the City requesting the City to certify in writing that: (a) this Agreement is in full force and effect; (b) this Agreement has not been amended or modified or, if so amended or modified, identifying the amendments or modifications; and (c) Developer is not in Default of the performance of its obligations, or if in Default, to describe therein the nature and extent of any such Defaults. Developer shall pay, within 30 calendar days following the date of City’s invoice, the actual costs incurred, expended, or otherwise borne by City in connection with its review of the proposed estoppel certificate, including the actual costs incurred, expended, or otherwise borne by the City Attorney’s Office in connection therewith. The City Manager shall be authorized to execute any certificate requested by Developer hereunder. The form of estoppel certificate shall be in a form reasonably acceptable to the City Attorney. The City Manager shall endeavor to execute and return such certificate within 45 days or as soon as reasonably practicable following Developer’s request therefor. Developer and City acknowledge that a certificate hereunder may be relied upon by tenants, transferees, investors, partners, bond counsel, underwriters, bond holders and Mortgagees. Notwithstanding anything in any estoppel certificate to the contrary no estoppel certificate shall waive or amend, and no estoppel certificate shall be deemed to waive or amend, any of the provisions of this Agreement, it being understood and agreed that all of the rights of the Parties under this Agreement are hereby expressly reserved, and it being further understood that this Agreement shall control in the event of any conflict between this Agreement and any estoppel certificate.

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Development Agreement

SECTION 11
DEFAULT; REMEDIES; TERMINATION
A. Breach and Default. Subject to a Permitted Delay or by mutual consent in writing, and except as otherwise provided by this Agreement, breach of, failure, or delay by either Party to perform any term or condition of this Agreement shall constitute a “Default.” In the event of any alleged Default of any term, condition, or obligation of this Agreement, the Party alleging such Default shall give the defaulting Party notice in writing specifying the nature of the alleged Default and the manner in which the Default may be satisfactorily cured (“Notice of Default”). The defaulting Party shall cure the alleged Default within 30 days following receipt of the Notice of Default, provided, however, if the nature of the alleged Default is nonmonetary and such that it cannot reasonably be cured within such 30-day period, then the commencement of the cure within such time period, and the diligent prosecution to completion of the cure within six months thereafter, provided that if the cure is not diligently prosecuted to completion within six months, then no additional cure period shall be provided. If the alleged Default is cured within the time provided above, then no Default shall exist and the noticing Party shall take no further action to exercise any remedies available hereunder. If the alleged Default is not cured, then a Default shall exist under this Agreement and the non-defaulting Party may exercise any of the remedies available under this Agreement.

B. Withholding of Permits. In the event of a Default by Developer, or following Notice of Breach to Developer pursuant to Section 11.A above and during the cure period provided therein, upon a finding by the City Manager that Developer is in breach, the City shall have the right to revoke or refuse to issue any permit or Project Approval relating to the Project or the Cannabis Business until such Default is cured. This provision is in addition to and shall not limit any actions that City may take to enforce the conditions of the Project Approvals.

C. Termination. In the event of a Default by Developer, in addition to the right to terminate under Section 3.F.2, the City shall have the right to terminate this Agreement upon giving notice of intent to terminate pursuant to Government Code Section 65868. Following notice of intent to terminate, the matter shall be scheduled for consideration and review in the manner set forth in Government Code Section 65867. Following consideration of the evidence presented in said review before the City Council, the City may give written notice of termination of this Agreement to the Developer, and may revoke or refuse to issue any permit or Project Approval relating to the Project or the Cannabis Business. Developer expressly waives any right to revocation hearings or similar process(es) regarding such permits or Project Approvals, and shall not contest or oppose revocation thereof, or termination of this Agreement, including pursuant to the Development Agreement Statute. In the event of a Default by City, Developer may terminate this Agreement upon written notice to City.

D. Specific Performance for Violation of a Condition. If City issues a Project Approval pursuant to this Agreement in reliance upon a commitment by Developer that a specified condition shall be satisfied in the future, and if Developer then fails to satisfy such condition, City shall be entitled to specific performance for the purpose of causing Developer to

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Development Agreement

satisfy such condition, including taking action to revoke such Project Approval. Developer expressly waives any right to revocation hearings or similar process(es) regarding such permits or Project Approvals, and shall not contest or oppose revocation thereof.

E. Legal Actions.

1. Institution of Legal Actions; Venue. In addition to any other rights or remedies and subject to the limitation of damages in Section 11.G, a Party may institute legal action to cure, correct or remedy any Default, to enforce any covenants or agreements herein, to enjoin any threatened or attempted violation thereof, or to obtain any other remedies consistent with the purpose of this Agreement. Any such legal action shall be brought in the Superior Court for Contra Costa County, California, except for actions that include claims in which the Federal District Court for the Northern District of the State of California has original jurisdiction, in which case the Northern District of the State of California shall be the proper venue.

2. Governing State Law. This Agreement shall be construed in accordance with the laws of the State of California, without reference to its choice of law provisions.

3. Acceptance of Service of Process. In the event that any legal action is commenced by Developer against City, service of process on City shall be made by personal service upon the City Clerk or in such other manner as may be provided by law. In the event that any legal action is commenced by City against Developer, service of process on Developer shall be made by personal service upon the individual identified in Section 12.E (Notice; To Developer) as “Agent for Service of Process” and whom Developer hereby represents and warrants is Developer’s registered agent for service of process, or in such other manner as may be provided by law.

F. Rights and Remedies Are Cumulative. The rights and remedies of the Parties are cumulative, and the exercise by a Party of one or more of such rights or remedies shall not preclude the exercise by it, at the same or different times, of any other rights or remedies for the same Default or any other Default by the other Party, except as otherwise expressly provided herein.

G. Limitation of Damages/No Damages. In no event shall a Party, or its boards, commissions, officers, agents or employees, or any City Parties, be liable in damages, including actual, consequential or punitive damages, for any Default under this Agreement. It is expressly understood and agreed that the sole legal remedy available to a Party for a breach or violation of this Agreement by the other Party shall be an action in mandamus, specific performance, or other injunctive or declaratory relief to enforce the provisions of this Agreement by the other Party, or to terminate this Agreement. This limitation on damages shall not preclude actions by a Party to enforce payments of monies or the performance of obligations requiring an obligation of money from the other Party under the terms of this Agreement including obligations to pay attorneys’ fees, and obligations to advance monies or make financial contributions. Refund or reimbursement of contributions made by Developer to the CCB Fund pursuant to Section 6.B is not an available remedy. In connection with the foregoing provisions, each Party acknowledges, warrants and represents that it has been fully informed with respect to, and represented by counsel of such Party’s choice in connection with, the rights and remedies of such Party

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Development Agreement

hereunder and the waivers herein contained, and after such advice and consultation has presently and actually intended, with full knowledge of such Party’s rights and remedies otherwise available at law or in equity, to waive and relinquish such rights and remedies to the extent specified herein, and to rely to the extent herein specified solely on the remedies provided for herein with respect to any Default of this Agreement by the other Party. By waiving and relinquishing rights and remedies hereunder regarding Claims both known and unknown, Developer expressly waives on behalf of itself and its successors and assigns any rights under California Civil Code Section 1542, which provides:
"A GENERAL RELEASE DOES NOT EXTEND TO CLAIMS

THAT THE CREDITOR DOES NOT KNOW OR SUSPECT TO

EXIST IN HIS OR HER FAVOR AT THE TIME OF

EXECUTING THE RELEASE, AND THAT, IF KNOWN BY

HIM OR HER, WOULD HAVE MATERIALLY AFFECTED HIS

OR HER SETTLEMENT WITH THE DEBTOR OR RELEASED
PARTY."
Developer Initials
H. Surviving Provisions. In the event this Agreement is terminated, the obligations of Developer set forth in this Section shall survive expiration or other termination of this Agreement.

SECTION 12

GENERAL PROVISIONS
A. Covenants Binding on Successors and Assigns and Run with Land. Except as otherwise more specifically provided in this Agreement, this Agreement and all of its provisions, rights, powers, standards, terms, covenants and obligations, shall be binding upon the Parties and their respective successors (by merger, consolidation, or otherwise) and assigns, and all other persons or entities acquiring the Property, or any interest therein, and shall inure to the benefit of the Parties and their respective successors and assigns, as provided in Government Code Section 65868.5. All references to Parties or entities in this Agreement refer to successors and assigns of such Parties or entities.

B. Recordation. The City Clerk shall record this Agreement in the Official Records of Contra Costa County no later than 10 days after the City enters into this Agreement.

C. Recordkeeping. Upon written request from the City, Developer shall allow inspection of records sufficient to determine compliance with Developer’s obligations under this Agreement, including audit of records necessary to determine such compliance. Developer shall maintain and provide information requested by the City as necessary to determine compliance with all terms of this Agreement. Project Approvals, and related laws, regulations, licenses, and permits.

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Development Agreement

D. Nondiscrimination. City, Developer, and all contractors and service contractors shall refrain from discrimination or harassment based on race, ethnicity, national origin, gender, sexual orientation, age, religion, disability, veteran status, or any other basis prohibited by law, in all activities in furtherance of or on site of work performed in relation to the Project and the Cannabis Business. Such entities shall take active steps to ensure that all On-Site activities are conducted without discrimination or harassment on these bases, by all employees and representatives.

E. Notice. Any notice, demand or request which may be permitted, required or desired to be given in connection herewith shall be given in writing and directed to City and Developer as follows:

If to the City: City Clerk
City of Concord
1950 Parkside Drive
Concord, CA 94519
Telephone: (925) 671-3390
with a copy to: City Attorney
City of Concord
1950 Parkside Drive, M/S 08
Concord, CA 94519
Telephone: (925) 671-3160
If to Developer: Charles M. Wesley
Kolaboration Concord, LLC dba CoCo Farms
16 Wood Duck Court
Copperopolis, CA 94571
Notices are deemed effective if delivered by certified mail, return receipt requested, or commercial courier, or personal delivery, with delivery to be effective upon verification of receipt. Any Party may change its respective address for notices by providing written notice of such change to the other Parties.

F. Permitted Delays. Performance by either Party of an obligation hereunder shall be excused during any period of Permitted Delay. “Permitted Delay” means mean delay beyond the reasonable control of a Party caused by: (a) calamities, including earthquakes, floods, and fire; (b) civil commotion; (c) riots or terrorist acts; (d) strikes or other forms of material labor disputes; (e) shortages of materials or supplies; or (f) vandalism. A Party’s financial inability to perform or obtain financing or adverse economic conditions generally shall not be grounds for claiming a Permitted Delay. The Party claiming a Permitted Delay shall

________________
Development Agreement

notify the other Party of its intent to claim a Permitted Delay, the specific grounds of the same and the anticipated period of the Permitted Delay within 30 business days after the occurrence of the conditions which establish the grounds for the claim. If notice by the Party claiming such extension is sent to the other Party more than 30 days after the commencement of the cause, the period shall commence to run only 30 days prior to the giving of such notice. The period of Permitted Delay shall last no longer than the conditions preventing performance. In no event shall any Permitted Delay extend the Term.

G. Counterparts. This Agreement may be executed in one or more counterparts, each of which shall be deemed an original, but all of which together shall constitute one and the same instrument.

H. Waivers. Notwithstanding any other provision in this Agreement, any failures or delays by any Party in asserting any of its rights and remedies under this Agreement shall not operate as a waiver of any such rights or remedies, or deprive any such Party of its right to institute and maintain any actions or proceedings which it may deem necessary to protect, assert or enforce any such rights or remedies. A Party may specifically and expressly waive in writing any condition or breach of this Agreement by the other Party, but no such waiver shall constitute a further or continuing waiver of any preceding or succeeding breach of the same or any other provision. Consent by one Party to any act by the other Party shall not be deemed to imply consent or waiver of the necessity of obtaining such consent for the same or similar acts in the future.

I. Construction of Agreement. All Parties have been represented by counsel in the preparation and negotiation of this Agreement, and this Agreement shall be construed according to the fair meaning of its language. The rule of construction to the effect that ambiguities are to be resolved against the drafting party shall not be employed in interpreting this Agreement.

Unless the context clearly requires otherwise: (a) the plural and singular numbers shall each be deemed to include the other; (b) the masculine, feminine, and neuter genders shall each be deemed to include the others; (c) “shall,” “will,” or “agrees” are mandatory, and “may” is permissive; (d) “or” is not exclusive; (e) “includes” and “including” are not limiting; and (f) “days” means calendar days unless specifically provided otherwise.

J. Headings. Section headings in this Agreement are for convenience only and are not intended to be used in interpreting or construing the terms, covenants, or conditions of this Agreement.

K. Severability. Except as set forth in Section 6.D, if any term or provision of this Agreement, or the application of any term or provision of this Agreement to a specific situation, is found to be invalid or unenforceable, in whole or in part for any reason, the remaining terms and provisions of this Agreement shall continue in full force and effect unless an essential purpose of this Agreement would be defeated by loss of the invalid or unenforceable provisions, in which case any Party may terminate this Agreement by providing written notice thereof to the other Party. The Parties hereby agree that the Parties’ mutual commitments set forth in Section 6 are material terms of this Agreement, advancing essential purposes of this Agreement, which would be defeated if Section 6 were found invalid or unenforceable in whole or in part.

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Development Agreement

L. Time is of the Essence. Time is of the essence in satisfaction of terms of this Agreement.

M. Signatures. The individuals executing this Agreement represent and warrant that they have the right, power, legal capacity, and authority to enter into and to execute this Agreement on behalf of and bind the respective legal entities of Developer and City with their signatures.

N. Entire Agreement. This Agreement (including all recitals and all exhibits attached hereto, each of which is fully incorporated herein by reference), integrates all of the terms and conditions mentioned herein or incidental hereto, and constitutes the entire understanding of the Parties with respect to the subject matter hereof, and all prior or contemporaneous oral agreements, understandings, representations and statements, and all prior written agreements, understandings, representations, and statements are terminated and superseded by this Agreement. This Section 12 does not affect the validity of terms of licenses, permits, or regulations, as established over time.

O. Recordation of Termination. Upon termination, expiration, or amendment of this Agreement, a written statement acknowledging such action shall be recorded by City in the Official Records of Contra Costa County.

P. City Approvals and Actions. Whenever a reference is made herein to an action or approval to be undertaken by City, the City Manager or designee is authorized to act on behalf of City, unless specifically provided otherwise or the context requires otherwise.

Q. Negation of Partnership. The Parties specifically acknowledge that the Project and the Cannabis Business are private initiatives, that no Party to this Agreement is acting as the agent of any other in any respect hereunder, and that each Party is an independent contracting entity with respect to the terms, covenants and conditions contained in this Agreement. None of the terms or provisions of this Agreement shall be deemed to create a partnership between or among the Parties in the businesses of Developer, the affairs of the City, or otherwise, or cause them to be considered joint venturers or members of any joint enterprise.

R. No Third Party Beneficiaries. This Agreement is made and entered into for the sole protection and benefit of the signatory Parties and their successors and assigns, including Mortgagees. No other person shall have any right of action based upon any provision in this Agreement.

S. Exhibits. The following exhibits are attached to this Agreement and are hereby incorporated herein by this reference for all purposes as if set forth herein in full:

Exhibit A: Property Legal Description
Exhibit B: Community Benefits
Exhibit B-1: Neighborhood Compatibility Plan
[signatures follow on next page]

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Development Agreement

IN WITNESS WHEREOF, the Parties have executed this Agreement as of the Effective Date.

CITY:

CITY OF CONCORD, a municipal corporation
By:

Valerie J. Barone, City Manager
[Signature must be notarized]
ATTEST:

By:

Joelle Fockler, MMC, City Clerk
APPROVED AS TO FORM:

By:

Susanne Brown, City Attorney
DEVELOPER:

KOLABORATION CONCORD, LLC,
d.b.a. COCO FARMS
By:

Name:

Its:

By:

Name:

Its:
[Signatures must be notarized]

Exhibit A
Property Legal Description
2366 Stanwell Circle, Concord CA 94520
APN: 112-252-021 and 112-252-022:

Description: Lease Management Building, 2366 Stanwell Circle, Concord, CA 94520 Parcel 1: Lot 13, as said lot is shown on the Map of Subdivision 3564, filed August 10, 1966, in Book 112 of Maps, Pages 29 to 31 inclusive, in the Office of the County Recorder of Contra Costa County.

Parcel 2: Parcel B, as said parcel is shown on the Map of Resubdivision Lots 14 and 15, Subdivision 3564, filed December 18, 1968, in Book 6 of Parcel Maps, Page 30, in the Office of the County Recorder of Contra Costa County.

APN: 112-252-006:

Commonly known as: Lot on Stanwell Circle, Concord, CA 94520 Lot 22 as said Lot is shown on the. Map of Subdivision 3564, filed August 10, 1966, in Book 112 of Maps. Pages 29 to 31, inclusive, in the Office of the County Recorder of Contra Costa County.

2 Exhibit B
Community Benefits
In consideration of the rights and benefits provided by City to Developer as set forth in the Agreement, Developer shall provide the following Community Benefits. Capitalized terms used herein are as defined in Agreement Section 1. “CoCo Farms” and “Developer” are used interchangeably herein. The Parties acknowledge and agree that this Exhibit B is simply a summary of the Community Benefits identified in Developer’s RFP response. “Developer’s RFP response” means Developer’s written response to the RFP, Developer’s presentation to the City Council at the public meeting dated April 13, 2021, and oral representations made at such City Council meeting. City has the right, but not the obligation, to enforce some or all provision of Developer’s RFP response. In the event of any conflict between the two, the more stringent provision (as determined by the City Manager) shall control. In the event of an omission from this summary, the RFP Response shall control. A redacted version of Developer’s RFP response is available at the following link:
https://stream.ci.concord.ca.us/OnBaseAgendaOnline/Meetings/ViewMeeting?id=632&doctype =1. Developer’s unredacted RFP response is maintained in the offices of the City of Concord City Clerk, 1950 Parkside Drive MS/03, Concord, CA 94519, and may be requested subject to certain restrictions under the California Public Records Act.

I. Developer Contributions. As of commencement of Cannabis Business operations (as determined by the City):

A. Developer shall contribute $25,000 per month (i.e., $300,000 per year) to the City’s CCB Fund.

B. Developer shall contribute to the City five percent (5%) of Developer’s Cannabis Business Gross Revenues, or $50,000 per month (i.e., $600,000 annually), whichever is greater.

C. Such contributions shall become due on the 15th of each month with regard to the prior calendar month; and shall be remitted in accordance with procedures established by the Director of Finance.

II. Volunteer Hours. Developer shall provide at least four volunteer hours per Cannabis Business Owner and per On-Site employee each month. Volunteer hours shall be provided to directly aid, participate in, or assist with sponsored activities, non-profits, or community-based organizations, and/or and civic or social services with preference to those in or serving Concord and/or Contra Costa County. Such volunteer hours shall be provided beginning upon Developer’s commencement of Cannabis Business operations (as determined by the City) and continue each month thereafter. Such volunteer hours shall be provided free of charge to the nonprofit organization, and all On-Site employees shall be compensated by Developer at their normal pay rate for time spent providing such volunteer hours.

3 III. Labor and Hiring Practices/Preferences.

A. In hiring employees for its Cannabis Business, Developer shall give preference to Concord Residents and persons experiencing homelessness in Concord, in that order of priority.

If the City establishes a First Source Hiring Program generally applicable to cannabis businesses, Developer shall comply with the terms thereof.

B. Developer shall provide a wage for all Cannabis Business employees of at least $15 per hour, with at least 80% of Cannabis Business employees (including all “budtenders”) earning at least $20 per hour.

C. Developer shall ensure the eligibility of all full-time Cannabis Business employees and their immediate family members to participate in an employer-based health insurance plan, with 90% of the premium paid by Developer.

D. Developer shall provide fifteen days per year of paid time off for all full-time employees, plus an additional three days of paid sick leave.

E. Developer shall implement its “CoCo Cares” program as part of its Concord Cannabis Business, by, on an annual basis, hiring and providing interim housing for at least ten (10) individuals who are near homeless or are experiencing homelessness in Concord, with a living wage, training, and health care provided to such individuals.

F. Developer has entered into a labor peace agreement (as defined in Business and Professions Code Section 26001, subdivision (x)) with the United Food and Commercial Workers Union Local 8-Golden State ("UFCW 8 Golden State") dated February 19, 2021 with a three (3) year term, with regard to operations of the Cannabis Business. Developer shall maintain one or more labor peace agreements as needed for compliance with Bus. & Prof. Code Section 26001(x) for the duration of the Term.

IV. Neighborhood Compatibility Plan. Developer shall follow and adhere to the Neighbor Compatibility Plan (attached hereto as Exhibit B-1) submitted as part of Developer’s RFP response, including the designation of a Community Relations Officer, who shall be responsible for addressing and mitigating any complaints from the public, customers, and businesses with respect to the Cannabis Business or the Property. As part of Developer’s Annual Review Report to the City (Section 3.F), Developer shall provide written records or documentation regarding any complaints made to Developer, the interactions between Developer and complainants, and any resolution or mediation thereof.

4 Exhibit B-1
Neighborhood Compatibility Plan

5

6

7

8

9

Attachment 3

Luminaire Schedule
Symbol Qty Label Arrangement Lumens/Lamp LLF Description Lum. Watts 3 L1 ECONOLITE D180° N.A. 1.000 NTA-A-NM-T5-19L-50K-UL 130 7 L2 ECONOLITE SINGLE N.A. 1.000 C-WP-B-PR-14L-40K-UL-BZ 105 25' AGL LIGHT POLE
(NEW) . IN PLANTER. (SEE POLE BASE DETAIL) TYPICAL OF 3. COMPACT NEW L3 FIXTURE CONNECT TO EXISTING OUTSIDE LIGHTING
CIRCUIT.

NEW L2 FIXTURE CONNECT TO EXISTING OUTSIDE LIGHTING
CIRCUIT. USE EXISTING OUTSIDE LIGHT
LOCATION, AND JUNCTION BOX. TYPICAL OF 7.
20' 4X4 STEEL POST
2 LED AREA LIGHTS DARK BRONZE FINISH
TYPICAL OF 3
NEW L3 FIXTURE CONNECT TO EXISTING OUTSIDE LIGHTING
CIRCUIT.

NEW L3 FIXTURE CONNECT TO EXISTING OUTSIDE LIGHTING
CIRCUIT.
3 L3 ECONOLITE SINGLE N.A. 1.000 C-WP-A-FCA-09-40K-DB 105

C-WP-A-FCA Series

WARRANTY AND CERTIFICATIONS
WARRANTY cULus LISTED
5 Year Limited* Wet Locations
DLC
Premium

DIMMABLE
Yes, 0-10V
C-WP-A-FCA-05-50K-DB
Mounting height: 15'
IES Classification: Type III
Longitudinal Classification Medium
60 50
40 30
.3
.3
.5
1 3
.3
3 .5 1
3 .3
.3
.5
.5
.3
.3
30 1 .5
20 10 1 .5
0 10
.5 .5
.3
1 .5
20 .3
40 50 40 30 20 10 0 10 20 30 40 50 Distance in Feet

EXISTING PALM TREE AND SHRUBS TO REMAIN AND TO PROTECT DURING CONSTRUCTION S.A.D. SEE ARCHITECTURAL DRAWINGS METAL HEADER CleanLine Black Anodized Landscape Edging 16'. Install metal edging at all mulch (crushed stone) area per plan. Install per manufacturer recommendations. Metal header available at Ewing Irrigation. STABILIZED DECOMPOSED GRANITE PAVING, S.A.D. Composition: 2 parts CA gold 1 part blue gravel Available for American Soils (510) 292-3000 PA PLANTING AREA MULCH: INSTALL 2" CRUSHED LODI GOLD STONE 3 4" DIAMETER OVER GEOTEXTILE FABRIC AVAILABLE AT: American Soil & Stone 2121 San Joaquin St, Richmond, CA 94804 (510) 292-3000 MOW FREE SOD, DELTA BLUEGRASS CO. WWW.DELTABLUEGRASS.COM Available at Site One Landscape 130 S Buchanan Cir, Pacheco, CA 94553 Phone: 925-680-7820

KOLABORATION

CONCORD LLC
2366 STANWELL CIRCLE, SUITE B

CONCORD, CA

ARCHITECTURAL DESIGN REVIEW

PLANTING
PLAN S C A L E : D A T E : August 11, 2021 S H E E T N O : D R A W I N G N A M E : Issues: THIS DOCUMENT AS AN INSTRUMENT OF SERVICE IS THE SOLE PROPERTY OF CD-LANDSCAPE, LLC. AND SHALL REMAIN SO WHETHER THE PROJECT FOR WHICH IT IS INTENDED IS OR IS NOT EXECUTED. THIS DOCUMENT SHALL NOT BE USED IN WHOLE OR IN PART ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN CONSENT OF CD-LANDSCAPE, LLC. COPYRIGHT CD-LANDSCAPE, LLC. C LANDSCAPE ARCHITECTURE STUDIO [email protected] 415.238.6251 cd-landscape.com 10-28-2021 REVISION CITY COMMENTS, PG&E EASEMENT 11-18-2021 COLOR RENDERING NOT TO SCALE LEGEND L1N.T.S. PLANT LIST Page 132 of 396

42" WIDE PATHWAY - STABILIZED DECOMPOSED GRANITE PATH WITH 2X4 WOOD HEADER (E)CONCRETE PAVING EMPLOYEE PICNIC AREA BUILDING SCALE : 332 " = 1'-0" LI EXISTING SHRUBS TO REMAIN 1 CR24 BJ2 AD33 AS1 CJ6LL34 AS1LM23 EC7AE4EC4CB2 AD8 AD8 LL22 DM20 1 L1.1 6' TALL EVERGREEN SHRUB TO SCREEN THE UTILITY BOX LI 1 LM9 CT16 LM10 ATTACHED VINES ON FENCE AP50 AG34 (E) ELECTRICAL SERVICE (E) GAS SERVICE (E) WATER SERVICE DM95 LI 2DM65 MOW FREE SOD SEE LEGEND CT5 AP15 AG7 AC3 SITE PLAN SCALE : 332 " = 1'-0" EXISTING PALM TREE AND SHRUBS TO REMAIN AND TO PROTECT DURING CONSTRUCTION S.A.D. SEE ARCHITECTURAL DRAWINGS METAL HEADER CleanLine Black Anodized Landscape Edging 16'. Install metal edging at all mulch (crushed stone) area per plan. Install per manufacturer recommendations. Metal header available at Ewing Irrigation. STABILIZED DECOMPOSED GRANITE PAVING, S.A.D. Composition: 2 parts CA gold 1 part blue gravel Available for American Soils (510) 292-3000 PA PLANTING AREA MULCH: INSTALL 2" CRUSHED LODI GOLD STONE 34" DIAMETER OVER GEOTEXTILE FABRIC AVAILABLE AT: American Soil & Stone 2121 San Joaquin St, Richmond, CA 94804 (510) 292-3000 PLANTING NOTES 1. ALL WORK SHALL BE PERFORMED BY PERSONS FAMILIAR WITH PLANTING WORK AND UNDER THE SUPERVISION OF A QUALIFIED PLANTING FOREMAN. 2. ALL DIMENSIONS ARE APPROXIMATE. CONTRACTOR TO VERIFY AND ADJUST PLANT QUANTITIES PER SITE CONDITIONS. PROPOSED PLANTING OUTSIDE PROPERTY LINES WAS APPROVED BY OWNERS. 3. ALL QUANTITIES AND PLANT COUNTS ARE FOR THE CONVENIENCE OF THE CONTRACTOR. IN CASE OF DISCREPANCIES, CONTACT THE LANDSCAPE ARCHITECT. 4. THE LANDSCAPE ARCHITECT RESERVES THE RIGHT TO MAKE SUBSTITUTIONS, ADDITIONS, AND DELETIONS IN THE PLANTING SCHEME AS THEY FEEL NECESSARY WHILE WORK IS IN PROGRESS UPON APPROVAL BY THE OWNER. SUCH CHANGES ARE TO BE ACCOMPANIED BY EQUITABLE ADJUSTMENTS IN THE CONTRACT PRICE IF WHEN NECESSARY. 5. PLANT MATERIAL LOCATIONS SHOWN ARE DIAGRAMMATIC AND MAY BE SUBJECT TO CHANGE IN THE FIELD BY THE LANDSCAPE ARCHITECT. PLANT LOCATIONS ARE TO BE ADJUSTED IN THE FIELD AS NECESSARY TO SCREEN UTILITIES BUT NOT TO BLOCK WINDOWS, SIGNS NOR IMPEDE ACCESS. 6. THE DESIGN INTENT OF THE PLANTING PLAN IS TO ESTABLISH AN ATTRACTIVE MATURE LANDSCAPE APPEARANCE. FUTURE PLANT GROWTH WILL NECESSITATE TRIMMING, SHAPING, AND AS AN ON-GOING MAINTENANCE PROCEDURE. 7. ALL PLANTING AREA MUST BE IRRIGATED WITH AUTOMATIC IRRIGATION SYSTEM. IRRIGATION SYSTEM SHALL BE FULLY AUTOMATED AND OPERATIONAL WITH FULL COVERAGE PRIOR TO PLANTING. SEE IRRIGATION PLANS. 8. MARK OFF ALL MAJOR SHRUB AND GROUNDCOVER AREAS ON THE GROUND FOR REVIEW BY LANDSCAPE ARCHITECT PRIOR TO INSTALLING MATERIALS. 9. FORM BERMED WATERING BASIN AROUND ALL TREES INSTALLED IN GROUNDCOVER AREAS. FILL BASIN WITH MULCH AS SHOWN ON DETAIL AND AS SPECIFIED. DO NOT INSTALL BERM AT TREES IN LAWN, IN PAVED AREAS OR IN TREE GRATES. 10. EXACT PLACEMENT FOR ALL HEADERS SHALL BE ACCEPTED BY LANDSCAPE ARCHITECT PRIOR TO FINAL INSTALLATION. 11. IN ADDITION TO HEADERS/EDGING SHOWN ON THE DRAWINGS, PROVIDE AN ALLOWANCE OF 5 PERCENT OF THE TOTAL LINEAR FOOTAGE OF HEADER TO BE FURNISHED AND INSTALLED DURING THE PROGRESS OF THE WORK AS DIRECTED BY THE LANDSCAPE ARCHITECT. 12. PLANT NAMES MAY BE ABBREVIATED ON THE DRAWINGS. SEE PLANT LIST FOR KEY AND CLASSIFICATION. 13. PLASTIC EDGING, SEE LEGEND AVAILABLE AT EWING IRRIGATION OR SIMILAR. 14. TREE SHALL BE PLANTED MINIMUM 5 FEET FROM ALL UNDERGROUND UTILITIES INCLUDING WATER, SEWER,STORM DRAIN AND GAS SERVICE LINES.TREE SHALL BE HEALTHY, DISEASE AND INSECT-FREE, WELL ROOTED, AND PROPERLY TRAINED WITH A STRAIGHT TRUNK THAT CAN STAND UPRIGHT WITHOUT SUPPORT. TREE SHALL EXHIBIT A CENTRAL LEADER. ALL FINAL TREE LOCATIONS SHALL BE FIELD VERIFIED BY THE PROJECT MANAGER. 15. EXISTING PHOENIX CANARIENSIS PALM TREE. CLEAN PALM TRUNK, REMOVE ALL DEAD FRONDS. BASE OF LEAVES TO BE 'PINEAPPLE' BY AN EXPERIENCED PALM TRIMMER. SOILS 1. THE CONTRACTOR MUST PROVIDE AN AGRICULTURAL SUITABILITIES ANALYSIS FOR ALL SOILS EXISTING AND IMPORTED INCLUDING BUT NOT LIMITED TO: EXISTING ON-SITE SOILS, IMPORTED TOPSOIL, LIME TREATED AREAS, AND ALL AMMENDMENTS. RECOMMENDATIONS FOR AMENDMENTS CONTAINED IN THIS ANALYSIS ARE TO BE CARRIED OUT BEFORE PLANTING OCCURS. PROVIDE 2 TESTS AT 6" DEPTH AND 2 TESTS AT 24" DEPTH THROUGHOUT THE SITE. PROVIDE ADDITIONAL TESTING (ONE 6" AND ONE 24" DEPTH TEST PER 25,000 SF FOR AREAS WHICH WERE LIME TREATED). EACH TEST SAMPLE SHALL CONTAIN 3 REPRESENTATIVE SOIL SAMPLES. ALL LIME TREATED PLANTING AREAS SHALL BE REMOVED AND REPLACED WITH IMPORT TOP SOIL AT NO COST TO THE OWNER. ALL TESTING SHALL BE PAID FOR BY THE CONTRACTOR. FOR BID PURPOSES AMEND ALL SOIL WITH 6 YARDS OMRI COMPOST 50LBS GYPSUM AND 100LBS OF GRO-POWER PLUS 5-3-1 W/ M PER 1000SF. CONTRACTOR TO SUBMIT ALL DELIVERY TICKETS FOR COMPOST AND FERTILIZERS FOR VERIFICATION. 2. ALL SOILS IMPORTED ONTO THE SITE FOR ANY PURPOSE SUCH AS GRADING, NON -EXPANSIVE FILL, FILL, OR FOR ANY GENERAL PURPOSE MUST BE TESTED FOR PLANT SUITABILITY PRIOR TO PLACEMENT. ALL IMPORT SOILS SHALL BE NON-DETRIMENTAL TO PLANT MATERIAL AND SOILS ANALYSIS SUBMITTED TO THE LANDSCAPE ARCHITECT FOR REVIEW AND APPROVAL. PROVIDE 1 TEST PER 500 CY OF MATERIAL. ADD SOIL AND GRADE ALL AREAS WHERE EXPOSED SIDE OF SIDEWALKS ARE VISIBLE. 3. SOIL IS TO BE AMENDED, AT THE RATE INDICATED BY THE SOIL ANALYSIS, TO BRING THE SOIL ORGANIC MATTER CONTENT TO A MINIMUM OF 3.5% BY DRY WEIGHT, AND A MINIMUM OF 2" OF QUALITY RECYCLED COMPOST, ON ALL PLANTING AREAS. 4. ALL PLANTERS IN AREAS WHICH HAVE BEEN COMPACTED, SUCH AS ADJACENT TO BUILDINGS, SHALL BE CROSS RIPPED TO THE FOLLOWING DEPTHS: PLANTERS LESS THAN THREE (3) FEET WIDE SHALL HAVE COMPACTION RELIEVED TO A MINIMUM DEPTH OF TWENTY-FOUR (24) INCHES BELOW SUBGRADE. PLANTERS THREE TO TEN (3-10) FEET WIDE MUST HAVE COMPACTION RELIEVED TO A MINIMUM DEPTH OF 18" BELOW SUBGRADE, PLANTERS MORE THAN 10' WIDE SHALL HAVE COMPACTION RELIEVED TO A MINIMUM DEPTH OF 12" BELOW SUBGRADE. AREAS SHALL BE PROTECTED AFTER DECOMPACTION. 5. CONTRACTOR SHALL PERFORM A PERCOLATION TEST AT THE BEGINNING OF CONSTRUCTION AT 1 LOCATION PER ACRE (MAX OF 4) TO DETERMINE THE DRAINAGE CAPACITY OF THE EXISTING SITE. SOIL FOR TREE HEALTH. NOTIFY THE LANDSCAPE ARCHITECT IF DRAINAGE IS LESS THAN 3" PER HOUR. SHRUBS, GROUNDCOVER, & VINES 1. GROUNDCOVER MUST BE PLANTED AS SHOWN ON THE PLAN, DO NOT PLANT UNDER SHRUBS AND IN TREE WATERING BASINS. MULCH 1. MULCH TO BE 'FOREST FLOOR BARK' AVAILABLE AT AMERICAN SOIL AND STONE (2121 San Joaquin St, Richmond, CA 9480, PHONE: (510) 292-3000) INSTALL 2" OF MULCH AT ALL PLANTING AREA EXCEPT AT GROUND COVER AREAS.

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ARCHITECTURAL DESIGN REVIEW

PLANTING
PLAN S C A L E : D A T E : August 11, 2021 S H E E T N O : D R A W I N G N A M E : Issues: THIS DOCUMENT AS AN INSTRUMENT OF SERVICE IS THE SOLE PROPERTY OF CD-LANDSCAPE, LLC. AND SHALL REMAIN SO WHETHER THE PROJECT FOR WHICH IT IS INTENDED IS OR IS NOT EXECUTED. THIS DOCUMENT SHALL NOT BE USED IN WHOLE OR IN PART ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN CONSENT OF CD-LANDSCAPE, LLC. COPYRIGHT CD-LANDSCAPE, LLC. C LANDSCAPE ARCHITECTURE STUDIO [email protected] 415.238.6251 cd-landscape.com 10-28-2021 REVISION CITY COMMENTS, PG&E EASEMENT 11-18-2021 COLOR RENDERING NOT TO SCALE SEE SHEET L1.1 L1.0 SHEET 1 OF 2 LEGEND Note: See plant list sheet L1.1 Page 134 of 396 EXISTING PALM TREE TO REMAIN AC17 EC25 CR20 LL29 LI 4 LL28 EC6 ATTACHED VINES ON FENCE LM86 LL15 EC6 AS5 AS1 Fragaria chiloensis EC6 EC16 BJ 10 LM10 DM106 DM27 MOW FREE SOD SEE LEGENDDM40 AE18 METAL EDGING, SEE LEGEND TYP. TRUE NORTH LANDSCAPE LAYOUT NOTES 1. VERIFY LOCATION OF ALL BUILDINGS, WALLS, ROADS AND CURBS AFFECTING LANDSCAPE SCOPE OF WORK WITH RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS PRIOR TO COMMENCING SITE WORK. 2. VERIFY LOCATION OF ALL VAULTS, ELECTRICAL DUCT BANKS, MANHOLES, CONDUIT AND PIPING, DRAINAGE STRUCTURES, LIGHTING AND OTHER UTILITIES WITH THE APPROPRIATE ENGINEER'S DRAWINGS. 3. TAKE ALL DIMENSIONS FROM FACE OF CURB, WALL OR BUILDING, OR TO CENTERLINE OF BUILDING COLUMNS OR TREES UNLESS OTHERWISE NOTED. 4. ALL DIMENSONS CALLED OUT AS "EQUAL" SHALL BE EQUIDISTANT MEASUREMENTS BETWEEN THE TWO REFERENCE POINTS SHOWN. 5. ALL ITEMS DESIGNATED AS "SIMILAR" OR "TYPICAL" SHALL BE CONSTRUCTED IN THE MANNER OF THE DETAIL REFERENCED, WITH MINOR ADJUSTMENT FOR SPECIFIC CONDITION. 6. ALL ANGLES SHALL BE 90 DEGREES AND ALL LINES SHALL BE HELD PARALLEL UNLESS OTHERWISE NOTED ON THE DRAWINGS. MAINTAIN HORIZONTAL ALIGNMENTFOR ALL ADJACENT ELEMENTS SO REFERENCED ON THE DRAWINGS. 7. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALE APPARENT ON DRAWINGS. DO NOT SCALE FROM DRAWINGS. SEE ENLARGED PLANS AND SPECIFIC DETAILS FOR ADDITIONAL INFORMATION. 8. INDIVIDUAL NOTES AND SPECIFIC DETAILS TAKE PRECEDENCE OVER GENERAL NOTES AND GENERIC DETAILS. 9. ALL WORK PERFORMED WITHIN THE TREE PROTECTION ZONE AND/OR THE DRIP LINE OF TREES DESIGNATED AS "EXISTING TREE TO REMAIN" SHALL BE HAND LABOR. NO ROOTS TWO INCHES OR LARGER IN CALIPER SHALL BE SEVERED WITHOUT REVIEW AND ACCEPTANCE BY LANDSCAPE ARCHITECT OR ARBORIST.

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2366 STANWELL CIRCLE, SUITE B

CONCORD, CA

ARCHITECTURAL DESIGN REVIEW

PLANTING
PLAN S C A L E : D A T E : August 11, 2021 S H E E T N O : D R A W I N G N A M E : Issues: THIS DOCUMENT AS AN INSTRUMENT OF SERVICE IS THE SOLE PROPERTY OF CD-LANDSCAPE, LLC. AND SHALL REMAIN SO WHETHER THE PROJECT FOR WHICH IT IS INTENDED IS OR IS NOT EXECUTED. THIS DOCUMENT SHALL NOT BE USED IN WHOLE OR IN PART ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN CONSENT OF CD-LANDSCAPE, LLC. COPYRIGHT CD-LANDSCAPE, LLC. C LANDSCAPE ARCHITECTURE STUDIO [email protected] 415.238.6251 cd-landscape.com 10-28-2021 REVISION CITY COMMENTS, PG&E EASEMENT 11-18-2021 COLOR RENDERING NOT TO SCALE SEE SHEET L1.0 PLANT LIST PT 2X4 WOOD HEADER WITH PICKETS @ 36" ON BOTH SIDES OF PATH DECOMPOSED GRANITE: COLOR: 40% TAN - "CALIFORNIA GOLD" 60% BLUE - GRAY SIZE: FINE TO 1/4" PARTICLE SIZE INSTALL IN 1 1/2" LAYERS, EACH LAYER COMPACTED 90% W/ TOP LAYER MIN. 75% DUST FINES ADD LIQUID STABILIZER PER MANUFACTURER SPECIFICATIONS AND RECOMMENDATIONS. FINISH GRADE @ GROUNDCOVER OR SHRUB AREA COMPACTED SOIL, FOR COMPACTION RATE SEE SEE SOILS REPORT 1 STABILIZED DECOMPOSED GRANITE PAVING L1.1 SHEET 2 OF 2 Page 135 of 396 MV MFS C-3 731 1 8 C-5 593 1 3 C-6 1 4 C-14 264 1 1 C-13 305 1 2 C-12 1 6 C-151472 1 7 C-1 1 1 C-1 366 1 2 C-4 934 1 10

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2366 STANWELL CIRCLE, SUITE B

CONCORD, CA
ARCHITECTURAL DESIGN REVIEW S C A L E : D A T E : August 11, 2021 S H E E T N O : D R A W I N G N A M E : 10-28-2021 REVISION CITY COMMENTS, PG&E EASEMENT tel 925.899.3045 [email protected] I20 IRRIGATION CONSULTING DESIGN-AUDITS-EVALUATION 11-18-2021 COLOR RENDERING NOT TO SCALE SEE SHEET I2.1 I2.0 SHEET 1 OF 7

IRRIGATION
PLAN 3/32" = 1'-0" IRRIGATION CONTROLLER "C". MOUNT ON PEDESTAL AT THIS LOCATION AS DETAILED AND AS DIRECTED BY ARCHITECT. CONNECT TO 120 VOLT A.C. ELECTRICAL SERVICE INSTALLED AT THIS LOCATION UNDER ELECTRICAL CONTRACT. IRRIGATION CONTRACTOR SHALL COORDINATE LOCATION OF ELECTRICAL SERVICE PRIOR TO CONSTRUCTION. WIRELESS RAIN SENSOR. MOUNT ON THE EAVE OF BUILDING. HAND TRENCH AS NECESSARY TO AVOID DAMAGE TO THE EXISTING TREE ROOTS. (TYP.) 5/8" WATER METER WITH 1" SERVICE LINE FOR IRRIGATION TO BE PROVIDED BY OTHER. MAXIMUM IRRIGATION DEMAND: 11 GPM AT 65 PSI STATIC PRESSURE AT WATER METER LOCATION. NOTES: 1. ONE BUBBLER SYMBOL IS SHOWN AT TREES FOR GRAPHIC CLARITY ONLY. INSTALL MINIMUM TWO BUBBLERS AT EACH TREE. INSTALL REQUIRED NUMBER OF BUBBLERS AS DETAILED. 2. IRRIGATION EQUIPMENT MAY BE SHOWN WITHIN HARDSCAPE FOR GRAPHIC CLARITY ONLY. INSTALL ALL IRRIGATION EQUIPMENT WITHIN PLANTED AREAS. IRRIGATION PIPE AND WIRE CROSSING BENEATH HARDSCAPE SURFACES SHALL BE CONTAINED WITHIN SLEEVING OR SCHEDULE 40 PVC CONDUIT. SLEEVING SIZE SHALL BE A MINIMUM OF TWO TIMES THE AGGREGATE DIAMETER OF ALL PIPES CONTAINED WITH SLEEVE. PROVIDE VERTICAL SWEEP FOR ALL ELECTRICAL CONDUIT ON EACH SIDE OF HARDSCAPE AND TERMINATE ENDS AT 12" MINIMUM DEPTH AND 12" FROM HARDSCAPE SURFACE. 3. UNSIZED LATERAL LINE PIPING LOCATED DOWN STREAM OF 1" PIPING SHALL BE 3/4" IN SIZE (TYPICAL). 4. SIZING OF LATERAL PIPE SHALL BE AS FOLLOWS: 0.75" 0-6 GPM 1" 7-12 GPM 1.25" 13-20 GPM 5. SIZING OF LATERAL PIPE FOR DRIPLINE (12" O.C. GRID WITH 0.6 GPH OR LESS EMITTERS) SHALL BE AS FOLLOWS: 0.75 0-500 FT 1" 501-1100 FT 1.25" 1101-2000 FT 6. SIZING OF LATERAL PIPE FOR DRIPLINE (18" O.C. GRID WITH 0.6 GPH OR LESS EMITTERS) SHALL BE AS FOLLOW: 0.75" 0-1100 FT 1" 1101-2200 FT 1.25" 2201-3600 FT Page 136 of 396 M C-6
4 C-8 1224 1 6C-9
1 3 C-102314 1 11 C-11
1 7 C-7 339 1 3

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2366 STANWELL CIRCLE, SUITE B

CONCORD, CA
ARCHITECTURAL DESIGN REVIEW S C A L E : D A T E : August 11, 2021 S H E E T N O : D R A W I N G N A M E : 10-28-2021 REVISION CITY COMMENTS, PG&E EASEMENT tel 925.899.3045 [email protected] I20 IRRIGATION CONSULTING DESIGN-AUDITS-EVALUATION 11-18-2021 COLOR RENDERING NOT TO SCALE SEE SHEET I2.0 I2.1

IRRIGATION
PLAN SHEET 2 OF 7 3/32" = 1'-0" NOTES: 1. ONE BUBBLER SYMBOL IS SHOWN AT TREES FOR GRAPHIC CLARITY ONLY. INSTALL MINIMUM TWO BUBBLERS AT EACH TREE. INSTALL REQUIRED NUMBER OF BUBBLERS AS DETAILED. 2. IRRIGATION EQUIPMENT MAY BE SHOWN WITHIN HARDSCAPE FOR GRAPHIC CLARITY ONLY. INSTALL ALL IRRIGATION EQUIPMENT WITHIN PLANTED AREAS. IRRIGATION PIPE AND WIRE CROSSING BENEATH HARDSCAPE SURFACES SHALL BE CONTAINED WITHIN SLEEVING OR SCHEDULE 40 PVC CONDUIT. SLEEVING SIZE SHALL BE A MINIMUM OF TWO TIMES THE AGGREGATE DIAMETER OF ALL PIPES CONTAINED WITH SLEEVE. PROVIDE VERTICAL SWEEP FOR ALL ELECTRICAL CONDUIT ON EACH SIDE OF HARDSCAPE AND TERMINATE ENDS AT 12" MINIMUM DEPTH AND 12" FROM HARDSCAPE SURFACE. 3. UNSIZED LATERAL LINE PIPING LOCATED DOWN STREAM OF 1" PIPING SHALL BE 3/4" IN SIZE (TYPICAL). 4. SIZING OF LATERAL PIPE SHALL BE AS FOLLOWS: 0.75" 0-6 GPM 1" 7-12 GPM 1.25" 13-20 GPM 5. SIZING OF LATERAL PIPE FOR DRIPLINE (12" O.C. GRID WITH 0.6 GPH OR LESS EMITTERS) SHALL BE AS FOLLOWS: 0.75 0-500 FT 1" 501-1100 FT 1.25" 1101-2000 FT 6. SIZING OF LATERAL PIPE FOR DRIPLINE (18" O.C. GRID WITH 0.6 GPH OR LESS EMITTERS) SHALL BE AS FOLLOW: 0.75" 0-1100 FT 1" 1101-2200 FT 1.25" 2201-3600 FT Page 137 of 396

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CONCORD LLC
2366 STANWELL CIRCLE, SUITE B

CONCORD, CA
ARCHITECTURAL DESIGN REVIEW S C A L E : D A T E : August 11, 2021 S H E E T N O : D R A W I N G N A M E : 10-28-2021 REVISION CITY COMMENTS, PG&E EASEMENT tel 925.899.3045 [email protected] I20 IRRIGATION CONSULTING DESIGN-AUDITS-EVALUATION 11-18-2021 COLOR RENDERING NOT TO SCALE I2.2 1. THESE IRRIGATION DRAWINGS ARE DIAGRAMMATIC AND INDICATIVE OF THE WORK TO BE INSTALLED. ALL PIPING, VALVES, AND OTHER IRRIGATION COMPONENTS MAY BE SHOWN WITHIN PAVED AREAS FOR GRAPHIC CLARITY ONLY AND ARE TO BE INSTALLED WITHIN PLANTING AREAS. DUE TO THE SCALE OF THE DRAWINGS, IT IS NOT POSSIBLE TO INDICATE ALL OFFSETS, FITTINGS, SLEEVES, CONDUIT, AND OTHER ITEMS WHICH MAY BE REQUIRED. INVESTIGATE THE STRUCTURAL AND FINISHED CONDITION AFFECTING THE CONTRACT WORK INCLUDING OBSTRUCTIONS, GRADE DIFFERENCES OR AREA DIMENSIONAL DIFFERENCES. IN THE EVENT OF FIELD DISCREPANCY WITH CONTRACT DOCUMENTS, PLAN THE INSTALLATION WORK ACCORDINGLY BY NOTIFICATION AND APPROVAL OF THE OWNER'S AUTHORIZED REPRESENTATIVE AND ACCORDING TO THE CONTRACT SPECIFICATIONS. NOTIFY AND COORDINATE IRRIGATION CONTRACT WORK WITH APPLICABLE CONTRACTORS FOR THE LOCATION AND INSTALLATION OF PIPE, CONDUIT OR SLEEVES THROUGH OR UNDER WALLS, ROADWAYS, PAVING AND STRUCTURES BEFORE CONSTRUCTION. IN THE EVENT THESE NOTIFICATIONS ARE NOT PERFORMED, THE CONTRACTOR ASSUMES FULL RESPONSIBILITY FOR REQUIRED REVISIONS. 2. THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE CODES, STANDARDS, AND REGULATIONS. ALL WORK AND MATERIALS SHALL BE IN FULL ACCORDANCE WITH THE LATEST RULES AND REGULATIONS OF THE NATIONAL ELECTRIC CODE; THE UNIFORM PLUMBING CODE, PUBLISHED BY THE WESTERN PLUMBING OFFICIALS ASSOCIATION; AND OTHER STATE OR LOCAL LAWS OR REGULATIONS. NOTHING IN THESE DRAWINGS IS TO BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THESE CODES OR REGULATIONS. THE CONTRACTOR SHALL FURNISH WITHOUT ANY EXTRA CHARGE, ANY ADDITIONAL MATERIAL AND LABOR WHEN REQUIRED BY THE COMPLIANCE WITH THESE CODES AND REGULATIONS. 3. THE CONTRACTOR SHALL COORDINATE INSTALLATION OF IRRIGATION SYSTEM WITH LAYOUT AND INSTALLATION OF THE PLANT MATERIALS TO INSURE THAT THERE WILL BE COMPLETE AND UNIFORM IRRIGATION COVERAGE OF PLANTING IN ACCORDANCE WITH THESE DRAWINGS, AND CONTRACT DOCUMENTS. THE IRRIGATION LAYOUT SHALL BE CHECKED BY THE CONTRACTOR AND OWNER'S AUTHORIZED REPRESENTATIVE PRIOR TO CONSTRUCTION TO DETERMINE IF ANY CHANGES, DELETIONS, OR ADDITIONS ARE REQUIRED. IRRIGATION SYSTEM SHALL BE INSTALLED AND TESTED PRIOR TO INSTALLATION OF PLANT MATERIAL. 4. THE INTENT OF THIS IRRIGATION SYSTEM IS TO PROVIDE THE MINIMUM AMOUNT OF WATER REQUIRED TO SUSTAIN GOOD PLANT HEALTH. 5. IT IS THE RESPONSIBILITY OF THE MAINTENANCE CONTRACTOR AND/OR OWNER TO PROGRAM THE IRRIGATION CONTROLLER(S) TO PROVIDE THE MINIMUM AMOUNT OF WATER NEEDED TO SUSTAIN GOOD PLANT HEALTH. THIS INCLUDES MAKING ADJUSTMENTS TO THE PROGRAM FOR SEASONAL WEATHER CHANGES, PLANT MATERIAL, WATER REQUIREMENTS, MOUNDS, SLOPES, SUN, SHADE AND WIND EXPOSURE. 6. IT IS THE RESPONSIBILITY OF A LICENSED ELECTRICAL CONTRACTOR TO PROVIDE 120 VOLT A.C. (2.5 AMP DEMAND PER CONTROLLER) ELECTRICAL SERVICE TO THE CONTROLLER LOCATION(S). IT IS THE RESPONSIBILITY OF THE IRRIGATION CONTRACTOR TO COORDINATE THE ELECTRICAL SERVICE STUB-OUT TO THE CONTROLLER(S). PROVIDE PROPER GROUNDING PER CONTROLLER MANUFACTURER'S INSTRUCTIONS AND IN ACCORDANCE WITH LOCAL CODES. 7. PROVIDE EACH CONTROLLER WITH ITS OWN GROUND ROD. SEPARATE THE GROUND RODS BY A MINIMUM OF EIGHT FEET. THE GROUND ROD SHALL BE AN EIGHT FOOT LONG BY 5/8" DIAMETER U.L. APPROVED COPPER CLAD ROD. INSTALL NO MORE THAN 6" OF THE GROUND ROD ABOVE FINISH GRADE. CONNECT #6 GAUGE WIRE WITH A U.L. APPROVED GROUND ROD CLAMP TO ROD AND BACK TO GROUND SCREW AT BASE OF CONTROLLER WITH APPROPRIATE CONNECTOR. MAKE THIS WIRE AS SHORT AS POSSIBLE, AVOIDING KINKS OR BENDING. 8. SCHEDULE A MEETING WHICH INCLUDES REPRESENTATIVES OF THE IRRIGATION CONTROLLER MANUFACTURER, THE MAINTENANCE CONTRACTOR, THE OWNER AND THE IRRIGATION CONTRACTOR AT THE SITE FOR INSTRUCTION ON THE PROPER PROGRAMMING AND OPERATION OF THE IRRIGATION CONTROLLER. 9. INSTALL 3" DETECTABLE TAPE ABOVE ALL PRESSURIZED MAIN LINES AS DETAILED. USE CHRISTY MODEL #TA-DT-3-BIRR FOR POTABLE IRRIGATION WATER SYSTEMS. 10. PROVIDE EACH IRRIGATION CONTROLLER WITH ITS OWN INDEPENDENT LOW VOLTAGE COMMON GROUND WIRE. 11. IRRIGATION CONTROL WIRES: SOLID COPPER WITH U.L. APPROVAL FOR DIRECT BURIAL IN GROUND. COMMON GROUND WIRE: SIZE #12-1 WIRE WITH A WHITE INSULATING JACKET. CONTROL WIRE SERVICING REMOTE CONTROL VALVES: SIZE #14-1 WIRE WITH INSULATING JACKET OF COLOR OTHER THAN WHITE. SPLICES SHALL BE MADE WITH 3M-DBY SEAL PACKS OR APPROVED EQUAL. 12. INSTALL TWO SPARE CONTROL WIRES OF A DIFFERENT COLOR ALONG THE ENTIRE MAIN LINE. LOOP 36" EXCESS WIRE INTO EACH SINGLE VALVE BOX AND INTO ONE VALVE BOX IN EACH GROUP OF VALVES. 13. SPLICING OF LOW VOLTAGE WIRES IS PERMITTED IN VALVE BOXES ONLY. LEAVE A 36" LONG, 1" DIAMETER COIL OF EXCESS WIRE AT EACH SPLICE AND A 36" LONG EXPANSION LOOP EVERY 100 FEET ALONG WIRE RUN. TAPE WIRES TOGETHER EVERY TEN FEET. DO NOT TAPE WIRES TOGETHER WHERE CONTAINED WITHIN SLEEVING OR CONDUIT. 14. INSTALL BLACK PLASTIC VALVE BOXES WITH BOLT DOWN, NON HINGED COVER MARKED "IRRIGATION CONTROL VALVE". BOX BODY SHALL HAVE KNOCK OUTS. ACCEPTABLE VALVE BOX MANUFACTURER'S INCLUDE NDS, CARSON OR APPROVED EQUAL. 15. INSTALL REMOTE CONTROL VALVE BOXES 12" FROM WALK, CURB, HEADER BOARD, BUILDING, OR LANDSCAPE FEATURE. AT MULTIPLE VALVE BOX GROUPS, INSTALL EACH BOX 12" FROM THE WALK, CURB, HEADER BOARD, BUILDING, OR LANDSCAPE FEATURE AND INSTALL EACH BOX 12" APART. 16. VALVE LOCATIONS SHOWN ARE DIAGRAMMATIC. INSTALL IN GROUND COVER/SHRUB AREAS (AVOID LAWN AREAS WHERE POSSIBLE). 17. THE CONTRACTOR SHALL LABEL CONTROL LINE WIRE AT EACH REMOTE CONTROL VALVE WITH A 2 1/4" X 2 3/4" POLYURETHANE I.D. TAG, INDICATING IDENTIFICATION NUMBER OF VALVE (CONTROLLER AND STATION NUMBER). ATTACH LABEL TO CONTROL WIRE. THE CONTRACTOR SHALL PERMANENTLY STAMP ALL VALVE BOX LIDS WITH APPROPRIATE IDENTIFICATION AS NOTED IN CONSTRUCTION DETAILS. 18. FLUSH AND ADJUST IRRIGATION OUTLETS AND NOZZLES FOR OPTIMUM PERFORMANCE AND TO PREVENT OVER SPRAY ONTO WALKS, ROADWAYS, AND/OR BUILDINGS. SELECT THE BEST DEGREE OF THE ARC AND RADIUS TO FIT THE EXISTING SITE CONDITIONS AND THROTTLE THE FLOW CONTROL AT EACH VALVE TO OBTAIN THE OPTIMUM OPERATING PRESSURE FOR EACH CONTROL ZONE. 19. LOCATE EMITTER OUTLETS ON UPHILL SIDE OF PLANT OR TREE. 20. LOCATE BUBBLERS ON UPHILL SIDE OF PLANT OR TREE. 21. INSTALL A HUNTER HCV SERIES, KBI CV SERIES, OR APPROVED EQUAL SPRING LOADED CHECK VALVE IN SPRINKLER RISER ASSEMBLIES WHERE LOW OUTLET DRAINAGE WILL CAUSE EROSION AND/OR EXCESS WATER. 22. WHERE IT IS NECESSARY TO EXCAVATE ADJACENT TO EXISTING TREES, USE CAUTION TO AVOID INJURY TO TREES AND TREE ROOTS. EXCAVATE BY HAND IN AREAS WHERE TWO (2) INCH AND LARGER ROOTS OCCUR. BACK FILL TRENCHES ADJACENT TO TREE WITHIN TWENTY-FOUR (24) HOURS. WHERE THIS IS NOT POSSIBLE, SHADE THE SIDE OF THE TRENCH ADJACENT TO THE TREE WITH WET BURLAP OR CANVAS. 23. NOTIFY LOCAL JURISDICTIONS FOR INSPECTION AND TESTING OF INSTALLED BACKFLOW PREVENTION DEVICE. 24. THE IRRIGATION SYSTEM DESIGN IS BASED ON THE MINIMUM OPERATING PRESSURE SHOWN ON THE IRRIGATION DRAWINGS. VERIFY WATER PRESSURE PRIOR TO CONSTRUCTION. REPORT ANY DIFFERENCE BETWEEN THE WATER PRESSURE INDICATED ON THE DRAWINGS AND THE ACTUAL PRESSURE READING AT THE IRRIGATION POINT OF CONNECTION TO THE OWNER'S AUTHORIZED REPRESENTATIVE. 25. IRRIGATION DEMAND: REFER TO PLANS. 26. PIPE THREAD SEALANT COMPOUND SHALL BE RECTOR SEAL #5. 27. THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR MINOR CHANGES IN THE IRRIGATION LAYOUT DUE TO OBSTRUCTIONS NOT SHOWN ON THE IRRIGATION DRAWINGS SUCH AS LIGHTS, FIRE HYDRANTS, SIGNS, ELECTRICAL ENCLOSURES, ETC. 28. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR ADJUSTING THE IRRIGATION SYSTEM DESIGN IF THE PLANTING DESIGN CHANGES FROM THE ORIGINAL PLAN AND NEEDS TO ADAPT TO THE NEW PLANTING DESIGN. THE LANDSCAPE CONTRACTOR NEEDS TO NOTIFY THE LANDSCAPE ARCHITECT AND IRRIGATION CONSULTANT OF PROPOSED CHANGES PRIOR TO INSTALLATION FOR APPROVAL. 29. CONTRACTOR SHALL BE RESPONSIBLE FOR SUPPLEMENTAL HAND WATERING OF ALL PLANT MATERIAL WITHIN DRIPLINE AREAS UNTIL THE PLANTS ARE SUFFICIENTLY ESTABLISHED. IRRIGATION NOTES APPROXIMATE ROUTING OF FLOW SENSOR AND MASTER VALVE WIRES IN SEPARATE 1.25" CONDUITS. REFER TO DETAILS FOR MORE INFORMATION. FLOW SENSOR/ MASTER CABLE: IRRIGATION LEGEND SYMBOL OPERATING DESCRIPTION PSI NOZZLE GPM OPERATING MODEL NUMBER RADIUS (FEET) ICZ-101-40 HUNTER REMOTE CONTROL VALVE WITH A 40 PSI PRESSURE REGULATOR AND A 1" FILTER. (1-20 GPM) WLT-0500-T NDS SCH 40 BALL VALVE OR APPROVED EQUAL PGV-101G HUNTER REMOTE CONTROL VALVE T-FP600A-LF-1.5" NIBCO 1.5" BRASS BALL VALVE 975XLSEU-1.5"/ SBBC-30SS/PBB-20 HHC-800-SS/ICM-800/ ICC-PED-SS HUNTER HCC 16 STATION CONTROLLER IN A STAINLESS STEEL PEDESTAL ENCLOSURE MV ICV-101G HUNTER MASTER VALVE-1" (NORMALLY CLOSED) HC-100-FLOW HUNTER 1" SUB/FLOW METER (0.3-30 GPM) HC-PLAN-ENTHUSIAST HUNTER HYDRAWISE SOFTWARE REMOTE CONTROL VALVE SIZE (IN INCHES) FLOW (GPM) CONTROLLER AND STATION NUMBER CONTROLLER AND STATION NUMBER AREA (SQ. FT.) FLOW (GPM) REMOTE CONTROL VALVE SIZE (IN INCHES) ASSOCIATED REMOTE CONTROL VALVE ASSOCIATED REMOTE CONTROL VALVE SCHEDULE 40 PVC PLASTIC PIPE. COVER TO BE AS INDICATED IN SPECIFICATIONS OR AS INDICATED ABOVE FOR PIPE DEPTH OF COVER. 3/4" AND LARGER: 1120-SCHEDULE 40 PVC PLASTIC PIPE WITH SCHEDULE 40 PVC SOLVENT WELD FITTINGS. 12" COVER. LATERAL LINE: SLEEVING: 1.5" AND SMALLER: 1120-SCHEDULE 40 PVC PLASTIC PIPE WITH SCHEDULE 40 PVC SOLVENT WELD FITTINGS. 18" COVER. MAIN LINE: 3/4" AND LARGER: 1120-SCHEDULE 40 PVC PLASTIC PIPE WITH SCHEDULE 40 PVC SOLVENT WELD FITTINGS. 12" COVER. DRIPLINE LATERAL LINE: PCB-25 HUNTER BUBBLER (TREE) MIN. 2 PER TREE. REFER TO BUBBLER DETAIL FOR QUANTITY OF BUBBLERS PER TREE SIZE. 0.25 30 TRICKLE ECO-ID HUNTER ECO-INDICATOR WILKINS REDUCED PRESSURE BACKFLOW ASSEMBLY WITH VIT STRONGBOX STAINLESS STEEL SMOOTH TOUCH ENCLOSURE AND FREEZE BLANKET. FS

IRRIGATION

NOTES &
LEGEND SHEET 3 OF 7 NOT TO SCALE RAIN CLICK HUNTER RAIN CLICK 33-DRC RAIN BIRD QUICK COUPLING VALVE PCB-25 HUNTER BUBBLER (SHRUB) 0.25 30 TRICKLE IRRIGATION LEGEND SYMBOL DESCRIPTION APPROXIMATE CONNECTION POINT BETWEEN DRIPLINE TUBING AND PVC SUPPLY WHEN DRIP ZONE IS LESS THAN 3 GPM AND NO PVC SUPPLY/EXHUST HEADERS ARE NEEDED. REFER TO DRIPLINE TUBING CONNECTION DETAIL FOR MORE INFORMATION. DRIPLINE REMOTE CONTROL VALVE PVC LATERAL DRIP ZONE: HUNTER HDL SERIES DRIPLINE WITH BUILT IN PRESSURE COMPENSATION AND CHECK VALVE, PART #HDL-06-18-250-CV. USE PLD FITTINGS. TUBING TO BE INSTALLED 4" BELOW GRADE IN A 18" O.C. GRID ACCORDING TO DETAILS. SIZE EXHAUST HEADERS AS FOLLOWS: 1": 0-10 GPM, 1.25": 11-20 GPM. ALL EXHAUST HEADERS SHALL BE 1" SCH 40 PVC OR 1" SCH 40 FLEXIBLE PVC. USE SCH. 40 PVC SOLVENT WELD FITTINGS. EXTEND PVC HEADERS TO THE ENDS OF ALL DRIP ZONES TO BALANCE FLOW IF REQUIRED. SEE DETAILS FOR FURTHER INFORMATION. SUPPLY HEADER EXHAUST HEADER DRIP ZONE EXTENTS PVC LATERAL DRIPLINE REMOTE CONTROL VALVE DRIP ZONE EXTENTS DRIP ZONE: HUNTER HDL SERIES DRIPLINE WITH BUILT IN PRESSURE COMPENSATION AND CHECK VALVE, PART #HDL-06-12-250-CV. USE PLD FITTINGS. TUBING TO BE INSTALLED 4" BELOW GRADE IN A 12" O.C. GRID ACCORDING TO DETAILS. SIZE EXHAUST HEADERS AS FOLLOWS: 1": 0-10 GPM, 1.25": 11-20 GPM. ALL EXHAUST HEADERS SHALL BE 1" SCH 40 PVC OR 1" SCH 40 FLEXIBLE PVC. USE SCH. 40 PVC SOLVENT WELD FITTINGS. EXTEND PVC HEADERS TO THE ENDS OF ALL DRIP ZONES TO BALANCE FLOW IF REQUIRED. SEE DETAILS FOR FURTHER INFORMATION. SUPPLY HEADER EXHAUST HEADER DRIP ZONE EXTENTS PVC LATERAL DRIPLINE REMOTE CONTROL VALVE Page 138 of 396

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ARCHITECTURAL DESIGN REVIEW S C A L E : D A T E : August 11, 2021 S H E E T N O : D R A W I N G N A M E : 10-28-2021 REVISION CITY COMMENTS, PG&E EASEMENT tel 925.899.3045 [email protected] I20 IRRIGATION CONSULTING DESIGN-AUDITS-EVALUATION 11-18-2021 COLOR RENDERING NOT TO SCALE I2.3 SCALE: NONE 6 GATE VALVE VALVE I.D. TAG (CONTROLLER AND STATION NUMBER). REMOTE CONTROL VALVE WITH FLOW CONTROL AND MANUAL BLEED (PRESSURE REGULATOR WHERE SHOWN ON PLANS). SCHEDULE 80 PVC 90° ELBOW (TxT). PVC MAIN LINE. PEA GRAVEL OR 3/4" DRAIN ROCK- 4" [100mm] DEEP BELOW VALVE (NO SOIL IN VALVE BOX). SCHEDULE 40 OR 80 PVC TEE. REFER TO LEGEND FOR TYPE. VALVE CONTROL WIRE- PROVIDE SEAL PACKS AT ALL SPLICES AND 3' [1m] OF EXCESS UF WIRE IN A 1" [25mm] DIAMETER COIL. REFER TO IRRIGATION SPECS. SCHEDULE 80 PVC THREADED UNION. PVC LATERAL LINE. BRICK-1 EACH CORNER. 19 GAUGE 1/2" [12mm] SQUARE WIRE MESH. SCHEDULE 80 PVC NIPPLE- LENGTH AS FINISH GRADE. REQUIRED. 1 234
5 6
789 10 11 12 13 14151617
56432
1 7 111210
9 81314151617 SCHEDULE 80 PVC UNION BALL VALVE (ONE PER VALVE). 1818 SCHEDULE 80 PVC NIPPLE (3 TOTAL). 3" [75mm] MIN, 6" [150mm] MAX. SCALE: NONE 7 REMOTE CONTROL VALVE USE A NDS PRO SERIES 14" X 19" RECTANGULAR PLASTIC VALVE BOX WITH BOLT DOWN LID FOR 1" VALVES. FOR 1.5" AND LARGER VALVES INSTALL BALL VALVE WITHIN A SEPARATE 10" ROUND BOX OR ONE BALL VALVE PER MANIFOLD OF VALVES. GATE VALVE SIZE SHALL BE SAME AS LARGEST VALVE WITHIN MANIFOLD. ONE VALVE PER BOX- NO EXCEPTIONS. INSTALL BOX AS SHOWN IN BOX INSTALLATION DETAIL.19 19 SCHEDULE 40 MALE ADAPTER 3" 10" ROUND PLASTIC VALVE BOX WITH BOLT DOWN LID. 8" CLASS 160 OR SCHEDULE 40 PVC PIPE (NOTCH TO FIT OVER MAIN LINE PIPE). PVC MAIN LINE. FINISH GRADE. PEA GRAVEL OR 3/4" DRAIN ROCK - 4" DEEP (NO SOIL IN VALVE BOX). BRICK-2 TOTAL. GATE VALVE WITH X-TOP HANDLE. MALE ADAPTER. REFER TO LEGEND FOR FITTING TYPE. 1234
56 89 REFER TO IRRIGATION LEGEND
1 23
456897
7 19 GAUGE 1/2" SQUARE WIRE MESH. WRAP UP SIDES OF BOX. SCALE: NONE 1 REDUCED PRESSURE BACKFLOW ASSEMBLY INSTALL A FREEZE PREVENTATIVE BLANKET AROUND BACKFLOW ASSEMBLY. BLANKET SHALL BE GREEN. NIPPLES AND FITTINGS TO BE SAME IPT SIZE AS BACKFLOW ASSEMBLY. DO NOT SOLDER CONNECT FITTINGS WHILE THREADED INTO BACKFLOW ASSEMBLY. THIS MAY CAUSE DAMAGE TO DEVICE. 1 3456
7 8 PROVIDE A STAINLESS STEEL ENCLOSURE TO COMPLETELY ENCLOSE DEVICE. INSTALL ENCLOSURE TO CONCRETE BASE AS DIRECTED BY MANUFACTURER. REDUCED PRESSURE BACKFLOW ASSEMBLY. WROUGHT COPPER MALE ADAPTER-2 TOTAL (SOLDER x THREAD CONNECTION). COPPER TYPE "K" PIPE (LENGTH AS REQUIRED). WROUGHT COPPER 90° ELBOW-2 TOTAL (SOLDER x THREAD CONNECTION). PVC MAIN LINE TO POINT OF CONNECTION. BUSH AS NECESSARY FOR SIZE TRANSITION. PVC SLEEVE BOTH SIDES. FINISH GRADE. CONCRETE PAD-SEE ENCLOSURE DETAIL. CONCRETE SUPPORT BLOCK. SCHEDULE 40 PVC MALE ADAPTER-2 TOTAL. 9111213 PVC MAIN LINE TO IRRIGATION SYSTEM. NOTES: 1. 2. 3. 4. 10FLOW 1 910 11
6 7
8 13 12
2345
2 12"[300mm] REFER TO IRRIGATION LEGEND. 2.5" SIDE VIEW FRONT VIEW 1 2345 MOUNTING BRACKETS (STANDARD WITH ENCLOSURE) TO BE SET INTO CONCRETE PAD. PROVIDE LOCKING TAB TO ACCEPT PADLOCK PER MANUFACTURER'S INSTRUCTION. 6" [150mm] THICK CONCRETE PAD FOR ENCLOSURE SUPPORT TO EXTEND 6" [150mm] BEYOND ENCLOSURE ON ALL SIDES. CONCRETE TO HAVE MEDIUM BROOM FINISH. FINISH GRADE SET PAD 1/2" [13MM] ABOVE FINISH GRADE STAINLESS STEEL ENCLOSURE TO COMPLETELY ENCLOSE DEVICE 5 1
234 [65mm] SCALE: NONE
2 BACKFLOW ASSEMBLY ENCLOSURE
1 2
3 4
1 NOTE:
5 2
3 5
4 3
1 MAXIMUM LINE OF SIGHT FROM RAIN SENSOR TO RECEIVER IS 300 FT. DISTANCE IS LESS IF OBSTRUCTIONS EXIST. SENSOR MUST BE INSTALLED IN "CLEAR SPACE" WHERE IT IS EXPOSED TO UNOBSTRUCTED RAINFALL AND IS CLEAR OF IRRIGATION SPRAY. SCALE: NONE WIRELESS RAIN SENSOR-GUTTER MOUNT WIRELESS RAIN SENSOR TRANSMITTER (GUTTER MOUNTED) MOUNT RAIN SENSOR ON GUTTER/EVE GUTTER CONTROLLER RAIN SENSOR RECEIVER 4 FLOW 10 x PIPE DIA. WEATHERPROOF WIRE CONNECTOR FINISH GRADE SPECIFIED SOIL COVER (SEE LEGEND) COMMON BRICK GRAVEL BASE, 6" (15 cm) DEEP NOTE: INLET PIPE ENTERING METER: LENGTH MUST BE A MIN. OF 10 X PIPE DIA. OUTLET PIPE LEAVING METER: LENGTH MUST BE MIN. OF 5 X PIPE DIA. INLET AND OUTLET PIPE MUST BE STRAIGHT PIPE WITH NO FITTINGS OR TURNS UNTIL AFTER THESE SPECIFIED LENGTHS. PIPE AND FITTINGS MAY BE SCH 80 PVC SOLVENT WELD, THREADED SCH 80 PVC OR BRASS, AS REQUIRED FOR PROJECT. Det: Scale: NONE HUNTER HC-100 FLOW METER & MASTER VALVE INSTALLATION 5 x PIPE DIA. MASTER VALVE VALVE BOX BRICK SUPPORT HUNTER HC FLOW METER HC-100 WITH UNION CONNECTIONS SCH 80 PVC FEMALE ADAPTER (S X T) RECTANGULAR VALVE BOX PER SPECIFICATIONS SCH 80 PVC 45 DEGREE ELBOW (S X S) TO LOWER MAIN LINE TO PROPER DEPTH (SIZE FOR LARGER MAIN LINE AS NEEDED) SCH 80 PVC 45 DEGREE ELBOW (S X S) TO LOWER MAIN LINE TO PROPER DEPTH 1" DIA. (40 mm) MAIN LINE AT INLET & OUTLET MAIN LINE TO SYSTEM (SEE LEGEND AND PLANS FOR TYPE AND SIZE) TWO WIRES TO FLOW SENSOR TERMINALS AT CONTROLLER. MIN. 18 AWG-UF (2.08 mm) SHIELDED WIRE WITH DIFFERENT COLOR FROM CONTROL/COMMON WIRE. 5 IF NECESSARY INSTALL A SCH. 80 REDUCING COUPLING, TYP. 1 23456789 1011121314151617
1 2
3 4
5 5
6 7
8 10 17
9 10 15 14 13
9 12 1116

IRRIGATION
DETAILS SHEET 4 OF 7 NOT TO SCALE SCALE: NONE
3 PEDESTAL MOUNT CONTROLLER 1" [25mm] 24" MIN. 12" [300mm] 1 2
34 6
8910 IRRIGATION CONTROLLER. #6 BARE COPPER GROUND WIRE. 120 VOLT LOCKABLE WEATHERPROOF ON/OFF SWITCH PROVIDED UNDER IRRIGATION CONTRACT. 120 VOLT A.C. ELECTRICAL SERVICE FROM SOURCE TO CONTROLLER LOCATION PROVIDED BY CONTRACTOR. IRRIGATION CONTRACTOR TO PROVIDE RIGID STEEL CONDUIT FROM SERVICE STUB-OUT TO CONTROLLER GCFI SWITCH AND COMPLETE ELECTRICAL SERVICE TO CONTROLLER. LOW VOLTAGE CONTROL WIRING. CONCRETE PAD-6" [150mm] THICK (MIN.) EXTEND 6" [150mm] BEYOND EACH SIDE AND BACK, 24" [600mm] IN FRONT AND 1" [25mm] ABOVE FINISH GRADE. FINISH GRADE. SCHEDULE 40 GREY PVC ELECTRICAL CONDUIT WITH SWEEP ELL FOR LOW VOLTAGE WIRE. 1 1/2" [40mm] PVC SWEEP ELL FOR GROUND WIRE. 12 1 234
6891012 18" [450mm] MIN. [600mm] 24" MIN. [600mm] AND OR 12" [300mm] BEYOND HARDSCAPE. 11 11 5 PEDESTAL ENCLOSURE.
7 8' LONG COPPER GROUND ROD. LOCATE A MINIMUM OF 10' AWAY FROM CONTROLLER. 13 2 13 6" ROUND BLACK PLASTIC BOX WITH T-LID FOR GROUND ROD. 15 15 14 14 CADWELD CONNECTIONS 7 WEATHER SENSOR IF SPECIFIED ON ENCLOSURE.
5 Page 139 of 396

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ARCHITECTURAL DESIGN REVIEW S C A L E : D A T E : August 11, 2021 S H E E T N O : D R A W I N G N A M E : 10-28-2021 REVISION CITY COMMENTS, PG&E EASEMENT tel 925.899.3045 [email protected] I20 IRRIGATION CONSULTING DESIGN-AUDITS-EVALUATION 11-18-2021 COLOR RENDERING NOT TO SCALE I2.4 SCALE: NONE 3 WEATHERPROOF WIRE SPLICE ASSEMBLY SCALE: NONE
5 TREE AND SHRUB BUBBLER SCALE: NONE
4 TRENCHING
2 1
356 CLEAN BACKFILL MATERIAL. FINISH GRADE. LATERAL LINE. MAIN LINE. LOW VOLTAGE CONTROL WIRES, TWO-WIRE CABLE, OR CONDUIT WITH WIRES. FOR MULTIPLE WIRES, TAPE AND BUNDLE WIRES AT 10 FT. INTERVALS. WIRING SHALL BE LAID OUT LOOSELY IN THE TRENCH.4 3" DETECTABLE WARNING TAPE OVER MAIN LINE. INSTALL 3" ABOVE MAIN LINE. USE CHRISTY MODEL #TA-DT-3-BIRR FOR POTABLE IRRIGATION SYSTEMS OR #TA-DT-3-PRW FOR RECYCLED IRRIGATION WATER SYSTEMS NOTES: 1. ALL MAIN SUPPLY LINES AND LATERAL LINES SHALL BE PLACED IN SLEEVES UNDER PAVED SURFACES. INSTALL LOW VOLTAGE WIRES WITHIN A SEPARATE CONDUIT UNDER PAVED SURFACES. DO NOT TAPE WIRES WITHIN CONDUIT. 2. REUSE SALVAGED EXCAVATED FILL AND COMPACT TO ORIGINAL DENSITY IN LANDSCAPE AREAS. ALL OTHER AREAS SHALL BE AT 95% COMPACTION. BACKFILL MATERIAL SHALL BE THE EARTH EXCAVATED FROM THE TRENCHES, FREE FROM ROCKS (ANYTHING LARGER THAN 2"), CONCRETE CHUNKS, AND OTHER FOREIGN OR COARSE MATERIALS. 3. WHEN 12" POP-UP SPRINKLER HEADS ARE USED, INCREASE THE DEPTH OF LATERAL TO 18" AT THE SPRINKLER LOCATION ONLY. 8"-12" MIN. LATERAL, MAIN, AND WIRES 6" MIN. MAIN AND WIRES ONLY LATERAL ONLY 6" MIN. MULTIPLE LATERALS 6"-12" MIN. 4" 18" 12" 4" 213465 INSTRUCTIONS: 1. STRIP WIRES APPROXIMATELY 1/2" FROM ENDS TO EXPOSE WIRE. 2. TWIST CONNECTOR AROUND WIRES CLOCKWISE UNTIL HAND TIGHT, DO NOT OVERTIGHTEN. 3. INSERT WIRE ASSEMBLY TO BOTTOM OF GEL-FILLED TUBE. CHECK TO MAKE SURE CONNECTOR HAS BEEN PUSHED PAST LOCKING FINGERS AND IS SEATED AT THE BOTTOM OF THE TUBE. 4. PLACE WIRES WHICH EXIT TUBE IN WIRE EXIT HOLES AND CLOSE CAP UNTIL IT SNAPS. 5. INSPECT FINAL SPLICE ASSEMBLY THAT IT IS SECURED. NOTE: MAXIMUM # OF WIRES PER CONNECTOR: · 3-#14 GAUGE · 2-#12 GAUGE STEP 4 STEP 5 STEP 1 STEP 2 STEP 3 SCALE: NONE 6 VALVE BOX INSTALLATION VALVE IDENTIFICATION RCV A12 TOP VIEW OF BOXES 12" [300mm] TYPICAL12" CENTER VALVE BOX OVER REMOTE CONTROL VALVE TO FACILITATE SERVICING VALVE. SET BOXES 1" [25mm] ABOVE FINISH GRADE OR MULCH COVER IN GROUND COVER/SHRUB AREA AND FLUSH WITH FINISH GRADE IN TURF AREA. SET RCV AND VALVE BOX ASSEMBLY IN GROUND COVER/SHRUB AREA WHERE POSSIBLE. INSTALL IN LAWN ONLY IF GROUND COVER DOES NOT EXIST ADJACENT TO LAWN. SET BOXES PARALLEL TO EACH OTHER AND PERPENDICULAR TO EDGE OF LAWN, WALK, FENCE, CURB, ETC. AVOID HEAVILY COMPACTING SOIL AROUND VALVE BOXES TO PREVENT COLLAPSE AND DEFORMATION OF VALVE BOX SIDES. INSTALL EXTENSION BY VALVE BOX MANUFACTURER AS REQUIRED TO COMPLETELY ENCLOSE ASSEMBLY FOR EASY ACCESS. 1. 2. 3. 4. 5. 6. 12" 12" INSTRUCTIONS: [300mm] 1 CONTROLLER AND STATION2 VALVE TYPE HEAT BRAND LETTERS AND NUMBERS INTO LID.34 VALVE BOX COVER 5 RECTANGULAR VALVE BOX ROUND VALVE BOX FOR QCV AND GATE VALVE.6 HEAT BRAND LETTERS AND NUMBERS INTO LID (TYPICAL).78 EDGE OF LAWN, WALK, FENCE, CURB, ETC. 123
4 8
567 UPHILL TREE BUBBLER PLACEMENT EXAMPLES UPHILL SLOPED GRADE LEVEL GRADE 1 456
78 BUBBLER (TO BE INSTALLED ON TOP OF ROOTBALL). FINISH GRADE. TREE OR SHRUB ROOTBALL. 1/2" IPS FLEXIBLE PVC. USE WELD-ON 795 SOLVENT CEMENT OR EQUAL WHEN BONDING PVC HOSE TO FITTINGS. PVC TEE (SST), ELBOW (ST) OR FEMALE ADAPTER. PVC LATERAL LINE. TREE OR SHRUB. EDGE OF ROOTBALL (TYPICAL). 1011 1 56
78 1011 1/2" SCH. 40 MALE ADAPTER
(2 TOTAL).
2 3
2 4
3 6" STAPLE.
9 9 TREE STAKES.
1 NOTE: SUGGESTED QUANTITY OF BUBBLERS PER TREES AND SHRUBS SIZE: · SHRUBS = 1 BUBBLER · 15 GAL OR 24" BOX = 2 BUBBLERS· 36" OR 48" BOX = 4 BUBBLERS REFER TO IRRIGATION LEGEND SCALE: NONE 2 QUICK COUPLING VALVE NOTE: SIDE VIEW TOP VIEW 1" [25mm] 10" ROUND PLASTIC VALVE BOX WITH BOLT DOWN LID. 1 1/4" x 1 1/4" x 3/16" [30mm x 30mm x 5mm] ANGLE IRON 30" [760mm] LONG W/2 STAINLESS STEEL STRAPS (ONE AROUND QCV). PVC MAIN LINE. 3" [75mm] LONG SCHEDULE 80 PVC THREADED NIPPLE. QUICK COUPLING VALVE. SCHEDULE 80 PVC THREADED NIPPLE. 10" [250mm] LONG SCHEDULE 80 PVC THREADED NIPPLE. UPC APPROVED SCHEDULE 40 PVC TEE OR ELBOW. SCHEDULE 80 PVC THREADED 90° ELL. 1 2345
6 78910 NIPPLES AND FITTINGS TO BE SAME SIZE AS VALVE IPT INLET THREAD SIZE. REFER TO IRRIGATION LEGEND 1 2
3 4
659101112 FINISH GRADE.78 19 GAUGE 1/2" [13mm] SQUARE WIRE MESH. BRICK - 2 TOTAL. 1112 PEA GRAVEL OR 3/4" DRAIN ROCK- 4" [100mm] DEEP BELOW VALVE (NO SOILIN VALVE BOX). 13 13
2 SCALE: NONE REMOTE CONTROL VALVE (DRIPZONE)
1 FINISH GRADE2
1 3
3 4
5 6
8 10
9 11 12 13 14 15 16 16 DISC FILTER
1SCHEDULE 80 PVC UNION BALL VALVE (ONE PER VALVE)
5 REMOTE CONTROL VALVE
6 VALVE I.D. TAG (CONTROLLER AND STATION
NUMBER).
7 SCHEDULE 40 MALE ADAPTER PVC MAIN LINE.
8 BRICK-1 EACH CORNER.
910 SCHEDULE 80 PVC NIPPLE-(4-TOTAL) LENGTH AS REQUIRED. 1112 PEA GRAVEL OR 3/4" [20mm] DRAIN ROCK - 4" [102mm] DEEP BELOW VALVE (NO SOIL IN VALVE BOX). 19 GAUGE 1/2" [13mm] SQUARE WIRE MESH. 13 SCHEDULE 80 PVC 90° ELBOW (TxT). 1415 VALVE CONTROL WIRE- PROVIDE 3M-DBY SEAL PACKS AT ALL SPLICES AND 3' [1m] OF EXCESS UF WIRE IN A 1" [25mm] DIAMETER COIL. RECTANGULAR JUMBO PLASTIC VALVE BOX WITH BOLT DOWN LID. ONE VALVE PER BOX- NO EXCEPTIONS. INSTALL BOX AS SHOWN IN BOX INSTALLATION DETAIL. 74 SCHEDULE 80 PVC THREADED UNION 17 PRESSURE REGULATOR (40 PSI) 17 SCHEDULE 40 OR 80 PVC TEE. REFER TO LEGEND FOR TYPE. SCALE: NONE 7 HLD DRIPLINE CENTER FEED LAYOUT SCALE: NONE
8 HLD DRIPLINE END FEED LAYOUT PLAN FVFV AV 1110
8 9
1 2
3 4
5 6
7 FLUSH VALVE PLUMBED TO FLUSH MANIFOLD AT LOW POINT MANIFOLD-TO-ELBOW CONNECTION (TYP). PVC LATERAL LINE FROM VALVE. MINIMUM SIZE TO BE 1" UNLESS OTHERWISE NOTED. PVC SUPPLY MANIFOLD. EXTEND TO END OF ZONE/EXHAUST HEADER. MANIFOLD-TO-TEE CONNECTION. DRIPLINE LATERAL. AIR/VACUUM RELIEF LATERAL, BLANK POLY TUBING CENTERED ON MOUND OR BERM. AIR/VACUUM RELIEF PLUMBED TO BLANK 5/8" POLY TUBING AT EACH HIGH POINT. PERIMETER LATERALS 2" [50mm] TO 4" [100mm] FROM EDGE. AREA PERIMETER. 12 DRIPLINE OPERATION INDICATOR LOCATED AT THE ENDS OF EACH DRIPLINE ZONE. 1 2
3 4
5 6
7 8
9101112
2 1 1110
8 9
1 2
3 4
5 6
7 PLAN MANIFOLD-TO-ELBOW CONNECTION (TYP). DRIPLINE LATERAL. AIR/VACUUM RELIEF VALVE PLUMBED TO BLANK 5/8" TUBING AT EACH HIGH POINT. AIR/VACUUM RELIEF LATERAL, BLANK 5/8" POLY TUBING CENTERED ON MOUND OR BERM. PERIMETER LATERALS 2" [50mm] TO 4" [100mm] FROM EDGE. AREA PERIMETER. DRIP OPERATION INDICATOR LOCATED AT THE ENDS OF EACH DRIPLINE ZONES. FLUSH VALVE PLUMBED TO FLUSH MANIFOLD AT LOW POINT. FV AV 10 9 8
7 6
5 4
3 2
1 11 NOTE: 1. THE TOTAL LENGTH OF ALL INTERCONNECTED DRIP LINE OFF A SINGLE PVC SUPPLY LINE CONNECTION OR A SINGLE RUN OF DRIPLINE SHALL NOT EXCEED 300 FT. 2. INSTALL DRIPLINE 2-4" BELOW GRADE AND STAKE DOWN EVERY 4' OR AS REQUIRED. PVC FLUSH MANIFOLD. MINIMUM SIZE TO BE 1" UNLESS OTHERWISE NOTED. PVC LATERAL LINE FROM VALVE. MINIMUM SIZE TO BE 1" UNLESS OTHERWISE NOTED. 1" FLEXIBLE PVC IPS HOSE FLUSH MANIFOLD. 1" FLEXIBLE PVC IPS HOSE FLUSH MANIFOLD. NOTE: 1. THE TOTAL LENGTH OF ALL INTERCONNECTED DRIP LINE OFF A SINGLE PVC SUPPLY LINE CONNECTION OR A SINGLE RUN OF DRIPLINE SHALL NOT EXCEED 300 FT. 2. INSTALL DRIPLINE 2-4" BELOW GRADE AND STAKE DOWN EVERY 4' OR AS REQUIRED.

IRRIGATION
DETAILS SHEET 5 OF 7 NOT TO SCALE Page 140 of 396

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375421 1" IPS PVC HOSE FROM EXHAUST HEADER. BRICK (1 OF 2) NOTE: ALLOW A MINIMUM OF PVC HOSE IN VALVE BOX IN ORDER TO DIRECT FLUSHED WATER OUTSIDE VALVE BOX. 2 4
5 1
6 6
7 1/2" SCH 40 THREADED BALL VALVE.

PEA GRAVEL SUMP (6" DEEP). FINISH GRADE
3 1/2" SCH 40 MALE ADAPTER. SCALE: NONE 1 HLD DRIPLINE ISLAND LAYOUT SCALE: NONE 4 HLD DRIPLINE CENTER FEED MANIFOLD PLAN
7 6
5 4
32 1
9 81011121314 PVC TEE (SxSxS). PVC ELL (SxS). HUNTER PLD-ELBOW (PLD-ELB) HUNTER PLD-TEE (PLD-TEE). BLANK 5/8" [16mm] POLY TUBING AT SUPPLY AND FLUSH END OF EACH ISLAND. REFER TO DRIPLINE TO PVC CONNECTION DETAIL. AIR/VACUUM RELIEF VALVE PLUMBED TO TUBING AT HIGH POINT. DRIPLINE LATERAL. MANUAL FLUSH VALVE PLUMBED TO TUBING AT LOW POINT. DRIPLINE OPERATION INDICATOR LOCATED AT THE ENDS OF EACH DRIPLINE ZONE. ISLAND PERIMETER. PERIMETER LATERALS 2" [50mm] TO 4" [100mm] FROM EDGE. FVFV AV FV AVAV 141213 4 3
2 1
5 6
7 9
8 10 11
1 2
3 4
5 6
7 8
9 ISOMETRIC
9 8
7 6
4 5
3 1
2 NOTE: THE TOTAL LENGTH OF A SINGLE DRIP LINE RUN SHALL NOT EXCEED 300 FT. FINISH GRADE. DEPTH OF TUBING PER IRRIGATION LEGEND. DEPTH OF PVC LATERAL LINE PER IRRIGATION LEGEND DRIPLINE TUBING. BLANK 5/8" [16mm] POLY TUBING, LENGTH AS NECESSARY. PVC TEE (SxSxT) WITH 1/2" [13mm] FPT OUTLET. PVC LATERAL LINE FROM REMOTE CONTROL VALVE. NOTE: 1. THE TOTAL LENGTH OF A SINGLE DRIP LINE RUN SHALL NOT EXCEED 300 FT. 2. INSTALL DRIPLINE 2-4" BELOW GRADE AND STAKE DOWN EVERY 4' OR AS REQUIRED. PVC LATERAL LINE FROM VALVE. MINIMUM SIZE TO BE 1" UNLESS OTHERWISE NOTED. PVC FLUSH MANIFOLD. MINIMUM SIZE TO BE 1" UNLESS OTHERWISE NOTED. NOT TO SCALE SECTION AV FV NOT TO SCALE

AV PLAN
FV
7 6
5 4
3 2
1 8
9 10
4 7 11 NOTE: 1. THE TOTAL LENGTH OF ALL INTERCONNECTED DRIP LINE OFF A SINGLE PVC SUPPLY LINE CONNECTION OR A SINGLE RUN OF DRIPLINE SHALL NOT EXCEED 300 FT. 2. INSTALL DRIPLINE 2-4" BELOW GRADE AND STAKE DOWN EVERY 4' OR AS REQUIRED. SCALE: NONE 2 HLD DRIPLINE TRIANGULAR LAYOUT 1110
8 9
1 2
3 4
5 6
7 FLUSH VALVE PLUMBED TO FLUSH MANIFOLD AT LOW POINT PVC LATERAL LINE FROM VALVE. MINIMUM SIZE TO BE 1" UNLESS OTHERWISE NOTED. PVC SUPPLY MANIFOLD. DRIPLINE LATERAL. PERIMETER LATERALS 2" [50mm] TO 4" [100mm] FROM EDGE. AREA PERIMETER. DRIPLINE OPERATION INDICATOR LOCATED AT THE ENDS OF EACH DRIPLINE ZONE. 1" SCH 40 PVC OR FLEXIBLE PVC IPS HOSE FLUSH MANIFOLD. MANIFOLD-TO-ELBOW CONNECTION. HUNTER PLD AIR/VACUUM RELIEF VALVE (PLD-AVR) PLUMBED TO SUPPLY MANIFOLD AT HIGH POINT. SCALE: NONE 5 DRIPLINE TO PVC CONNECTION REFER TO IRRIGATION LEGEND 4" 1 FINISH GRADE
1 2
3 4
5 8
7 6
9 2 CARSON 708 OR EQUAL. COLOR: BLACK. USE PURPLE FOR RECYCLED WATER SYSTEMS.3 DRIPLINE TUBING 4 5 TORO 1/2" CHECK VALVE
(PCV-500)
6 1/2" SCH 40 MALE ADAPTER.
7 8 BRICK (1 OF 2) 1/2" SCH 40 PVC (LENGTH AS

REQUIRED)
9 PVC LATERAL LINE SUPPLY. MINIMUM SIZE TO BE 1" UNLESS SIZED DIFFERENTLY ON DRAWINGS. USE SCH 40 PVC 1"x1"x1/2" TEE OR 90° ELBOW.

HUNTER PLD-TEE (PLD-TEE) NOTE: 1. THE TOTAL LENGTH OF ALL INTERCONNECTED DRIP LINE OFF A SINGLE PVC SUPPLY LINE CONNECTION OR A SINGLE RUN OF DRIPLINE SHALL NOT EXCEED 300 FT. 2. INSTALL DRIPLINE 2-4" BELOW GRADE AND STAKE DOWN EVERY 4' OR AS REQUIRED. SCALE: NONE 3 HLD DRIPLINE ODD CURVE LAYOUT 10
8 9
1 2
3 4
5 6
7 FLUSH VALVE PLUMBED TO FLUSH MANIFOLD AT LOW POINT PVC SUPPLY LINE/HEADER FROM VALVE. MINIMUM SIZE TO BE 1" UNLESS OTHERWISE NOTED. DRIPLINE LATERAL. PERIMETER LATERALS 2" [50mm] TO 4" [100mm] FROM EDGE. AREA PERIMETER. DRIPLINE OPERATION INDICATOR LOCATED AT THE ENDS OF EACH DRIPLINE ZONE. 1" SCH 40 PVC OR FLEXIBLE PVC IPS HOSE FLUSH/EXHAUST MANIFOLD. MANIFOLD-TO-ELBOW CONNECTION. 2 1
3 4
5 6
7 9
8 4 10 SCALE: NONE
6 DRIPLINE MANIFOLD TO ELBOW CONNECTION
1 2
3 4
5 FINISH GRADE
6 DRIPLINE TUBING SECTION/ELEVATION NOT TO SCALE
1 8
2 3
6 5
7 4 DEPTH OF TUBING PER IRRIGATION LEGEND.
7 SCH 40 PVC TEE (SxSxT)
WITH 1/2" FPT OUTLET.
8 DEPTH OF PVC LATERAL LINE PER IRRIGATION LEGEND HUNTER PLD AIR/VACUUM RELIEF VALVE (PLD-AVR) PLUMBED TO SUPPLY MANIFOLD AT HIGH POINT. HUNTER PLD-TEE (PLD-TEE) HUNTER PLD-TEE (PLD-TEE) HUNTER PLD-MPT ADAPTER (PLD-050) HUNTER PLD-MPT ADAPTER (PLD-050) HUNTER PLD-ELBOW (PLD-ELB) BLANK 5/8" [16mm] POLY TUBING, LENGTH AS NECESSARY. HUNTER PLD-TEE X 1/2" FPT ADAPTER SCALE: NONE 7 DRIPLINE OPERATION INDICATOR
4 ECO INDICATOR
5 FINISHED GRADE
6 MULCH PVC LATERAL PIPE OR DRIPLINE
3 45
6 UPC APPROVED SCHEDULE 40 PVC TEE, ELBOW OR BARB x THREAD DRIP FITTING TEE OR ELBOW WITH 3/4" OUTLET. 1 2
3 2 1/2" X 3/4" X 6" HUNTER SWING JOINT (SJ-7506)
1 IRRIGATION
DETAILS SHEET 6 OF 7 NOT TO SCALE Page 141 of 396

KOLABORATION

CONCORD LLC
2366 STANWELL CIRCLE, SUITE B

CONCORD, CA
ARCHITECTURAL DESIGN REVIEW S C A L E : D A T E : August 11, 2021 S H E E T N O : D R A W I N G N A M E : 10-28-2021 REVISION CITY COMMENTS, PG&E EASEMENT tel 925.899.3045 [email protected] I20 IRRIGATION CONSULTING DESIGN-AUDITS-EVALUATION 11-18-2021 COLOR RENDERING NOT TO SCALE I2.6

IRRIGATION

WATER USE
CALCULATIONS SHEET 7 OF 7 NOT TO SCALE Page 142 of 396
100 Pringle Avenue | Suite 600 | Walnut Creek, CA 94596 | (925) 930-7100 | Fax (925) 933-7090 www.fehrandpeers.com
Final Memorandum
Date: February 22, 2022
To: Winnie Chung, City of Concord
From: Mark Howard, Marta Polovin and Ryan McClain, Fehr & Peers Subject: Kolaboration Concord, Local Transportation Assessment WC21-3831.01
This technical memorandum documents the results of the local transportation analysis prepared for the proposed Kolaboration Concord, DBA CoCo Farms Project (Project) in Concord, California.

A previous study, Kolaboration Concord, Trip Generation and VMT Screening Assessment dated October 20, 2021 (Provided as Attachment A) was completed which concluded that a local traffic assessment was necessary.

The proposed Project site is located at 2366 Stanwell Circle, Suite B, in Concord, California, as shown on Figure 1. The Project seeks to build out an existing 14,051 square foot building for use as a marijuana dispensary including retail, office, manufacturing and distribution. Vehicular site access will be provided via three driveways along Stanwell Circle. The project site plan is shown on Figure 2. This study’s purpose is to evaluate the potential effects of the development of the Project on the nearby area roadway Levels of Service (LOS) and review collision trends adjacent to the Project site.

AnalysisMethods
The following discusses our analysis methods and assumptions for the assessment.

Analysis Locations and Scenarios
Potential project violations of the City’s established LOS policies were determined by measuring the effect project traffic would have on intersections in the vicinity of the project site during the weekday morning (7:00 to 9:00 AM) and weekday evening (4:00 to 6:00 PM) peak periods. Based Attachment 4

Winnie Chung
February 22, 2022

on the expected level of Project trip generation, the trip distribution, and City of Concord’s thresholds, the following intersections were selected, as shown on Figure 1:

1. Stanwell Drive/Stanwell Circle North

2. Stanwell Drive/Stanwell Circle South

3. Concord Avenue/Diamond Boulevard

4. Diamond Boulevard/Burnett Avenue

5. Concord Avenue/Meridian Park Boulevard

6. Concord Avenue/John Glenn Drive

7. Concord Avenue/New Drive/Office Driveway

8. Concord Avenue/Stanwell Drive

9. Concord Avenue/Via De Mercados

10. Concord Avenue/Lloyd Wise Drive/Driveway

11. Concord Avenue/Bisso Lane

12. Concord Avenue/Commerce Avenue/State Route 242

13. Concord Avenue/Market Street/State Route 242

14. Concord Avenue/Harrison Street/Bonifacio Street

15. Concord Avenue/Adobe Street/Pacheco Street

16. Concord Avenue/Galindo Street/Salvio Street

17. Galindo Street/Willow Pass Road

18. Galindo Street/Concord Boulevard
Operations of signalized intersections were evaluated using the method from Transportation Research Board’s Highway Capacity Manual 6th and 2000 Edition methods. The following scenarios were evaluated:
• Existing – Based on existing traffic counts collected at the above intersections when area schools were in normal session.
• Existing with Project – Existing traffic counts plus traffic expected to be generated by the proposed Project.

CONCORD

MARTINEZ

PLEASANT HILL
Contra Costa Blvd
Cowell Rd
Golf Club Rd
Detroit Ave
Pacheco Blvd
Clayton Rd
Sunvalley Blvd
Concord Blvd
Clayton Rd
Diamond Blvd
Meridian Park Blvd
Galindo St
Concord Ave
Willow Pass Rd
East St
Port Chicago Hwy
Meadow Ln
Willow Pass Rd
Taylor Blvd
Paso Nogal Rd
Grant St
Marsh Dr
Morello Ave
E Olivera Rd
Center Ave
Salvio St
Pachecho St
Bonifacio St
Commerce Ave
Market St
Via de Mercados
John Glenn Dr
Stanwell Dr
Bisso Ln
Burnett Ave
ChilpancingoPkwy
Monument Blvd
·242
%&680
Buchanan
Field Airport
1 2
3 4
5 6
7 8 9 10 11 12
13 14
15 16
17 18
Project Site Vicinity and Study Locations
Figure 1
WC21-3833.01_1_StudyArea
Project Site # Study Intersection

Project Site Plan
Figure 2
WC21-3833.01_2_SitePlan
Site Plan Source: Studio Benavente Architects, 1/13/22

Winnie Chung
February 22, 2022

Analysis Methods
The operations of roadway facilities are described with the term “level of service” (LOS). LOS is a qualitative description of traffic flow from a vehicle driver’s perspective based on factors such as speed, travel time, delay, and freedom to maneuver. Six levels of service are defined ranging from LOS A (free-flow conditions) to LOS F (over-capacity conditions). LOS E corresponds to operations “at capacity.” When volumes exceed capacity, stop-and-go conditions result, and operations are designated LOS F.

Signalized Intersections
Traffic conditions at signalized intersections were evaluated using methods developed by the Transportation Research Board (TRB), as documented in the Highway Capacity Manual 6th Edition (HCM 6th) for vehicles. The HCM method calculates control delay at an intersection based on inputs such as traffic volumes, lane geometry, signal phasing and timing, pedestrian crossing times, and peak hour factors. Control delay is defined as the delay directly associated with the traffic control device (i.e., a stop sign or a traffic signal) and specifically includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Due to some limitations with the HCM 6th Edition methodology, some intersections were evaluated using the HCM 2000 methodology. Specifically, the study intersections of Concord Avenue at Lloyd Wise Drive and Concord Avenue at Bisso Lane (Intersections 10 and 11) were evaluated using HCM 2000 methodology, as the 6th Edition does not include a method for the evaluation of two intersections that operate under one controller. The relationship between LOS and control delay is summarized in Table 1.

Unsignalized Intersections
For unsignalized (all-way stop controlled and side-street stop controlled) intersections, the HCM 6th method for unsignalized intersections was used. With this method, operations are defined by the average control delay per vehicle (measured in seconds). The control delay incorporates delay associated with deceleration, acceleration, stopping, and moving up in the queue. Table 2 summarizes the relationship between LOS and delay for unsignalized intersections. At side-street stop-controlled intersections, the delay is calculated for each stop-controlled movement, the left turn movement from the major street, as well as the intersection average. The intersection average delay and highest movement/approach delay are reported for side-street stopcontrolled intersections.

Winnie Chung
February 22, 2022

Table 1: Signalized Intersection LOS Criteria
Level of
Service Description Delay in Seconds
A
Progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay.
< 10.0
B Progression is good, cycle lengths are short, or both. More vehicles stop than with LOS A, causing higher levels of average delay.
> 10.0 to

20.0 C
Higher congestion may result from fair progression, longer cycle lengths, or both.

Individual cycle failures may begin to appear at this level, though many still pass through the intersection without stopping.
> 20.0 to

35.0 D
The influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop, and the proportion of vehicles not stopping declines.

Individual cycle failures are noticeable.
> 35.0 to

55.0 E
This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences. > 55.0 to

80.0 F
This level is considered unacceptable with oversaturation, which is when arrival flow rates exceed the capacity of the intersection. This level may also occur at high V/C ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be contributing factors to such delay levels. > 80.0
Source: Highway Capacity Manual 6th Edition (Transportation Research Board).

Table 2: Unsignalized Intersection LOS Criteria
Level of Service Description Delay in Seconds
A Little or no delays ≤ 10.0
B Short traffic delays > 10.0 to 15.0
C Average traffic delays > 15.0 to 25.0
D Long traffic delays > 25.0 to 35.0
E Very long traffic delays > 35.0 to 50.0
F Extreme traffic, delays where intersection capacity
exceeded > 50.0
Source: Highway Capacity Manual 6th Edition (Transportation Research Board).

Winnie Chung
February 22, 2022

Regulatory Setting and LOS Policies
Intersection LOS has been evaluated in this study for General Plan compliance and to identify potential transportation improvements that could be implemented as part of the Project to improve the overall operations of the transportation system for all modes. The City of Concord 2030 General Plan sets the LOS benchmark at LOS E for streets within the Downtown, or within one-half mile of a BART station and along major transit routes. All other locations have a LOS benchmark of D.

The Project could have a noticeable detrimental effect on local and regional travel if it would cause an increase in traffic which is substantial in relation to the traffic load and capacity of the street system (i.e., result in a substantial increase in either the number of vehicle trips, or delay and congestion at intersections), or change the condition of an existing street (e.g., street closures, changing direction of travel) in a manner that would substantially change access or traffic load and capacity of the street system. Criteria were developed based on LOS policies contained within the City of Concord General Plan, Transportation Impact Guidelines and previously used by the City of Concord as intersection thresholds of significance.

If necessary, recommendations will be designed to enhance mobility for all travel modes, including transit vehicles, without degrading or precluding the provision of planned bicycle, pedestrian, and transit facilities. Intersection or roadway improvements may be recommended under the following circumstances for intersections:

Signalized Intersections

1. For intersections not downtown or within a one-half mile radius of BART, project-related traffic causes the LOS rating to deteriorate from LOS D (55-seconds) or better to LOS E or F.

2. For intersections downtown, within a one-half mile radius of BART, or along a major transit route, project-related traffic causes the LOS rating to deteriorate from LOS E (80- seconds) or better to LOS F.

3. For intersections already operating at an unacceptable LOS without the project it is considered a deficiency if the project increases the average intersection delay by five or more seconds.

Unsignalized Intersections

1. The addition of project traffic causes an unsignalized intersection to operate at LOS F overall or the worst-case movement.

2. For unsignalized intersections already operating at an LOS F prior to the addition of project traffic, the project increases average delay by five or more seconds and causes the intersection to meet the CA MUTCD signal warrant criteria.

Winnie Chung
February 22, 2022

Vehicle Queues

1. Addition of project traffic causes 95th percentile vehicle queues to exceed the existing or planned length of a turn pocket, or where a queue exceeds the available storage without the project, project traffic increases the queue by 50-feet or more.

ExistingConditions
This section describes the transportation facilities in the study area, including the surrounding roadway network, transit, pedestrian, and bicycle facilities in the Project’s vicinity. Existing intersection operations are also described.

Existing Transportation System
Regional Roadways
Interstate 680 (I-680) is a major north-south freeway that extends from San Jose to Fairfield, passing through the Counties of Santa Clara, Alameda, Contra Costa, and Solano. I-680 is a designated route of regional significance by the Contra Costa Transportation Authority (CCTA).

Routes of regional significance are roadways that connect two or more subareas of Contra Costa, cross County boundaries, carry significant through traffic, and/or provide access to a regional highway or transit facility. The facility is west of the study area, with three general purpose lanes and one carpool lane in each direction.

State Route 242 (SR-242) is a north-south freeway that orients northeast-southwest through Concord, connecting to SR-4 in the north and I-680 in the south. It is also defined as a Route of Regional Significance by the CCTA. Within the study area, the facility is a six-lane freeway with a partial interchange at Concord Avenue.

Local Roadways
Stanwell Circle is a north-south roadway in the City of Concord that connects to Stanwell Drive.

The Concord General Plan classifies this roadway as a service street. It has two travel lanes in each direction, looping from the southern portion of Stanwell Drive (near Concord Avenue) towards the northern portion. The posted speed limit along Stanwell Circle is 25 miles per hour. Sidewalks are located on both sides of the roadway.

Diamond Boulevard is a north-south roadway west of the project site with a northwest/southeast orientation. The Concord General Plan classifies this roadway as a community street. It has two travel lanes in each direction with a dividing center median.

Winnie Chung
February 22, 2022

Sidewalks are provided on both sides of the roadway. The posted speed limit is 35 mph. The LOS standard on Diamond Boulevard is LOS E as it is a transit route.

Concord Avenue is an east-west roadway south of the project. The Concord General Plan classifies this roadway as a community street and as a downtown street (past Fremont Street). It has 3 travel lanes in each direction with a dividing center median. Sidewalks are provided on both sides of the roadway. The posted speed limit is 40 mph. The LOS standard on Concord Avenue is LOS E as it is a transit route.

Transit Service
Transit service in the area is provided by County Connection with transit stops located within 0.5 miles of the Project site. There is a stop located southwest of the Project at Concord Avenue/New Drive, which provides eastbound travel for routes 19 and 28. Additional stops exist along John Glenn Drive, which provide eastbound and westbound travel for routes 19, 28 and 91A. There are stops located southeast of the Project near the Concord Avenue/Commerce Avenue intersection, also providing eastbound and westbound travel for routes 19, 28 and 91A. Route 19 connects the study area to the Concord BART Station and Martinez Amtrak Station on weekdays with 90- minute headways from 7:50 AM to 6:50 PM. Route 28 connects the study area to the Concord BART Station and Martinez Amtrak Station on weekdays with 60-minute headways from 7:50 AM to 6:50 PM. Route 91A (Commuter Express) connects the study area to the Concord BART Station and UFCW/Employers Plaza on weekdays with 30-minute headways from 6:30 AM to 8:30 AM and from 3:30 PM to 6:00 PM.

Bicycle Facilities
There are no bike facilities located on Stanwell Circle and Stanwell Drive. Additionally, there are no bicycle facilities on Concord Avenue within the immediate Project vicinity. The 2016 City of Concord Bicycle, Pedestrian & Safe Routes to Transit Plan identifies that a complete street study is recommended along Concord Avenue near the project site. The Iron Horse Trail runs west of the project site and is a Class 1 bicycle facility.

Pedestrian Facilities
There are existing sidewalks along both sides of Stanwell Circle and Stanwell Drive, with unmarked crosswalks located at the westbound approach of Stanwell Drive/Stanwell Circle North and Stanwell Drive/Stanwell Circle South intersections. There are additional crosswalks located at the southbound and eastbound approaches of the Concord Avenue/Stanwell Drive intersection.

There are existing sidewalks along both sides of Concord Avenue.

Winnie Chung
February 22, 2022

Data Collection
Intersection turning movement counts, including separate counts of pedestrians, bicyclists, and heavy trucks were collected in January 2022 during the weekday morning (7:00 to 9:00 AM) and weekday evening (4:00 to 6:00 PM) peak periods to coincide with the time-periods when adjacent street traffic demands are the greatest, and with the nearby school arrival patterns. Peak hour intersection volumes are summarized on Figures 3A and 3B along with existing lane configurations and traffic controls. In some cases, existing volumes were manually adjusted to account for imbalances in the count data between closely spaced intersections. The traffic counts are provided in Attachment B.

Existing Intersection LOS
Existing intersection lane configurations, signal timings, and peak hour turning movement volumes were input into the Synchro 11.0 software program to calculate the LOS for the study intersections during each peak hour. The study intersections of Concord Avenue at Stanwell Drive and Via De Mercados were modeled as one four-legged intersection to evaluate the intersections using HCM 6th Edition methodology. These intersections operate using one controller and operate similarly to a standard four-legged intersection. Detailed LOS calculation worksheets can be found in Attachment C. As shown in Table 3, all signalized and unsignalized intersections currently operate within the level of service standards set by the City of Concord.

Table 3: Existing Delay and LOS
Intersection Control1 Peak
Hour2
Existing
Delay3 LOS
1 Stanwell Dr & Stanwell Cir North SSSC AM
PM

8.2 (8.4) A (A)

8.2 (8.4) A (A)
2 Stanwell Dr & Stanwell Cir South SSSC AM
PM

8.7 (9) A (A)

8.4 (8.6) A (A)
3 Diamond Blvd & Concord Ave Signal AM
PM

15.2 B

25.4 C
4 Diamond Blvd & Burnett Ave Signal AM
PM

34.6 C

58.1 E
5 Meridian Park Blvd & Concord Ave Signal AM
PM

8.2 A

10.2 B
6 John Glenn Dr & Concord Ave Signal AM
PM

7.5 A

9.4 A
7 Concord Ave & New Dr Signal AM
PM

5.7 A

7.7 A

Winnie Chung
February 22, 2022

Intersection Control1 Peak
Hour2
Existing
Delay3 LOS
8/9 Via De Mercados/Stanwell Dr &
Concord Ave5 Signal AM PM

20.3 C

28.4 C
10 Concord Ave & Lloyd Wise Dr4 Signal AM
PM

6.7 A

5.2 A
11 Concord Ave & Bisso Ln4 Signal AM
PM

5.8 A

7.8 A
12 Commerce Ave/SR 242 & Concord
Ave Signal AM PM

28.1 C

20.9 C
13 Market St/SR 242 & Concord Ave Signal AM
PM

13.3 B

15.3 B
14 Harrison St/Bonifacio St &
Concord Ave Signal AM PM

11.3 B

11.8 B
15 Adobe St/Pacheco St & Concord
Ave Signal AM PM

8.1 A

8.4 A
16 Galindo St/Concord Ave & Salvio
St Signal AM PM

10.1 B

16.7 B
17 Galindo St & Willow Pass Rd Signal AM
PM

24.4 C

32.1 C
18 Galindo St & Concord Blvd Signal AM
PM

24.4 C

18.7 B
Notes:

1. Existing intersection traffic control type, (SSSC = Side-Street Stop-Controlled)_ (Signal = Signalized)

2. AM= Weekday morning peak hour, PM = Weekday evening peak hour

3. Whole intersection average delay reported for signalized and all-way stop-controlled intersections. Side-Street stop-controlled delay presented as Whole Intersection Average Delay (Worst Movement Delay). Delay calculated per HCM 6th methodologies.

4. Delay reported using HCM 2000 methodologies

5. Modeled as a four-legged intersection to use HCM 6th methodologies Source: Fehr & Peers, February 2022.

164 (38)
8 (6)
61 (189)2 (1)
4 (1)
1 (8)
179 (45)
18 (5)
60 (205)3 (0)
4 (0)
19 (21)
218 (679)144 (193)
698 (877)
370 (583)
851 (1,376)
164 (182)
52 (166)
121 (396)
25 (26)
280 (393)
173 (117)
67 (105) 192 (238) 258 (525)
27 (23)
18 (31)
17 (39)
11 (25)
69 (133)
4 (1)
60 (108)
8 (13)
736 (984)
98 (70) 2 (18) 1 (7)
0 (5)
5 (6)
944 (1,407)
103 (120)
29 (117)
16 (20)
106 (261)
48 (68)
663 (922)
60 (60) 25 (96) 6 (12)
8 (35)
31 (27)
998 (1,320)
201 (149)
0 (12)
0 (0)
0 (34)
20 (31)
735 (1,183)
22 (4) 10 (74) 0 (2)
15 (77)
44 (82)
1,220 (1,410)
36 (8)
166 (33)
605 (1,321)70 (189) 23 (64)
64 (21)
1,223 (1,304)
E
B
G
E
B
G
CCCF

AAF ACCC
AACF
ACCE
ACCF
ACE
ACCE
ABF
D
ACCE
ACCE
ACF
ACF
ACCCF
BF
ACCCF
ACF
ACCCF
ACCC
AAF
CCE
30 (81)28 (51)
520 (1,268)
85 (53)
1,287 (1,325)
51 (21)
CCE
AF
ACCC
Existing Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 3A

STOPSTOP
Figure 3B
6 (16)
4 (0)
5 (35)
38 (5)
492 (1,295)
22 (17) 2 (4) 0 (1)
4 (5)
13 (3)
1,259 (1,241)
22 (7)
25 (9)
476 (1,323) 11 (20) 1 (0)
68 (157)
147 (39)
1,283 (1,231)
31 (10)
19 (31)30 (53)
72 (186)
539 (1,456)
35 (36) 631 (456) 96 (37)
670 (616)
140 (191)
857 (864)
76 (79)
137 (218)311 (462)
63 (103)
640 (1,269)
476 (555)
349 (207)
936 (899)
66 (54)
639 (1,330)
12 (32) 230 (180) 22 (17)
57 (48)
1,110 (956)
12 (28)
9 (24)7 (31)7 (33)
93 (102)
580 (1,144)
15 (18)
56 (63)
1,100 (951)
14 (35)
1,071 (902)
60 (76)
10 (46)
20 (92)
21 (78) 30 (80) 522 (1,003)
32 (95)
41 (78)
46 (75)
33 (40)
64 (99)
925 (708)
64 (173)
22 (83)
162 (601)
17 (70) 14 (36) 494 (829)
68 (243)
200 (214)
367 (244)
112 (70)
96 (127)
679 (696)
40 (43)583 (911)
361 (308)
581 (432)
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ACCE
ACCC
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ACCE
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ACCE
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AACE ACCEF
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ACCF
ACCC
AACCE
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CCE
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ACCE
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ACE
ACCE
ACCF
ACCF
AACC
CCCF
ACCCF
Project Trip Assignment
Figure 5A
34 (51)
24 (54)
34 (51)
72 (110)
24 (54)
56 (122)
23 (36)
27 (40)
21 (45)
18 (39)
7 (11)
16 (25)12 (27) 6 (12)
50 (76)
39 (84)
50 (76)
39 (84)
50 (76)
39 (84)
50 (76)39 (84) 41 (92)
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F
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C A
F C AC
C A CF
C
C
C
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C
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A AF F
41 (92)
56 (85)
C
C
STOPSTOP Project Trip Assignment
Figure 5B
41 (92)
56 (85)
41 (92)
56 (85)
41 (92)22 (33)
34 (52)
7 (11)
22 (47)
4 (9)
27 (41)
22 (47)5 (8)
22 (33)
4 (9)
18 (38)
22 (33)
22 (33)
18 (38)
16 (23)
13 (26)5 (12)
6 (10)
8 (11)
11 (21)2 (5)
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C
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AC
C
C
C
C
AC F
C
AC F
Existing with Project Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 6A
164 (38)
42 (57)
61 (189)2 (1)
4 (1)
25 (62)
213 (96)
90 (115)
84 (259)3 (0)
4 (0)
75 (143)
218 (679)167 (229)
725 (917)
370 (583)
872 (1,421)
182 (221)
52 (166)
128 (407)
25 (26)
296 (418)
173 (117)
67 (105) 204 (265) 264 (537)
27 (23)
18 (31)
17 (39)
11 (25)
69 (133)
4 (1)
60 (108)
8 (13)
786 (1,060)
98 (70) 2 (18) 1 (7)
0 (5)
5 (6)
983 (1,491)
103 (120)
29 (117)
16 (20)
106 (261)
48 (68)
713 (998)
60 (60) 25 (96) 6 (12)
8 (35)
31 (27)
1,037 (1,404)
201 (149)
0 (12)
0 (0)
0 (34)
20 (31)
785 (1,259)
22 (4) 10 (74) 0 (2)
15 (77)
44 (82)
1,259 (1,494)
36 (8)
216 (109)
605 (1,321)109 (273) 64 (156)
120 (106)
1,223 (1,304)
E
B
G
E
B
G
CCCF

AAF ACCC
AACF
ACCE
ACCF
ACE
ACCE
ABF
D
ACCE
ACCE
ACF
ACF
ACCCF
BF
ACCCF
ACF
ACCCF
ACCC
AAF
CCE
30 (81)28 (51)
561 (1,360)
85 (53)
1,343 (1,410)
51 (21)
CCE
AF
ACCC

STOPSTOP
Existing with Project Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 6B
6 (16)
4 (0)
5 (35)
38 (5)
533 (1,387)
22 (17) 2 (4) 0 (1)
4 (5)
13 (3)
1,315 (1,326)
22 (7)
25 (9)
517 (1,415) 11 (20) 1 (0)
68 (157)
147 (39)
1,339 (1,316)
31 (10)
19 (31)30 (53)
72 (186)
580 (1,548)
35 (36) 653 (489) 96 (37)
670 (616)
140 (191)
891 (916)
76 (79)
144 (229)311 (462)
63 (103)
662 (1,316)
480 (564)
349 (207)
963 (940)
66 (54)
661 (1,377)
12 (32) 235 (188) 22 (17)
57 (48)
1,132 (989)
12 (28)
9 (24)7 (31)7 (33)
97 (111)
598 (1,182)
15 (18)
56 (63)
1,122 (984)
14 (35)
1,093 (935)
60 (76)
10 (46)
20 (92)
21 (78) 30 (80) 540 (1,041)
32 (95)
41 (78)
46 (75)
33 (40)
64 (99)
941 (731)
64 (173)
22 (83)
162 (601)
17 (70) 14 (36) 507 (855)
73 (255)
206 (224)
367 (244)
112 (70)
96 (127)
687 (707)
40 (43)594 (932)
369 (320)
581 (432)
214 (171)
ACCE
D
D
ACCE
ACCC
AD
ACCE
CCE
ACF
AAEF
ACCE
CCE

AACE ACCEF
CCE
ACCF
ACCC
AACCE
D
CCE
ACF
ACCE
ACCF
BE
ACE
ACCE
ACCF
ACCF
AACC
CCCF
ACCCF

10. Lloyd Wise Dr/Concord Ave 11. Bisso Ln/Concord Ave 12. SR 242/Commerce Ave/Concord Ave

13. Market St/Concord Ave 14. Bonifacio St/Harrison St/Concord Ave 15. Pacheco St/Adobe St/Concord Ave

16. Concord Ave/Galindo St/Salvio St 17. Galindo St/Willow Pass Rd Concord Ave
Lloyd Wise Dr
Concord Ave
SR 242 Commerce Ave
Concord Ave
Market St
Concord Ave
Bonifacio St Harrison St
Concord Ave
Pacheco St Adobe St
Salvio St
Concord Ave Galindo St
Willow Pass Rd
Galindo St

18. Galindo St/Concord Blvd
Concord Blvd
Galindo St
Concord Ave
Bisso Ln

1. Stanwell Dr/Stanwell Cir 2. Stanwell Dr/Stanwell Cir 3. Diamond Blvd/Concord Ave

4. Diamond Blvd/Burnett Ave 5. Meridian Park Blvd/Concord Ave 6. John Glenn Dr/Concord Ave

7. New Dr/Concord Ave 8. Stanwell Dr/Concord Ave
Stanwell Cir
Stanwell Dr
Concord Ave
Diamond Blvd
Burnett Ave
Diamond Blvd
Concord Ave
Meridian Park Blvd
Concord Ave
John Glenn Dr
Concord Ave
New Dr
Concord Ave
Stanwell Dr
Concord Ave
Via De Mercados

9. Via De Mercados/Concord Ave
Stanwell Cir
Stanwell Dr
STOP
STOP
STOP
STOP

CONCORD
T HILL
Contra Costa Blvd
Cowell Rd
olf Club Rd
Detroit Ave
Clayton Rd
Sunvalley Blvd
Concord Blvd
Clayton Rd
Diamond Blvd
Meridian Park Blvd
Galindo St
Concord Ave
Willow Pass Rd
East St
Port Chicago Hwy
Meadow Ln
Willow Pass Rd
Grant St
Marsh Dr
E Olivera Rd
Salvio St
Pachecho St
Bonifacio St
Commerce Ave
Market St
Via de Mercados
Lloyd Wise Dr
John Glenn Dr
Stanwell Dr
Bisso Ln
Burnett Ave
ancingoPkwy
Monument Blvd
·242
%&680
Buchanan
Field Airport
1 2
3 4
5 6
7 8 9 1011
12 13
14 15
16 17
18 XX (YY) AM (PM) Peak Hour Trac Volumes Signalized Intersection STOP Stop Sign Project Site # Study Intersection
WC21-3833.01_X_Volumes

164 (38)
8 (6)
61 (189)2 (1)
4 (1)
1 (8)
179 (45)
18 (5)
60 (205)3 (0)
4 (0)
19 (21)
218 (679)144 (193)
698 (877)
370 (583)
851 (1,376)
164 (182)
52 (166)
121 (396)
25 (26)
280 (393)
173 (117)
67 (105) 192 (238) 258 (525)
27 (23)
18 (31)
17 (39)
11 (25)
69 (133)
4 (1)
60 (108)
8 (13)
736 (984)
98 (70) 2 (18) 1 (7)
0 (5)
5 (6)
944 (1,407)
103 (120)
29 (117)
16 (20)
106 (261)
48 (68)
663 (922)
60 (60) 25 (96) 6 (12)
8 (35)
31 (27)
998 (1,320)
201 (149)
0 (12)
0 (0)
0 (34)
20 (31)
735 (1,183)
22 (4) 10 (74) 0 (2)
15 (77)
44 (82)
1,220 (1,410)
36 (8)
166 (33)
605 (1,321)70 (189) 23 (64)
64 (21)
1,223 (1,304)
STOP
STOP
STOP
STOP
STOP
STOP
E
B
G
E
B
G
CCCF

AAF ACCC
AACF
ACCE
ACCF
ACE
ACCE
ABF
D
ACCE
ACCE
ACF
ACF
ACCCF
BF
ACCCF
ACF
ACCCF
ACCC
AAF
CCE
30 (81)28 (51)
520 (1,268)
85 (53)
1,287 (1,325)
51 (21)
CCE
AF
ACCC
Existing Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 3A Figure 3B
6 (16)
4 (0)
5 (35)
38 (5)
492 (1,295)
22 (17) 2 (4) 0 (1)
4 (5)
13 (3)
1,259 (1,241)
22 (7)
25 (9)
476 (1,323) 11 (20) 1 (0)
68 (157)
147 (39)
1,283 (1,231)
31 (10)
19 (31)30 (53)
72 (186)
539 (1,456)
35 (36) 631 (456) 96 (37)
670 (616)
140 (191)
857 (864)
76 (79)
137 (218)311 (462)
63 (103)
640 (1,269)
476 (555)
349 (207)
936 (899)
66 (54)
639 (1,330)
12 (32) 230 (180) 22 (17)
57 (48)
1,110 (956)
12 (28)
9 (24)7 (31)7 (33)
93 (102)
580 (1,144)
15 (18)
56 (63)
1,100 (951)
14 (35)
1,071 (902)
60 (76)
10 (46)
20 (92)
21 (78) 30 (80) 522 (1,003)
32 (95)
41 (78)
46 (75)
33 (40)
64 (99)
925 (708)
64 (173)
22 (83)
162 (601)
17 (70) 14 (36) 494 (829)
68 (243)
200 (214)
367 (244)
112 (70)
96 (127)
679 (696)
40 (43)583 (911)
361 (308)
581 (432)
214 (171)
ACCE
D
D
ACCE
ACCC
AD
ACCE
CCE
ACF
AAEF
ACCE
CCE

AACE ACCEF
CCE
ACCF
ACCC
AACCE
D
CCE
ACF
ACCE
ACCF
BE
ACE
ACCE
ACCF
ACCF
AACC
CCCF
ACCCF
STOP
STOP
STOP
STOP
STOP
STOP Project Trip Assignment
Figure 5A
34 (51)
24 (54)
34 (51)
72 (110)
24 (54)
56 (122)
23 (36)
27 (40)
21 (45)
18 (39)
7 (11)
16 (25)12 (27) 6 (12)
50 (76)
39 (84)
50 (76)
39 (84)
50 (76)
39 (84)
50 (76)39 (84) 41 (92)
56 (85)
F
A
CF
C A
F C AC
C A CF
C
C
C
C
C
C
A AF F
41 (92)
56 (85)
C
C
Project Trip Assignment
Figure 5B
41 (92)
56 (85)
41 (92)
56 (85)
41 (92)22 (33)
34 (52)
7 (11)
15 (36)
22 (47)
4 (9)
27 (41)
22 (47)5 (8)
22 (33)
4 (9)
18 (38)
22 (33)
22 (33)
18 (38)
16 (23)
13 (26)5 (12)
6 (10)
8 (11)
11 (21)2 (5)
8 (12)
C
C
C
C
C F C
ACF
A
C
C F C
AC
C
C
C
C
AC F
C
AC F
Existing with Project Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 6A
164 (38)
42 (57)
61 (189)2 (1)
4 (1)
25 (62)
213 (96)
90 (115)
84 (259)3 (0)
4 (0)
75 (143)
218 (679)167 (229)
725 (917)
370 (583)
872 (1,421)
182 (221)
52 (166)
128 (407)
25 (26)
296 (418)
173 (117)
67 (105) 204 (265) 264 (537)
27 (23)
18 (31)
17 (39)
11 (25)
69 (133)
4 (1)
60 (108)
8 (13)
786 (1,060)
98 (70) 2 (18) 1 (7)
0 (5)
5 (6)
983 (1,491)
103 (120)
29 (117)
16 (20)
106 (261)
48 (68)
713 (998)
60 (60) 25 (96) 6 (12)
8 (35)
31 (27)
1,037 (1,404)
201 (149)
0 (12)
0 (0)
0 (34)
20 (31)
785 (1,259)
22 (4) 10 (74) 0 (2)
15 (77)
44 (82)
1,259 (1,494)
36 (8)
216 (109)
605 (1,321)109 (273) 64 (156)
120 (106)
1,223 (1,304)
STOP
STOP
STOP
STOP
STOP
STOP
E
B
G
E
B
G
CCCF

AAF ACCC
AACF
ACCE
ACCF
ACE
ACCE
ABF
D
ACCE
ACCE
ACF
ACF
ACCCF
BF
ACCCF
ACF
ACCCF
ACCC
AAF
CCE
30 (81)28 (51)
561 (1,360)
85 (53)
1,343 (1,410)
51 (21)
CCE
AF
ACCC
Existing with Project Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 6B
6 (16)
4 (0)
5 (35)
38 (5)
533 (1,387)
22 (17) 2 (4) 0 (1)
4 (5)
13 (3)
1,315 (1,326)
22 (7)
25 (9)
517 (1,415) 11 (20) 1 (0)
68 (157)
147 (39)
1,339 (1,316)
31 (10)
19 (31)30 (53)
72 (186)
580 (1,548)
35 (36) 653 (489) 96 (37)
670 (616)
140 (191)
891 (916)
76 (79)
144 (229)311 (462)
63 (103)
662 (1,316)
480 (564)
349 (207)
963 (940)
66 (54)
661 (1,377)
12 (32) 235 (188) 22 (17)
57 (48)
1,132 (989)
12 (28)
9 (24)7 (31)7 (33)
97 (111)
598 (1,182)
15 (18)
56 (63)
1,122 (984)
14 (35)
1,093 (935)
60 (76)
10 (46)
20 (92)
21 (78) 30 (80) 540 (1,041)
32 (95)
41 (78)
46 (75)
33 (40)
64 (99)
941 (731)
64 (173)
22 (83)
162 (601)
17 (70) 14 (36) 507 (855)
73 (255)
206 (224)
367 (244)
112 (70)
96 (127)
687 (707)
40 (43)594 (932)
369 (320)
581 (432)
214 (171)
ACCE
D
D
ACCE
ACCC
AD
ACCE
CCE
ACF
AAEF
ACCE
CCE

AACE ACCEF
CCE
ACCF
ACCC
AACCE
D
CCE
ACF
ACCE
ACCF
BE
ACE
ACCE
ACCF
ACCF
AACC
CCCF
ACCCF

10. Lloyd Wise Dr/Concord Ave 11. Bisso Ln/Concord Ave 12. SR 242/Commerce Ave/Concord Ave

13. Market St/Concord Ave 14. Bonifacio St/Harrison St/Concord Ave 15. Pacheco St/Adobe St/Concord Ave

16. Concord Ave/Galindo St/Salvio St 17. Galindo St/Willow Pass Rd Concord Ave
Lloyd Wise Dr
Concord Ave
SR 242 Commerce Ave
Concord Ave
Market St
Concord Ave
Bonifacio St Harrison St
Concord Ave
Pacheco St Adobe St
Salvio St
Concord Ave Galindo St
Willow Pass Rd
Galindo St

18. Galindo St/Concord Blvd
Concord Blvd
Galindo St
Concord Ave
Bisso Ln

1. Stanwell Dr/Stanwell Cir 2. Stanwell Dr/Stanwell Cir 3. Diamond Blvd/Concord Ave

4. Diamond Blvd/Burnett Ave 5. Meridian Park Blvd/Concord Ave 6. John Glenn Dr/Concord Ave

7. New Dr/Concord Ave 8. Stanwell Dr/Concord Ave
Stanwell Cir
Stanwell Dr
Concord Ave
Diamond Blvd
Burnett Ave
Diamond Blvd
Concord Ave
Meridian Park Blvd
Concord Ave
John Glenn Dr
Concord Ave
New Dr
Concord Ave
Stanwell Dr
Concord Ave
Via De Mercados

9. Via De Mercados/Concord Ave
Stanwell Cir
Stanwell Dr

CONCORD
T HILL
Contra Costa Blvd
Cowell Rd
olf Club Rd
Detroit Ave
Clayton Rd
Sunvalley Blvd
Concord Blvd
Clayton Rd
Diamond Blvd
Meridian Park Blvd
Galindo St
Concord Ave
Willow Pass Rd
East St
Port Chicago Hwy
Meadow Ln
Willow Pass Rd
Grant St
Marsh Dr
E Olivera Rd
Salvio St
Pachecho St
Bonifacio St
Commerce Ave
Market St
Via de Mercados
Lloyd Wise Dr
John Glenn Dr
Stanwell Dr
Bisso Ln
Burnett Ave
ancingoPkwy
Monument Blvd
·242
%&680
Buchanan
Field Airport
1 2
3 4
5 6
7 8 9 1011
12 13
14 15
16 17
18 XX (YY) AM (PM) Peak Hour Trac Volumes Signalized Intersection STOP Stop Sign Project Site # Study Intersection
WC21-3833.01_X_Volumes

Winnie Chung
February 22, 2022

Existing Vehicle Queues
Although all intersections currently operate within the standards set by the City of Concord, there can be periodic vehicle queue spillback and delays for some individual movements. Table 4 presents AM and PM peak hour 95th percentile queues for movements where vehicle queues may occasionally exceed the vehicle storage length. These queues are indicative of maximum design queues occurring during periods of peak traffic. Queue worksheets are provided in Attachment D.

Table 4: Existing Conditions - 95th Percentile Turn Pocket Queue Summary at Signalized Intersections
Intersection Movement Storage Length
(ft)1 AM Peak Period PM Peak Period
3 Diamond Blvd &
Concord Ave WBL 125 225 200
4 Diamond Blvd & Burnett
Ave NBL 175 100 225
5 Meridian Park Blvd &
Concord Ave
WBL 150 175 200
NBL 100 100 200
14 Harrison St/Bonifacio St
& Concord Ave SBL 75 100 75
17 Galindo St & Willow
Pass Rd
WBL 150 175 125
NBL 100 100 125
SBL 150 125 250
Notes:

1. An additional 60 to 90 feet of storage is typically provided in the taper area outside of the through lane, which is not reflected in the storage length above.

Bold indicates queue potentially extends beyond available storage.

Source: Fehr & Peers, February 2022.

Winnie Chung
February 22, 2022

ProjectCharacteristics
This section provides an overview of the proposed Project components and addresses the proposed Project trip generation, distribution, and assignment characteristics used to evaluate potential Project effects on the surrounding roadway network. The amount of traffic associated with the Project was estimated using a three-step process:

1. Trip Generation – The amount of vehicle traffic entering/exiting the Project site was estimated.

2. Trip Distribution – The direction trips would use to approach and depart the site was projected.

3. Trip Assignment – Trips were then assigned to specific roadway segments and intersection turning movements.

Trip Generation
Trip generation refers to the process of estimating the amount of vehicular traffic a project would add to the surrounding roadway system. Estimates are created for the peak one-hour periods during the weekday morning and evening commute hours when traffic volumes on adjacent streets are typically at their highest and the Project is expected to generate the most traffic.

Previously, Fehr & Peers retained a traffic count firm to collect multimodal (i.e. vehicles, trucks, pedestrians, and bicycles) weekday morning (7:00-9:00 AM), evening (4:00-6:00 PM), and Saturday peak period (10:00 AM – 2:00 PM) driveway counts at CoCo Farms, located at 3400 Wilbur Avenue in Antioch, California, a site that provides similar operations as the proposed Project. Counts were collected on Tuesday, August 31st, 2021, and Saturday, August 28th, 2021.

Trip generation rates for various land uses based on a sampling of sites throughout the United States are published in the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition). However, given the limited number of sample sites collected for marijuana dispensary in the Trip Generation Manual, developing a trip generation rate based on local data is appropriate.

Therefore, trip generation estimates for the Project were calculated using the driveway counts at the Antioch CoCo Farms site. This analysis is documented in more detail in the Kolaboration Concord, Trip Generation and VMT Screening Assessment memorandum dated October 20, 2021(Provided as Attachment A).

The results of the assessment are presented in Table 5. Based on the rates developed from the Antioch CoCo Farms location, the Project is expected to generate 186 morning, and 337 evening peak hour trips.

Winnie Chung
February 22, 2022

Table 5: Concord Kolaboration Trip Generation Estimates Use Size
Weekday
AM Peak Hour PM Peak Hour
In Out Total In Out Total
Based on Observed and ITE 11th Edition Trip Generation Rates Marijuana
Dispensary1
80 Employees 101 79 180 159 172 331
Manufacturing3 7.5 KSF2 5 1 6 2 4 6
Total 106 80 186 161 176 337
Notes:

1. Estimate using custom rates developed from CoCo farms driveway count data and 80 Kolaboration retail employees (75 Budtenders, 4 Retail supervisors, 1 Retail Manager)

2. KSF = 1,000 square feet. Total KSF includes the office, manufacturing and distribution portions of the proposed Project.

3. Manufacturing (Land use code 140), average rates, Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition, 2021
Source: Fehr & Peers, 2022
Project Trip Distribution and Assignment
Project trip distribution refers to the directions of approach and departure that vehicles would take to access and leave the site. Estimates of regional Project trip distribution were developed using Streetlight Data, and the location of complementary land uses. Streetlight Data uses anonymized and aggregated location data from Global Positioning Systems (GPS) and mobile devices such as cellphones. This data was used to establish travel patterns for the nearby retail uses at Heritage Square, located on 1150 Concord Avenue in Concord, California, approximately

0.6 miles from the Project site. Trip distribution estimates are presented on Figure 4. The Project trip generation estimates, in combination with the expected trip distribution patterns, were used to assign vehicle trips to the local roadway network, as shown on Figure 5A and 5B.

CONCORD

MARTINEZ

PLEASANT HILL
Contra Costa Blvd
Cowell Rd
Golf Club Rd
Detroit Ave
Pacheco Blvd
Clayton Rd
Sunvalley Blvd
Concord Blvd
Clayton Rd
Diamond Blvd
Meridian Park Blvd
Galindo St
Concord Ave
Willow Pass Rd
East St
Port Chicago Hwy
Meadow Ln
Willow Pass Rd
Taylor Blvd
Paso Nogal Rd
Grant St
Marsh Dr
Morello Ave
E Olivera Rd
Center Ave
Salvio St
Pachecho St
Bonifacio St
Commerce Ave
Market St
Via de Mercados
John Glenn Dr
Stanwell Dr
Bisso Ln
Burnett Ave
ChilpancingoPkwy
Monument Blvd
·242
%&680
Buchanan
Field Airport
1 2
3 4
5 6
7 8
910 11
12 13
14 15
16 17
18 10%
3%
5%
7%
15%
7%
5%
20%
2%
7%
4%
4%
6%
5%
Project Trip Distribution
Figure 4
WC21-3833.01_4_TripDistro
Project Site XX% Project Trip Distribution

164 (38)
8 (6)
61 (189)2 (1)
4 (1)
1 (8)
179 (45)
18 (5)
60 (205)3 (0)
4 (0)
19 (21)
218 (679)144 (193)
698 (877)
370 (583)
851 (1,376)
164 (182)
52 (166)
121 (396)
25 (26)
280 (393)
173 (117)
67 (105) 192 (238) 258 (525)
27 (23)
18 (31)
17 (39)
11 (25)
69 (133)
4 (1)
60 (108)
8 (13)
736 (984)
98 (70) 2 (18) 1 (7)
0 (5)
5 (6)
944 (1,407)
103 (120)
29 (117)
16 (20)
106 (261)
48 (68)
663 (922)
60 (60) 25 (96) 6 (12)
8 (35)
31 (27)
998 (1,320)
201 (149)
0 (12)
0 (0)
0 (34)
20 (31)
735 (1,183)
22 (4) 10 (74) 0 (2)
15 (77)
44 (82)
1,220 (1,410)
36 (8)
166 (33)
605 (1,321)70 (189) 23 (64)
64 (21)
1,223 (1,304)
E
B
G
E
B
G
CCCF

AAF ACCC
AACF
ACCE
ACCF
ACE
ACCE
ABF
D
ACCE
ACCE
ACF
ACF
ACCCF
BF
ACCCF
ACF
ACCCF
ACCC
AAF
CCE
30 (81)28 (51)
520 (1,268)
85 (53)
1,287 (1,325)
51 (21)
CCE
AF
ACCC
Existing Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 3A

STOPSTOP
Figure 3B
6 (16)
4 (0)
5 (35)
38 (5)
492 (1,295)
22 (17) 2 (4) 0 (1)
4 (5)
13 (3)
1,259 (1,241)
22 (7)
25 (9)
476 (1,323) 11 (20) 1 (0)
68 (157)
147 (39)
1,283 (1,231)
31 (10)
19 (31)30 (53)
72 (186)
539 (1,456)
35 (36) 631 (456) 96 (37)
670 (616)
140 (191)
857 (864)
76 (79)
137 (218)311 (462)
63 (103)
640 (1,269)
476 (555)
349 (207)
936 (899)
66 (54)
639 (1,330)
12 (32) 230 (180) 22 (17)
57 (48)
1,110 (956)
12 (28)
9 (24)7 (31)7 (33)
93 (102)
580 (1,144)
15 (18)
56 (63)
1,100 (951)
14 (35)
1,071 (902)
60 (76)
10 (46)
20 (92)
21 (78) 30 (80) 522 (1,003)
32 (95)
41 (78)
46 (75)
33 (40)
64 (99)
925 (708)
64 (173)
22 (83)
162 (601)
17 (70) 14 (36) 494 (829)
68 (243)
200 (214)
367 (244)
112 (70)
96 (127)
679 (696)
40 (43)583 (911)
361 (308)
581 (432)
214 (171)
ACCE
D
D
ACCE
ACCC
AD
ACCE
CCE
ACF
AAEF
ACCE
CCE

AACE ACCEF
CCE
ACCF
ACCC
AACCE
D
CCE
ACF
ACCE
ACCF
BE
ACE
ACCE
ACCF
ACCF
AACC
CCCF
ACCCF
Project Trip Assignment
Figure 5A
34 (51)
24 (54)
34 (51)
72 (110)
24 (54)
56 (122)
23 (36)
27 (40)
21 (45)
18 (39)
7 (11)
16 (25)12 (27) 6 (12)
50 (76)
39 (84)
50 (76)
39 (84)
50 (76)
39 (84)
50 (76)39 (84) 41 (92)
56 (85)
F
A
CF
C A
F C AC
C A CF
C
C
C
C
C
C
A AF F
41 (92)
56 (85)
C
C
STOPSTOP Project Trip Assignment
Figure 5B
41 (92)
56 (85)
41 (92)
56 (85)
41 (92)22 (33)
34 (52)
7 (11)
22 (47)
4 (9)
27 (41)
22 (47)5 (8)
22 (33)
4 (9)
18 (38)
22 (33)
22 (33)
18 (38)
16 (23)
13 (26)5 (12)
6 (10)
8 (11)
11 (21)2 (5)
8 (12)
C
C
C
C
C F C
A
CF
C
C F C
AC
C
C
C
C
AC F
C
AC F
Existing with Project Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 6A
164 (38)
42 (57)
61 (189)2 (1)
4 (1)
25 (62)
213 (96)
90 (115)
84 (259)3 (0)
4 (0)
75 (143)
218 (679)167 (229)
725 (917)
370 (583)
872 (1,421)
182 (221)
52 (166)
128 (407)
25 (26)
296 (418)
173 (117)
67 (105) 204 (265) 264 (537)
27 (23)
18 (31)
17 (39)
11 (25)
69 (133)
4 (1)
60 (108)
8 (13)
786 (1,060)
98 (70) 2 (18) 1 (7)
0 (5)
5 (6)
983 (1,491)
103 (120)
29 (117)
16 (20)
106 (261)
48 (68)
713 (998)
60 (60) 25 (96) 6 (12)
8 (35)
31 (27)
1,037 (1,404)
201 (149)
0 (12)
0 (0)
0 (34)
20 (31)
785 (1,259)
22 (4) 10 (74) 0 (2)
15 (77)
44 (82)
1,259 (1,494)
36 (8)
216 (109)
605 (1,321)109 (273) 64 (156)
120 (106)
1,223 (1,304)
E
B
G
E
B
G
CCCF

AAF ACCC
AACF
ACCE
ACCF
ACE
ACCE
ABF
D
ACCE
ACCE
ACF
ACF
ACCCF
BF
ACCCF
ACF
ACCCF
ACCC
AAF
CCE
30 (81)28 (51)
561 (1,360)
85 (53)
1,343 (1,410)
51 (21)
CCE
AF
ACCC

STOPSTOP
Existing with Project Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 6B
6 (16)
4 (0)
5 (35)
38 (5)
533 (1,387)
22 (17) 2 (4) 0 (1)
4 (5)
13 (3)
1,315 (1,326)
22 (7)
25 (9)
517 (1,415) 11 (20) 1 (0)
68 (157)
147 (39)
1,339 (1,316)
31 (10)
19 (31)30 (53)
72 (186)
580 (1,548)
35 (36) 653 (489) 96 (37)
670 (616)
140 (191)
891 (916)
76 (79)
144 (229)311 (462)
63 (103)
662 (1,316)
480 (564)
349 (207)
963 (940)
66 (54)
661 (1,377)
12 (32) 235 (188) 22 (17)
57 (48)
1,132 (989)
12 (28)
9 (24)7 (31)7 (33)
97 (111)
598 (1,182)
15 (18)
56 (63)
1,122 (984)
14 (35)
1,093 (935)
60 (76)
10 (46)
20 (92)
21 (78) 30 (80) 540 (1,041)
32 (95)
41 (78)
46 (75)
33 (40)
64 (99)
941 (731)
64 (173)
22 (83)
162 (601)
17 (70) 14 (36) 507 (855)
73 (255)
206 (224)
367 (244)
112 (70)
96 (127)
687 (707)
40 (43)594 (932)
369 (320)
581 (432)
214 (171)
ACCE
D
D
ACCE
ACCC
AD
ACCE
CCE
ACF
AAEF
ACCE
CCE

AACE ACCEF
CCE
ACCF
ACCC
AACCE
D
CCE
ACF
ACCE
ACCF
BE
ACE
ACCE
ACCF
ACCF
AACC
CCCF
ACCCF

10. Lloyd Wise Dr/Concord Ave 11. Bisso Ln/Concord Ave 12. SR 242/Commerce Ave/Concord Ave

13. Market St/Concord Ave 14. Bonifacio St/Harrison St/Concord Ave 15. Pacheco St/Adobe St/Concord Ave

16. Concord Ave/Galindo St/Salvio St 17. Galindo St/Willow Pass Rd Concord Ave
Lloyd Wise Dr
Concord Ave
SR 242 Commerce Ave
Concord Ave
Market St
Concord Ave
Bonifacio St Harrison St
Concord Ave
Pacheco St Adobe St
Salvio St
Concord Ave Galindo St
Willow Pass Rd
Galindo St

18. Galindo St/Concord Blvd
Concord Blvd
Galindo St
Concord Ave
Bisso Ln

1. Stanwell Dr/Stanwell Cir 2. Stanwell Dr/Stanwell Cir 3. Diamond Blvd/Concord Ave

4. Diamond Blvd/Burnett Ave 5. Meridian Park Blvd/Concord Ave 6. John Glenn Dr/Concord Ave

7. New Dr/Concord Ave 8. Stanwell Dr/Concord Ave
Stanwell Cir
Stanwell Dr
Concord Ave
Diamond Blvd
Burnett Ave
Diamond Blvd
Concord Ave
Meridian Park Blvd
Concord Ave
John Glenn Dr
Concord Ave
New Dr
Concord Ave
Stanwell Dr
Concord Ave
Via De Mercados

9. Via De Mercados/Concord Ave
Stanwell Cir
Stanwell Dr
STOP
STOP
STOP
STOP

CONCORD
T HILL
Contra Costa Blvd
Cowell Rd
olf Club Rd
Detroit Ave
Clayton Rd
Sunvalley Blvd
Concord Blvd
Clayton Rd
Diamond Blvd
Meridian Park Blvd
Galindo St
Concord Ave
Willow Pass Rd
East St
Port Chicago Hwy
Meadow Ln
Willow Pass Rd
Grant St
Marsh Dr
E Olivera Rd
Salvio St
Pachecho St
Bonifacio St
Commerce Ave
Market St
Via de Mercados
Lloyd Wise Dr
John Glenn Dr
Stanwell Dr
Bisso Ln
Burnett Ave
ancingoPkwy
Monument Blvd
·242
%&680
Buchanan
Field Airport
1 2
3 4
5 6
7 8 9 1011
12 13
14 15
16 17
18 XX (YY) AM (PM) Peak Hour Trac Volumes Signalized Intersection STOP Stop Sign Project Site # Study Intersection
WC21-3833.01_X_Volumes

164 (38)
8 (6)
61 (189)2 (1)
4 (1)
1 (8)
179 (45)
18 (5)
60 (205)3 (0)
4 (0)
19 (21)
218 (679)144 (193)
698 (877)
370 (583)
851 (1,376)
164 (182)
52 (166)
121 (396)
25 (26)
280 (393)
173 (117)
67 (105) 192 (238) 258 (525)
27 (23)
18 (31)
17 (39)
11 (25)
69 (133)
4 (1)
60 (108)
8 (13)
736 (984)
98 (70) 2 (18) 1 (7)
0 (5)
5 (6)
944 (1,407)
103 (120)
29 (117)
16 (20)
106 (261)
48 (68)
663 (922)
60 (60) 25 (96) 6 (12)
8 (35)
31 (27)
998 (1,320)
201 (149)
0 (12)
0 (0)
0 (34)
20 (31)
735 (1,183)
22 (4) 10 (74) 0 (2)
15 (77)
44 (82)
1,220 (1,410)
36 (8)
166 (33)
605 (1,321)70 (189) 23 (64)
64 (21)
1,223 (1,304)
STOP
STOP
STOP
STOP
STOP
STOP
E
B
G
E
B
G
CCCF

AAF ACCC
AACF
ACCE
ACCF
ACE
ACCE
ABF
D
ACCE
ACCE
ACF
ACF
ACCCF
BF
ACCCF
ACF
ACCCF
ACCC
AAF
CCE
30 (81)28 (51)
520 (1,268)
85 (53)
1,287 (1,325)
51 (21)
CCE
AF
ACCC
Existing Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 3A Figure 3B
6 (16)
4 (0)
5 (35)
38 (5)
492 (1,295)
22 (17) 2 (4) 0 (1)
4 (5)
13 (3)
1,259 (1,241)
22 (7)
25 (9)
476 (1,323) 11 (20) 1 (0)
68 (157)
147 (39)
1,283 (1,231)
31 (10)
19 (31)30 (53)
72 (186)
539 (1,456)
35 (36) 631 (456) 96 (37)
670 (616)
140 (191)
857 (864)
76 (79)
137 (218)311 (462)
63 (103)
640 (1,269)
476 (555)
349 (207)
936 (899)
66 (54)
639 (1,330)
12 (32) 230 (180) 22 (17)
57 (48)
1,110 (956)
12 (28)
9 (24)7 (31)7 (33)
93 (102)
580 (1,144)
15 (18)
56 (63)
1,100 (951)
14 (35)
1,071 (902)
60 (76)
10 (46)
20 (92)
21 (78) 30 (80) 522 (1,003)
32 (95)
41 (78)
46 (75)
33 (40)
64 (99)
925 (708)
64 (173)
22 (83)
162 (601)
17 (70) 14 (36) 494 (829)
68 (243)
200 (214)
367 (244)
112 (70)
96 (127)
679 (696)
40 (43)583 (911)
361 (308)
581 (432)
214 (171)
ACCE
D
D
ACCE
ACCC
AD
ACCE
CCE
ACF
AAEF
ACCE
CCE

AACE ACCEF
CCE
ACCF
ACCC
AACCE
D
CCE
ACF
ACCE
ACCF
BE
ACE
ACCE
ACCF
ACCF
AACC
CCCF
ACCCF
STOP
STOP
STOP
STOP
STOP
STOP Project Trip Assignment
Figure 5A
34 (51)
24 (54)
34 (51)
72 (110)
24 (54)
56 (122)
23 (36)
27 (40)
21 (45)
18 (39)
7 (11)
16 (25)12 (27) 6 (12)
50 (76)
39 (84)
50 (76)
39 (84)
50 (76)
39 (84)
50 (76)39 (84) 41 (92)
56 (85)
F
A
CF
C A
F C AC
C A CF
C
C
C
C
C
C
A AF F
41 (92)
56 (85)
C
C
Project Trip Assignment
Figure 5B
41 (92)
56 (85)
41 (92)
56 (85)
41 (92)22 (33)
34 (52)
7 (11)
22 (47)
4 (9)
27 (41)
22 (47)5 (8)
22 (33)
4 (9)
18 (38)
22 (33)
22 (33)
18 (38)
16 (23)
13 (26)5 (12)
6 (10)
8 (11)
11 (21)2 (5)
8 (12)
C
C
C
C
C F C
A
CF
C
C F C
AC
C
C
C
C
AC F
C
AC F
Existing with Project Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 6A
164 (38)
42 (57)
61 (189)2 (1)
4 (1)
25 (62)
213 (96)
90 (115)
84 (259)3 (0)
4 (0)
75 (143)
218 (679)167 (229)
725 (917)
370 (583)
872 (1,421)
182 (221)
52 (166)
128 (407)
25 (26)
296 (418)
173 (117)
67 (105) 204 (265) 264 (537)
27 (23)
18 (31)
17 (39)
11 (25)
69 (133)
4 (1)
60 (108)
8 (13)
786 (1,060)
98 (70) 2 (18) 1 (7)
0 (5)
5 (6)
983 (1,491)
103 (120)
29 (117)
16 (20)
106 (261)
48 (68)
713 (998)
60 (60) 25 (96) 6 (12)
8 (35)
31 (27)
1,037 (1,404)
201 (149)
0 (12)
0 (0)
0 (34)
20 (31)
785 (1,259)
22 (4) 10 (74) 0 (2)
15 (77)
44 (82)
1,259 (1,494)
36 (8)
216 (109)
605 (1,321)109 (273) 64 (156)
120 (106)
1,223 (1,304)
STOP
STOP
STOP
STOP
STOP
STOP
E
B
G
E
B
G
CCCF

AAF ACCC
AACF
ACCE
ACCF
ACE
ACCE
ABF
D
ACCE
ACCE
ACF
ACF
ACCCF
BF
ACCCF
ACF
ACCCF
ACCC
AAF
CCE
30 (81)28 (51)
561 (1,360)
85 (53)
1,343 (1,410)
51 (21)
CCE
AF
ACCC
Existing with Project Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 6B
6 (16)
4 (0)
5 (35)
38 (5)
533 (1,387)
22 (17) 2 (4) 0 (1)
4 (5)
13 (3)
1,315 (1,326)
22 (7)
25 (9)
517 (1,415) 11 (20) 1 (0)
68 (157)
147 (39)
1,339 (1,316)
31 (10)
19 (31)30 (53)
72 (186)
580 (1,548)
35 (36) 653 (489) 96 (37)
670 (616)
140 (191)
891 (916)
76 (79)
144 (229)311 (462)
63 (103)
662 (1,316)
480 (564)
349 (207)
963 (940)
66 (54)
661 (1,377)
12 (32) 235 (188) 22 (17)
57 (48)
1,132 (989)
12 (28)
9 (24)7 (31)7 (33)
97 (111)
598 (1,182)
15 (18)
56 (63)
1,122 (984)
14 (35)
1,093 (935)
60 (76)
10 (46)
20 (92)
21 (78) 30 (80) 540 (1,041)
32 (95)
41 (78)
46 (75)
33 (40)
64 (99)
941 (731)
64 (173)
22 (83)
162 (601)
17 (70) 14 (36) 507 (855)
73 (255)
206 (224)
367 (244)
112 (70)
96 (127)
687 (707)
40 (43)594 (932)
369 (320)
581 (432)
214 (171)
ACCE
D
D
ACCE
ACCC
AD
ACCE
CCE
ACF
AAEF
ACCE
CCE

AACE ACCEF
CCE
ACCF
ACCC
AACCE
D
CCE
ACF
ACCE
ACCF
BE
ACE
ACCE
ACCF
ACCF
AACC
CCCF
ACCCF

10. Lloyd Wise Dr/Concord Ave 11. Bisso Ln/Concord Ave 12. SR 242/Commerce Ave/Concord Ave

13. Market St/Concord Ave 14. Bonifacio St/Harrison St/Concord Ave 15. Pacheco St/Adobe St/Concord Ave

16. Concord Ave/Galindo St/Salvio St 17. Galindo St/Willow Pass Rd Concord Ave
Lloyd Wise Dr
Concord Ave
SR 242 Commerce Ave
Concord Ave
Market St
Concord Ave
Bonifacio St Harrison St
Concord Ave
Pacheco St Adobe St
Salvio St
Concord Ave Galindo St
Willow Pass Rd
Galindo St

18. Galindo St/Concord Blvd
Concord Blvd
Galindo St
Concord Ave
Bisso Ln

1. Stanwell Dr/Stanwell Cir 2. Stanwell Dr/Stanwell Cir 3. Diamond Blvd/Concord Ave

4. Diamond Blvd/Burnett Ave 5. Meridian Park Blvd/Concord Ave 6. John Glenn Dr/Concord Ave

7. New Dr/Concord Ave 8. Stanwell Dr/Concord Ave
Stanwell Cir
Stanwell Dr
Concord Ave
Diamond Blvd
Burnett Ave
Diamond Blvd
Concord Ave
Meridian Park Blvd
Concord Ave
John Glenn Dr
Concord Ave
New Dr
Concord Ave
Stanwell Dr
Concord Ave
Via De Mercados

9. Via De Mercados/Concord Ave
Stanwell Cir
Stanwell Dr

CONCORD
T HILL
Contra Costa Blvd
Cowell Rd
olf Club Rd
Detroit Ave
Clayton Rd
Sunvalley Blvd
Concord Blvd
Clayton Rd
Diamond Blvd
Meridian Park Blvd
Galindo St
Concord Ave
Willow Pass Rd
East St
Port Chicago Hwy
Meadow Ln
Willow Pass Rd
Grant St
Marsh Dr
E Olivera Rd
Salvio St
Pachecho St
Bonifacio St
Commerce Ave
Market St
Via de Mercados
Lloyd Wise Dr
John Glenn Dr
Stanwell Dr
Bisso Ln
Burnett Ave
ancingoPkwy
Monument Blvd
·242
%&680
Buchanan
Field Airport
1 2
3 4
5 6
7 8 9 1011
12 13
14 15
16 17
18 XX (YY) AM (PM) Peak Hour Trac Volumes Signalized Intersection STOP Stop Sign Project Site # Study Intersection
WC21-3833.01_X_Volumes

Winnie Chung
February 22, 2022

ExistingwithProject
TrafficConditions
This section presents the evaluation of intersection LOS under Existing with Project conditions.

Existing with Project Traffic Volumes
The Project traffic volumes on Figure 5A and 5B were added to the existing traffic volumes from Figure 3A and 3B to estimate the Existing with Project traffic volumes, as shown on Figure 6A and 6B.

Analysis of Existing with Project Conditions
Intersection Operations
Existing with Project intersection operations were evaluated using the methods previously described. The Existing with Project analysis results are presented in Table 6, based on the traffic volumes and intersection configurations presented on Figure 6A and 6B. Table 6 also includes the operations results for Existing conditions. The addition of Project traffic would slightly increase delay at the study intersections, but not result in conditions that fall below the City of Concord’s thresholds.

Table 6: Existing and Existing Plus Project Level of Service Summary Intersection Control1 Peak
Hour2
Existing Existing Plus Project
Delay3 LOS Delay3 LOS
1 Stanwell Dr &
Stanwell Cir North SSSC AM PM

8.2 (8.4) A (A) 8.5 (8.7) A (A)

8.2 (8.4) A (A) 8.3 (8.7) A (A)
2 Stanwell Dr &
Stanwell Cir South SSSC AM PM

8.7 (9) A (A) 10.6 (11.4) B (B)

8.4 (8.6) A (A) 10.3 (10.9) B (B)
3 Diamond Blvd &
Concord Ave Signal AM PM

15.2 B 16.3 B

25.4 C 26.9 C
4 Diamond Blvd &
Burnett Ave Signal AM PM

34.6 C 34.6 C

58.1 E 65.7 E
5 Meridian Park Blvd &
Concord Ave Signal AM PM

8.2 A 8.2 A

10.2 B 10.4 A

Winnie Chung
February 22, 2022

Intersection Control1 Peak
Hour2
Existing Existing Plus Project
Delay3 LOS Delay3 LOS
6 John Glenn Dr &
Concord Ave Signal AM PM

7.5 A 7.6 A

9.4 A 9.5 A
7 Concord Ave & New
Dr Signal AM PM

5.7 A 5.7 A

7.7 A 7.7 A
8/9
Via De Mercados/
Stanwell Dr &
Concord Ave5
Signal AM
PM

20.3 C 24.4 C

28.4 C 30.7 C
10 Concord Ave & Lloyd
Wise Dr4 Signal AM PM

6.7 A 6.9 A

5.2 A 5.4 A
11 Concord Ave & Bisso
Ln4 Signal AM PM

5.8 A 6.0 A

7.8 A 7.9 A
12 Commerce Ave/SR
242 & Concord Ave Signal AM PM

28.1 C 28.5 C

20.9 C 21.5 C
13 Market St/SR 242 &
Concord Ave Signal AM
PM

13.3 B 13.4 B

15.3 B 15.4 B
14 Harrison St/Bonifacio
St & Concord Ave Signal AM PM

11.3 B 11.3 B

11.8 B 11.8 B
15 Adobe St/Pacheco St
& Concord Ave Signal AM
PM

8.1 A 8.2 A

8.4 A 8.5 A
16 Galindo St/Concord
Ave & Salvio St Signal AM PM

10.1 B 10.2 B

16.7 B 16.8 B
17 Galindo St & Willow
Pass Rd Signal AM
PM

24.4 C 24.4 C

32.1 C 32.3 C
18 Galindo St &
Concord Blvd Signal AM PM

24.4 C 24.4 C

18.7 B 18.7 B
Notes:

1. Existing intersection traffic control type, (SSSC = Side-Street Stop-Controlled)_ (Signal = Signalized)

2. AM= Weekday morning peak hour, PM = Weekday evening peak hour

3. Whole intersection average delay reported for signalized and all-way stop-controlled intersections. Side-Street stop-controlled delay presented as Whole Intersection Average Delay (Worst Movement Delay). Delay calculated per HCM 6th methodologies.

4. Delay reported using HCM 2000 methodologies

5. Modeled as a four-legged intersection to use HCM 6th methodologies Source: Fehr & Peers, February 2022.

164 (38)
8 (6)
61 (189)2 (1)
4 (1)
1 (8)
179 (45)
18 (5)
60 (205)3 (0)
4 (0)
19 (21)
218 (679)144 (193)
698 (877)
370 (583)
851 (1,376)
164 (182)
52 (166)
121 (396)
25 (26)
280 (393)
173 (117)
67 (105) 192 (238) 258 (525)
27 (23)
18 (31)
17 (39)
11 (25)
69 (133)
4 (1)
60 (108)
8 (13)
736 (984)
98 (70) 2 (18) 1 (7)
0 (5)
5 (6)
944 (1,407)
103 (120)
29 (117)
16 (20)
106 (261)
48 (68)
663 (922)
60 (60) 25 (96) 6 (12)
8 (35)
31 (27)
998 (1,320)
201 (149)
0 (12)
0 (0)
0 (34)
20 (31)
735 (1,183)
22 (4) 10 (74) 0 (2)
15 (77)
44 (82)
1,220 (1,410)
36 (8)
166 (33)
605 (1,321)70 (189) 23 (64)
64 (21)
1,223 (1,304)
E
B
G
E
B
G
CCCF

AAF ACCC
AACF
ACCE
ACCF
ACE
ACCE
ABF
D
ACCE
ACCE
ACF
ACF
ACCCF
BF
ACCCF
ACF
ACCCF
ACCC
AAF
CCE
30 (81)28 (51)
520 (1,268)
85 (53)
1,287 (1,325)
51 (21)
CCE
AF
ACCC
Existing Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 3A

STOPSTOP
Figure 3B
6 (16)
4 (0)
5 (35)
38 (5)
492 (1,295)
22 (17) 2 (4) 0 (1)
4 (5)
13 (3)
1,259 (1,241)
22 (7)
25 (9)
476 (1,323) 11 (20) 1 (0)
68 (157)
147 (39)
1,283 (1,231)
31 (10)
19 (31)30 (53)
72 (186)
539 (1,456)
35 (36) 631 (456) 96 (37)
670 (616)
140 (191)
857 (864)
76 (79)
137 (218)311 (462)
63 (103)
640 (1,269)
476 (555)
349 (207)
936 (899)
66 (54)
639 (1,330)
12 (32) 230 (180) 22 (17)
57 (48)
1,110 (956)
12 (28)
9 (24)7 (31)7 (33)
93 (102)
580 (1,144)
15 (18)
56 (63)
1,100 (951)
14 (35)
1,071 (902)
60 (76)
10 (46)
20 (92)
21 (78) 30 (80) 522 (1,003)
32 (95)
41 (78)
46 (75)
33 (40)
64 (99)
925 (708)
64 (173)
22 (83)
162 (601)
17 (70) 14 (36) 494 (829)
68 (243)
200 (214)
367 (244)
112 (70)
96 (127)
679 (696)
40 (43)583 (911)
361 (308)
581 (432)
214 (171)
ACCE
D
D
ACCE
ACCC
AD
ACCE
CCE
ACF
AAEF
ACCE
CCE

AACE ACCEF
CCE
ACCF
ACCC
AACCE
D
CCE
ACF
ACCE
ACCF
BE
ACE
ACCE
ACCF
ACCF
AACC
CCCF
ACCCF
Project Trip Assignment
Figure 5A
34 (51)
24 (54)
34 (51)
72 (110)
24 (54)
56 (122)
23 (36)
27 (40)
21 (45)
18 (39)
7 (11)
16 (25)12 (27) 6 (12)
50 (76)
39 (84)
50 (76)
39 (84)
50 (76)
39 (84)
50 (76)39 (84) 41 (92)
56 (85)
F
A
CF
C A
F C AC
C A CF
C
C
C
C
C
C
A AF F
41 (92)
56 (85)
C
C
STOPSTOP Project Trip Assignment
Figure 5B
41 (92)
56 (85)
41 (92)
56 (85)
41 (92)22 (33)
34 (52)
7 (11)
22 (47)
4 (9)
27 (41)
22 (47)5 (8)
22 (33)
4 (9)
18 (38)
22 (33)
22 (33)
18 (38)
16 (23)
13 (26)5 (12)
6 (10)
8 (11)
11 (21)2 (5)
8 (12)
C
C
C
C
C F C
A
CF
C
C F C
AC
C
C
C
C
AC F
C
AC F
Existing with Project Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 6A
164 (38)
42 (57)
61 (189)2 (1)
4 (1)
25 (62)
213 (96)
90 (115)
84 (259)3 (0)
4 (0)
75 (143)
218 (679)167 (229)
725 (917)
370 (583)
872 (1,421)
182 (221)
52 (166)
128 (407)
25 (26)
296 (418)
173 (117)
67 (105) 204 (265) 264 (537)
27 (23)
18 (31)
17 (39)
11 (25)
69 (133)
4 (1)
60 (108)
8 (13)
786 (1,060)
98 (70) 2 (18) 1 (7)
0 (5)
5 (6)
983 (1,491)
103 (120)
29 (117)
16 (20)
106 (261)
48 (68)
713 (998)
60 (60) 25 (96) 6 (12)
8 (35)
31 (27)
1,037 (1,404)
201 (149)
0 (12)
0 (0)
0 (34)
20 (31)
785 (1,259)
22 (4) 10 (74) 0 (2)
15 (77)
44 (82)
1,259 (1,494)
36 (8)
216 (109)
605 (1,321)109 (273) 64 (156)
120 (106)
1,223 (1,304)
E
B
G
E
B
G
CCCF

AAF ACCC
AACF
ACCE
ACCF
ACE
ACCE
ABF
D
ACCE
ACCE
ACF
ACF
ACCCF
BF
ACCCF
ACF
ACCCF
ACCC
AAF
CCE
30 (81)28 (51)
561 (1,360)
85 (53)
1,343 (1,410)
51 (21)
CCE
AF
ACCC

STOPSTOP
Existing with Project Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 6B
6 (16)
4 (0)
5 (35)
38 (5)
533 (1,387)
22 (17) 2 (4) 0 (1)
4 (5)
13 (3)
1,315 (1,326)
22 (7)
25 (9)
517 (1,415) 11 (20) 1 (0)
68 (157)
147 (39)
1,339 (1,316)
31 (10)
19 (31)30 (53)
72 (186)
580 (1,548)
35 (36) 653 (489) 96 (37)
670 (616)
140 (191)
891 (916)
76 (79)
144 (229)311 (462)
63 (103)
662 (1,316)
480 (564)
349 (207)
963 (940)
66 (54)
661 (1,377)
12 (32) 235 (188) 22 (17)
57 (48)
1,132 (989)
12 (28)
9 (24)7 (31)7 (33)
97 (111)
598 (1,182)
15 (18)
56 (63)
1,122 (984)
14 (35)
1,093 (935)
60 (76)
10 (46)
20 (92)
21 (78) 30 (80) 540 (1,041)
32 (95)
41 (78)
46 (75)
33 (40)
64 (99)
941 (731)
64 (173)
22 (83)
162 (601)
17 (70) 14 (36) 507 (855)
73 (255)
206 (224)
367 (244)
112 (70)
96 (127)
687 (707)
40 (43)594 (932)
369 (320)
581 (432)
214 (171)
ACCE
D
D
ACCE
ACCC
AD
ACCE
CCE
ACF
AAEF
ACCE
CCE

AACE ACCEF
CCE
ACCF
ACCC
AACCE
D
CCE
ACF
ACCE
ACCF
BE
ACE
ACCE
ACCF
ACCF
AACC
CCCF
ACCCF

10. Lloyd Wise Dr/Concord Ave 11. Bisso Ln/Concord Ave 12. SR 242/Commerce Ave/Concord Ave

13. Market St/Concord Ave 14. Bonifacio St/Harrison St/Concord Ave 15. Pacheco St/Adobe St/Concord Ave

16. Concord Ave/Galindo St/Salvio St 17. Galindo St/Willow Pass Rd Concord Ave
Lloyd Wise Dr
Concord Ave
SR 242 Commerce Ave
Concord Ave
Market St
Concord Ave
Bonifacio St Harrison St
Concord Ave
Pacheco St Adobe St
Salvio St
Concord Ave Galindo St
Willow Pass Rd
Galindo St

18. Galindo St/Concord Blvd
Concord Blvd
Galindo St
Concord Ave
Bisso Ln

1. Stanwell Dr/Stanwell Cir 2. Stanwell Dr/Stanwell Cir 3. Diamond Blvd/Concord Ave

4. Diamond Blvd/Burnett Ave 5. Meridian Park Blvd/Concord Ave 6. John Glenn Dr/Concord Ave

7. New Dr/Concord Ave 8. Stanwell Dr/Concord Ave
Stanwell Cir
Stanwell Dr
Concord Ave
Diamond Blvd
Burnett Ave
Diamond Blvd
Concord Ave
Meridian Park Blvd
Concord Ave
John Glenn Dr
Concord Ave
New Dr
Concord Ave
Stanwell Dr
Concord Ave
Via De Mercados

9. Via De Mercados/Concord Ave
Stanwell Cir
Stanwell Dr
STOP
STOP
STOP
STOP

CONCORD
T HILL
Contra Costa Blvd
Cowell Rd
olf Club Rd
Detroit Ave
Clayton Rd
Sunvalley Blvd
Concord Blvd
Clayton Rd
Diamond Blvd
Meridian Park Blvd
Galindo St
Concord Ave
Willow Pass Rd
East St
Port Chicago Hwy
Meadow Ln
Willow Pass Rd
Grant St
Marsh Dr
E Olivera Rd
Salvio St
Pachecho St
Bonifacio St
Commerce Ave
Market St
Via de Mercados
Lloyd Wise Dr
John Glenn Dr
Stanwell Dr
Bisso Ln
Burnett Ave
ancingoPkwy
Monument Blvd
·242
%&680
Buchanan
Field Airport
1 2
3 4
5 6
7 8 9 1011
12 13
14 15
16 17
18 XX (YY) AM (PM) Peak Hour Trac Volumes Signalized Intersection STOP Stop Sign Project Site # Study Intersection
WC21-3833.01_X_Volumes

164 (38)
8 (6)
61 (189)2 (1)
4 (1)
1 (8)
179 (45)
18 (5)
60 (205)3 (0)
4 (0)
19 (21)
218 (679)144 (193)
698 (877)
370 (583)
851 (1,376)
164 (182)
52 (166)
121 (396)
25 (26)
280 (393)
173 (117)
67 (105) 192 (238) 258 (525)
27 (23)
18 (31)
17 (39)
11 (25)
69 (133)
4 (1)
60 (108)
8 (13)
736 (984)
98 (70) 2 (18) 1 (7)
0 (5)
5 (6)
944 (1,407)
103 (120)
29 (117)
16 (20)
106 (261)
48 (68)
663 (922)
60 (60) 25 (96) 6 (12)
8 (35)
31 (27)
998 (1,320)
201 (149)
0 (12)
0 (0)
0 (34)
20 (31)
735 (1,183)
22 (4) 10 (74) 0 (2)
15 (77)
44 (82)
1,220 (1,410)
36 (8)
166 (33)
605 (1,321)70 (189) 23 (64)
64 (21)
1,223 (1,304)
STOP
STOP
STOP
STOP
STOP
STOP
E
B
G
E
B
G
CCCF

AAF ACCC
AACF
ACCE
ACCF
ACE
ACCE
ABF
D
ACCE
ACCE
ACF
ACF
ACCCF
BF
ACCCF
ACF
ACCCF
ACCC
AAF
CCE
30 (81)28 (51)
520 (1,268)
85 (53)
1,287 (1,325)
51 (21)
CCE
AF
ACCC
Existing Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 3A Figure 3B
6 (16)
4 (0)
5 (35)
38 (5)
492 (1,295)
22 (17) 2 (4) 0 (1)
4 (5)
13 (3)
1,259 (1,241)
22 (7)
25 (9)
476 (1,323) 11 (20) 1 (0)
68 (157)
147 (39)
1,283 (1,231)
31 (10)
19 (31)30 (53)
72 (186)
539 (1,456)
35 (36) 631 (456) 96 (37)
670 (616)
140 (191)
857 (864)
76 (79)
137 (218)311 (462)
63 (103)
640 (1,269)
476 (555)
349 (207)
936 (899)
66 (54)
639 (1,330)
12 (32) 230 (180) 22 (17)
57 (48)
1,110 (956)
12 (28)
9 (24)7 (31)7 (33)
93 (102)
580 (1,144)
15 (18)
56 (63)
1,100 (951)
14 (35)
1,071 (902)
60 (76)
10 (46)
20 (92)
21 (78) 30 (80) 522 (1,003)
32 (95)
41 (78)
46 (75)
33 (40)
64 (99)
925 (708)
64 (173)
22 (83)
162 (601)
17 (70) 14 (36) 494 (829)
68 (243)
200 (214)
367 (244)
112 (70)
96 (127)
679 (696)
40 (43)583 (911)
361 (308)
581 (432)
214 (171)
ACCE
D
D
ACCE
ACCC
AD
ACCE
CCE
ACF
AAEF
ACCE
CCE

AACE ACCEF
CCE
ACCF
ACCC
AACCE
D
CCE
ACF
ACCE
ACCF
BE
ACE
ACCE
ACCF
ACCF
AACC
CCCF
ACCCF
STOP
STOP
STOP
STOP
STOP
STOP Project Trip Assignment
Figure 5A
34 (51)
24 (54)
34 (51)
72 (110)
24 (54)
56 (122)
23 (36)
27 (40)
21 (45)
18 (39)
7 (11)
16 (25)12 (27) 6 (12)
50 (76)
39 (84)
50 (76)
39 (84)
50 (76)
39 (84)
50 (76)39 (84) 41 (92)
56 (85)
F
A
CF
C A
F C AC
C A CF
C
C
C
C
C
C
A AF F
41 (92)
56 (85)
C
C
Project Trip Assignment
Figure 5B
41 (92)
56 (85)
41 (92)
56 (85)
41 (92)22 (33)
34 (52)
7 (11)
15 (36)
22 (47)
4 (9)
27 (41)
22 (47)5 (8)
22 (33)
4 (9)
18 (38)
22 (33)
22 (33)
18 (38)
16 (23)
13 (26)5 (12)
6 (10)
8 (11)
11 (21)2 (5)
8 (12)
C
C
C
C
C F C
ACF
A
C
C F C
AC
C
C
C
C
AC F
C
AC F
Existing with Project Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 6A
164 (38)
42 (57)
61 (189)2 (1)
4 (1)
25 (62)
213 (96)
90 (115)
84 (259)3 (0)
4 (0)
75 (143)
218 (679)167 (229)
725 (917)
370 (583)
872 (1,421)
182 (221)
52 (166)
128 (407)
25 (26)
296 (418)
173 (117)
67 (105) 204 (265) 264 (537)
27 (23)
18 (31)
17 (39)
11 (25)
69 (133)
4 (1)
60 (108)
8 (13)
786 (1,060)
98 (70) 2 (18) 1 (7)
0 (5)
5 (6)
983 (1,491)
103 (120)
29 (117)
16 (20)
106 (261)
48 (68)
713 (998)
60 (60) 25 (96) 6 (12)
8 (35)
31 (27)
1,037 (1,404)
201 (149)
0 (12)
0 (0)
0 (34)
20 (31)
785 (1,259)
22 (4) 10 (74) 0 (2)
15 (77)
44 (82)
1,259 (1,494)
36 (8)
216 (109)
605 (1,321)109 (273) 64 (156)
120 (106)
1,223 (1,304)
STOP
STOP
STOP
STOP
STOP
STOP
E
B
G
E
B
G
CCCF

AAF ACCC
AACF
ACCE
ACCF
ACE
ACCE
ABF
D
ACCE
ACCE
ACF
ACF
ACCCF
BF
ACCCF
ACF
ACCCF
ACCC
AAF
CCE
30 (81)28 (51)
561 (1,360)
85 (53)
1,343 (1,410)
51 (21)
CCE
AF
ACCC
Existing with Project Peak Hour
Intersection Traffic Volumes, Lane Configurations and Traffic Control Figure 6B
6 (16)
4 (0)
5 (35)
38 (5)
533 (1,387)
22 (17) 2 (4) 0 (1)
4 (5)
13 (3)
1,315 (1,326)
22 (7)
25 (9)
517 (1,415) 11 (20) 1 (0)
68 (157)
147 (39)
1,339 (1,316)
31 (10)
19 (31)30 (53)
72 (186)
580 (1,548)
35 (36) 653 (489) 96 (37)
670 (616)
140 (191)
891 (916)
76 (79)
144 (229)311 (462)
63 (103)
662 (1,316)
480 (564)
349 (207)
963 (940)
66 (54)
661 (1,377)
12 (32) 235 (188) 22 (17)
57 (48)
1,132 (989)
12 (28)
9 (24)7 (31)7 (33)
97 (111)
598 (1,182)
15 (18)
56 (63)
1,122 (984)
14 (35)
1,093 (935)
60 (76)
10 (46)
20 (92)
21 (78) 30 (80) 540 (1,041)
32 (95)
41 (78)
46 (75)
33 (40)
64 (99)
941 (731)
64 (173)
22 (83)
162 (601)
17 (70) 14 (36) 507 (855)
73 (255)
206 (224)
367 (244)
112 (70)
96 (127)
687 (707)
40 (43)594 (932)
369 (320)
581 (432)
214 (171)
ACCE
D
D
ACCE
ACCC
AD
ACCE
CCE
ACF
AAEF
ACCE
CCE

AACE ACCEF
CCE
ACCF
ACCC
AACCE
D
CCE
ACF
ACCE
ACCF
BE
ACE
ACCE
ACCF
ACCF
AACC
CCCF
ACCCF

10. Lloyd Wise Dr/Concord Ave 11. Bisso Ln/Concord Ave 12. SR 242/Commerce Ave/Concord Ave

13. Market St/Concord Ave 14. Bonifacio St/Harrison St/Concord Ave 15. Pacheco St/Adobe St/Concord Ave

16. Concord Ave/Galindo St/Salvio St 17. Galindo St/Willow Pass Rd Concord Ave
Lloyd Wise Dr
Concord Ave
SR 242 Commerce Ave
Concord Ave
Market St
Concord Ave
Bonifacio St Harrison St
Concord Ave
Pacheco St Adobe St
Salvio St
Concord Ave Galindo St
Willow Pass Rd
Galindo St

18. Galindo St/Concord Blvd
Concord Blvd
Galindo St
Concord Ave
Bisso Ln

1. Stanwell Dr/Stanwell Cir 2. Stanwell Dr/Stanwell Cir 3. Diamond Blvd/Concord Ave

4. Diamond Blvd/Burnett Ave 5. Meridian Park Blvd/Concord Ave 6. John Glenn Dr/Concord Ave

7. New Dr/Concord Ave 8. Stanwell Dr/Concord Ave
Stanwell Cir
Stanwell Dr
Concord Ave
Diamond Blvd
Burnett Ave
Diamond Blvd
Concord Ave
Meridian Park Blvd
Concord Ave
John Glenn Dr
Concord Ave
New Dr
Concord Ave
Stanwell Dr
Concord Ave
Via De Mercados

9. Via De Mercados/Concord Ave
Stanwell Cir
Stanwell Dr

CONCORD
T HILL
Contra Costa Blvd
Cowell Rd
olf Club Rd
Detroit Ave
Clayton Rd
Sunvalley Blvd
Concord Blvd
Clayton Rd
Diamond Blvd
Meridian Park Blvd
Galindo St
Concord Ave
Willow Pass Rd
East St
Port Chicago Hwy
Meadow Ln
Willow Pass Rd
Grant St
Marsh Dr
E Olivera Rd
Salvio St
Pachecho St
Bonifacio St
Commerce Ave
Market St
Via de Mercados
Lloyd Wise Dr
John Glenn Dr
Stanwell Dr
Bisso Ln
Burnett Ave
ancingoPkwy
Monument Blvd
·242
%&680
Buchanan
Field Airport
1 2
3 4
5 6
7 8 9 1011
12 13
14 15
16 17
18 XX (YY) AM (PM) Peak Hour Trac Volumes Signalized Intersection STOP Stop Sign Project Site # Study Intersection
WC21-3833.01_X_Volumes

Winnie Chung
February 22, 2022

Vehicle Queues
The addition of Project traffic is not expected to cause queues to exceed the existing length of a turn pocket or increase turn-pocket queues where the queue already exceeds the available storage, with the exception of the southbound left movement at Galindo Street & Willow Pass Road (Intersection 17) as shown in Table 7.

Table 7: Existing with Project Conditions 95th Percentile Turn Pocket Queue Summary at Signalized Intersections
Intersection Move
ment
Storage
Length (ft)1
Existing Existing Plus Project
AM Peak
Period
PM Peak
Period
AM Peak
Period
PM Peak
Period
3 Diamond Blvd &
Concord Ave WBL 125 225 200 250 200
4 Diamond Blvd &
Burnett Ave NBL 175 100 225 100 225
5 Meridian Park
Blvd & Concord
Ave
WBL 150 175 200 175 200
NBL 100 100 200 100 200
14 Harrison St/
Bonifacio St &
Concord Ave
SBL 75 100 75 100 75
17 Galindo St &
Willow Pass Rd
WBL 150 175 125 175 125
NBL 100 100 125 100 125
SBL 150 125 250 125 300
Notes:

1. An additional 60 to 90 feet of storage is typically provided in the taper area outside of the through lane, which is not reflected in the storage length above.

2. Bold indicates queue potentially extends beyond available storage.

Source: Fehr & Peers, February 2022.

Operational Findings and Recommendations
The following detrimental effects and Recommended Conditions of Approval were developed based on the findings above and criteria presented under the regulatory setting and LOS policies.

Detrimental Effect 1: The addition of Project traffic would increase the already exceeding southbound left-turn pocket vehicle queue on Galindo Street to Willow Pass Road from 250-feet to 300-feet in the PM peak hour under existing plus Project conditions. As noted under the regulatory setting and LOS policies, increasing vehicle queues by 50-feet or more where a queue exceeds the available storage without the project is a detrimental project effect.

Winnie Chung
February 22, 2022

Condition of Approval 1: The Project applicant shall contribute to the retiming of the traffic signal to provide additional green time for the southbound left turn movement.

This would reduce the queue spillback to a length lower than existing conditions. The effectiveness of the recommended improvement is shown in Table 8 and Table 9.

Table 8: Existing Delay and LOS with Retiming
Intersection Control1 Peak
Hour2
Existing Existing Plus
Project
Existing Plus
Project with Rec
Delay3 LOS Delay3 LOS Delay3 LOS
17 Galindo St & Willow
Pass Rd Signal PM 32.1 C 32.3 C 31.9 C
Notes:

1. Existing intersection traffic control type, (SSSC = Side-Street Stop-Controlled)_ (Signal = Signalized)

2. AM= Weekday morning peak hour, PM = Weekday evening peak hour

3. Whole intersection average delay reported for signalized and all-way stop-controlled intersections. Side-Street stop-controlled delay presented as Whole Intersection Average Delay (Worst Movement Delay). Delay calculated per HCM 6th methodologies.

Source: Fehr & Peers, February 2022.

Table 9: Existing with Project Conditions Turn Pocket 95th Percentile Queue with Retiming Summary
Intersection Move
ment
Storage
Length (ft)1
Existing Existing Plus
Project
Existing Plus
Project with Rec
PM Peak Period PM Peak Period PM Peak Period
17 Galindo St &
Willow Pass Rd
WBL 150 125 125 125
NBL 100 125 125 125
SBL 150 250 300 225
Notes:

1. An additional 60 to 90 feet of storage is typically provided in the taper area outside of the through lane, which is not reflected in the storage length above.

2. Bold indicates queue potentially extends beyond available storage.

Source: Fehr & Peers, February 2022.

Collision Data Review and Countermeasures
A quantitative crash/collision analysis was prepared using collision data from the Statewide Integrated Traffic Records System (SWITRS) collected over the most recent available three-year period (January 1, 2017 through December 31, 2019). The study locations for this assessment include the segment of Concord Avenue between New Drive and Bisso Lane, the segment of Concord Avenue between Via De Mercados and Bisso Lane, the intersection of Concord Avenue and Stanwell Drive, and the intersection of Concord Avenue and Via De Mercados.

Winnie Chung
February 22, 2022

Over the three-year period, there were 14 total collisions with reported injuries or property damage. Table 10 summaries the collisions by the study segments and at the study intersections on Concord Avenue.

Table 10: Collision by Year
Location Total Collisions
Concord Avenue (between New Drive and Stanwell Drive) 4 Concord Avenue (between Via De Mercados and Bisso Lane) 2 Concord Avenue & Stanwell Drive 4
Concord Avenue & Via De Mercados 4
Total 14
Source: Fehr & Peers, 2022, SWITRS.

There were four collisions within the study segment of Concord Avenue between New Drive and Stanwell Drive with one non-severe visible injury collision, two non-severe complaint of pain collisions, and one property damage only collision. There were two collisions within the study segment of Concord Avenue between Via De Mercados and Bisso Lane with one non-severe complaint of pain collision and one property damage only collision. There were four collisions at the study intersection of Concord Avenue and Stanwell Drive with one non-severe visible injury collision and three property damage only collisions. There were four property damage only collisions at the study intersection of Concord Avenue and Via De Mercados.

Of reported collisions within the study area, nine collisions were property damage only, three collisions were non-severe complaint of pain injury, and two collisions were non-severe visible injury. There were no fatal or severe injury collisions within the study area in the three-year evaluation period. Table 11 summarizes the collision severity along the study segment and at the study intersection on Concord Avenue.

Winnie Chung
February 22, 2022

Table 11: Collision by Severity
Fatal Injury
(Severe)
Injury
(Other
Visible)
Injury
(Complaint
of Pain)
Property
Damage
Only
Concord Avenue (between
New Drive and Stanwell
Drive)
4 0 0 1 2 1
Concord Avenue (between
Via De Mercados and Bisso
Lane)
2 0 0 0 1 1
Concord Avenue &
Stanwell Drive 4 0 0 1 0 3
Concord Avenue & Via De
Mercados 4 0 0 0 0 4
Total 14 0 0 1 3 9
Source: Fehr & Peers, 2022, SWITRS.

Table 12 summarizes the collision types for the analysis segment and intersection. None of the reported collisions involved a bicyclist or pedestrian within the three-year evaluation period. Rear end collisions were the most common collision type with eight rear-end collisions of the 14 total collisions. Five of six collisions that occurred along the study segments were rear end collisions.

The study segments also had one broadside collision at the segment of Concord Avenue between Via De Mercados and Bisso Lane. The study intersection of Concord Avenue and Stanwell Drive had two rear end collisions, one sideswipe collisions, and one head-on collision. The study intersection of Concord Avenue and Via De Mercados had two sideswipe collisions, one rear end collision, and one broadside collision. All of the reported collisions in the study area involved multiple vehicles.

Table 12: Collision by Type
Location Total
Collision Type
Head-On Sideswipe Rear End Broadside
Concord Avenue (between New
Drive and Stanwell Drive) 4 0 0 4 0
Concord Avenue (between Via De
Mercados and Bisso Lane) 2 0 0 1 1
Concord Avenue & Stanwell Drive 4 1 1 2 0
Concord Avenue & Via De
Mercados 4 0 2 1 1
Total 14 1 3 8 2
Source: Fehr & Peers, 2022, SWITRS.

Winnie Chung
February 22, 2022

Table 13 summarizes the primary collision factors for the study segments and at the study intersections. Unsafe speed was the most common collision factor as the primary factor for eight of the 14 total collisions. Five of six collisions that occurred along the study segments were due to unsafe speed. One collision along the study segments was due to traffic signals and signs at the study segment of Concord Avenue between Via De Mercados and Bisso Lane. The study intersection of Concord Avenue and Stanwell Drive had two collisions due to unsafe speed, one collision due to traffic signals and signs, and one other collision. The study intersection of Concord Avenue and Via De Mercados had one collision due to unsafe speed, one collision due to unsafe lane change, one collision due to automobile right of way, and one collision due to traffic signals and signs. A collision map is provided in Figure 7.

Table 13: Collision by Primary Collision Factor
Location Total
Primary Collision Factor
Unsafe
Speed
Unsafe
Lane
Change
Automobile
Right of
Way
Traffic
Signals
and Signs
Other
Concord Avenue (between
New Drive and Stanwell
Drive)
4 4 0 0 0 0
Concord Avenue (between
Via De Mercados and Bisso
Lane)
2 1 0 0 1 0
Concord Avenue & Stanwell
Drive 4 2 0 0 1 1
Concord Avenue & Via De
Mercados 4 1 1 1 1 0
Total 14 8 1 1 3 1
Source: Fehr & Peers, 2022, SWITRS.

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! !
! !
!!
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! !
!!

CONCORD
Buchanan
Field Airport
Concord Ave
Commerce Ave
Via de Mercados
Lloyd Wise Dr
Stanwell Dr
Bisso Ln
Collision Locations and Type
Figure 7
WC21-3833.01_7_Collisions
Collision Type: Rear End Broadside Sideswipe Head-On

Winnie Chung
February 22, 2022

Reported Collisions Compared to Predicted Collisions
The AASHTO Highway Safety Manual (HSM) includes a methodology to predict the number of collisions for a given location based on traffic volume, geometric characteristics, and operational characteristics. Fehr & Peers compared the reported collision (i.e., observed collisions) with the predicted number of collisions. The predicted number of collisions was calculated using findings from NCHRP Project 17-58 Safety Prediction Models for Six-Lane and One-Way Urban and Suburban Arterials, which will be included in HSM, 2nd Edition. As defined above, the same segments and intersections identified in the quantitative collision analysis were again analyzed using the predictive method:
• Concord Avenue between New Drive and Stanwell Drive (Segment) • Concord Avenue between Via De Mercados and Bisso Lane (Segment) • Concord Avenue / Stanwell Drive (Intersection)
• Concord Avenue and Via De Mercados (Intersection)
Although the traffic operations assessment evaluated the intersections of Concord Avenue/Stanwell Drive and Concord Avenue/Via De Mercados as one intersection, the collision assessment analyzes them as two individual intersections to account for the different types of conflicts that occur at two adjacent, three legged intersections vs. a single four-legged intersection.

The number of crashes is presented as crashes per year. Using the model, the predicted number of crashes per year is 2.1 along Concord Avenue between New Drive and Stanwell Drive and 2.0 along Concord Avenue between Via De Mercados and Bisso Lane. The predicted number of crashes per year is 3.0 at both the intersections of Concord Avenue/Stanwell Drive and Concord Avenue/Via De Mercados. Based on the SWITRS collision data, there were four crashes over three years (1.3 crashes per year) along Concord Avenue between New Drive and Stanwell Drive and two crashes over three years (0.7 crashes per year) along Concord Avenue between Via De Mercados and Bisso Lane. There were four crashes over three years (1.3 crashes per year) at each of the study intersections. Table 14 shows the reported and predicted collision frequencies at the study segments and intersections. The data indicates that fewer collisions tend to occur within the study area than would be expected at locations with similar characteristics.

Winnie Chung
February 22, 2022

Table 14: Actual versus Predicted Collision Frequencies Location Type1 AADT
(Major)
AADT
(Minor)
Actual Collisions2
Predicted
Collision
Frequency
Difference3
Total Per
Year
Concord Avenue (between
New Drive and Stanwell
Drive)
6D 41,541 - 4 1.3 2.1 -0.8
Concord Avenue (between
Via De Mercados and
Bisso Lane)
6D 41,541 - 2 0.7 2.0 -1.3
Concord Avenue &
Stanwell Drive 3SG 41,541 1,922 4 1.3 3.0 -1.7
Concord Avenue & Via De
Mercados 3SG 41,541 1,056 4 1.3 3.0 -1.7
Notes:

1. 6D = 6 lane divided arterials; 3SG = 3 leg signalized intersection

2. Collision data obtained from SWIRTS for the segment and intersections between 2015 and 2019.

3. Negative values indicate that the actual collision frequency is less than the predicted collision frequency for a typical segment and intersection with similar attributes. Positive values indicate that the actual collision frequency is greater than the predicted collision frequency for a typical segment and intersection with similar attributes.

Source: Fehr & Peers, 2022.

Fehr & Peers also evaluated the collision trends based on the type of occurrence. The collisions that occurred most frequently were unsafe speed collisions which occurred three times at the study intersections and five times along the study segments. Although they were the most common type, the number of occurrences is small, and below the predicted values. With unsafe speed collisions averaging 1.0 occurrence per year at intersections and 1.6 occurrences per year on study segments.

Winnie Chung
February 22, 2022

Conclusions
The results of this transportation assessment indicate that operations of the intersections that would provide primary access to the Project site would not appreciably change with the addition of Project traffic. Vehicle queues would generally remain unchanged with the addition of Project traffic besides the southbound left-turn pocket at Galindo Street & Willow Pass Road. With the recommended improvement retime the signal to add additional green time to the southbound left-turn movement, vehicle queues would be reduced to lower than existing conditions.

The assessment of historic collisions in the vicinity of the Project site found annual reported collisions below predicted values on roadways of similar design and volume. Additionally, no fatal or severe injury collisions were reported. Based on the current findings, no countermeasures are recommended.

This completes our draft assessment of the Kolaboration Project. Please call Mark or Ryan at (925) 930-7100 with questions.

Attachments:

Attachment A: Kolaboration Concord, Trip Generation and VMT Screening Assessment Attachment B: Traffic Counts
Attachment C: LOS Calculation Worksheets
Attachment D: Queue Calculation Worksheets

Attachment A: Kolaboration Concord,
Trip Generation and VMT Screening
Assessment

100 Pringle Avenue | Suite 600 | Walnut Creek, CA 94596 | (925) 930-7100 | Fax (925) 933-7090 www.fehrandpeers.com
Memorandum
Date: October 20, 2021
To: Winnie Chung, City of Concord
From: Mark Howard and Ryan McClain, Fehr & Peers
Subject: Kolaboration Concord, Trip Generation and VMT Screening Assessment WC21-3833
This memorandum presents the results of a trip generation and vehicle-miles traveled (VMT) screening assessment for the Kolaboration Concord, DBA CoCo Farms Project (Project) located at 2366 Stanwell Circle, Suite B, in the City of Concord. The project seeks to build out an existing 14,051 square foot building for use as a marijuana dispensary including retail, office, manufacturing and distribution. (See Figure 1 -all figures are provided at the end of this memorandum). Vehicular site access will be provided via three driveways along Stanwell Circle.

The following presents our approach, assumptions, and results.

Trip Generation Assessment
Trip generation refers to the process of estimating the amount of vehicular traffic a project might add to the local roadway network. Estimates are created for the peak one-hour periods during the weekday morning and evening commute hours, as well as the Saturday peak hour when traffic volumes on adjacent streets are typically at their highest and the project is expected to generate the most traffic.

Trip generation rates for various land uses based on a sampling of sites throughout the United States are published in the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition). However, given the limited number of sample sites collected for marijuana dispensary in the Trip Generation Manual, developing a trip generation rate based on local data is appropriate.

Therefore, trip generation estimates for the Project were calculated using driveway counts at another CoCo Farms site located at 3400 Wilbur Avenue, Antioch, California.

Peak hour driveway counts from the Antioch site are shown in Table 1. As shown below, the morning, evening and Saturday peak hours had 144, 262, and 272 trips, respectively.

Winnie Chung
October 20, 2021

Table 1: Observed Antioch CoCo Farms Peak Hour Trips
Weekday
AM Peak Hour PM Peak Hour
Peak Period In Out Total Peak Period In Out Total
7:00-8:00 AM 15 4 19 4:00-5:00 PM 125 137 262
7:15-8:15 AM 33 17 50 4:15-5:15 PM 120 129 249
7:30-8:30 AM 50 35 85 4:30-5:30 PM 121 130 251
7:45-8:45 AM 63 53 116 4:45-5:45 PM 123 121 244
8:00-9:00 AM 80 64 144 5:00-6:00 PM 122 117 239
Saturday
Peak Period In Out Total
10:00-11:00 AM 101 101 202
10:15-11:15 AM 90 95 185
10:30-11:30 AM 91 94 185
10:45-11:45 AM 97 93 190
11:00-12:00 PM 121 97 218
11:15-12:15 PM 143 113 256
11:30-12:30 PM 146 119 265
11:45-12:45 PM 147 125 272
12:00-1:00 PM 140 132 272
12:15-1:15 PM 132 129 261
12:30-1:30 PM 129 127 256
12:45-1:45 PM 129 122 251
1:00-2:00 PM 135 127 262
Bold indicates peak hour for each peak period
Source: Fehr & Peers, 2021
The Antioch location consists of both a retail facility and a processing building. To calculate the trip rate for just the retail portion of the Antioch site, the trips associated with the processing building were subtracted out (using the ITE Manufacturing land use code 140), as shown in Table

2. The morning, evening and Saturday peak hour trips for the retail portion are 142, 260, and 271 trips, respectively.

Winnie Chung
October 20, 2021

Table 2: Antioch CoCo Farms Net Retail Trips
Use Size
(KSF)1
Weekday Saturday
AM Peak Hour PM Peak Hour Peak Hour
In Out Total In Out Total In Out Total
Antioch CoCo Farms Total Peak Hour Trips4
Total Marijuana
Dispensary & Processing 80 64 144 125 137 262 140 132 272 Manufacturing Trip Generation2
Processing 2.7 2 0 2 1 1 2 1 0 1
Net Retail Peak Hour Trips3
Marijuana Dispensary 78 64 142 124 136 260 139 132 271
Notes:

1. KSF = 1,000 square feet

2. Manufacturing (Land use code 140), average rates, Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition, 2021.

3. Net Retail Peak Hour Trips = (Total Peak Hour Trips) – (Manufacturing Trip Generation)

4. Trips obtained from the Antioch location driveway counts.

Source: Fehr & Peers, 2021
Trip generation rates per retail employee were then calculated for the Antioch CoCo Farms site as shown in Table 3. Trip rates were produced on a per retail employee basis since the number of employees known and is directly related to the number of customers that can be served. Customers are the highest generator of trips for a retail land use.

Table 3: Observed Trip Generation Rates 1
Use Unit
Weekday Saturday
AM Peak Hour PM Peak Hour Peak Hour
Rate In Out Rate In Out Rate In Out
Marijuana
Dispensary
Per
Employee 2.25 56% 44% 4.13 48% 52% 4.30 51% 49%
Notes:

1. Custom rates developed from CoCo Farms driveway count data, and 63 retail employees.

Source: Fehr & Peers, 2021
Trip generation estimates for the proposed Project are shown in Table 4. Based on the rates developed from the Antioch CoCo Farms location, the project is expected to generate 186 morning, 337 evening and 346 Saturday peak hour trips. The trip generation associated with the Antioch location is expected to be similar to the proposed Concord location. These trip generation rates are recommended for future analysis of marijuana dispensary uses to provide locally appropriate estimates.

Winnie Chung
October 20, 2021

Table 4: Concord Kolaboration Trip Generation Estimates Use Size
Weekday Saturday
AM Peak Hour PM Peak Hour Peak Hour
In Out Total In Out Total In Out Total
Based on Observed and ITE 11th Edition Trip Generation Rates Marijuana
Dispensary1
80 Employees 101 79 180 159 172 331 175 169 344
Manufacturing3 7.5 KSF2 5 1 6 2 4 6 1 1 2
Total 106 80 186 161 176 337 176 170 346
Notes:

1. Estimate using custom rates developed from CoCo farms driveway count data and 80 Kolaboration retail employees (75 Budtenders, 4 Retail supervisors, 1 Retail Manager)

2. KSF = 1,000 square feet. Total KSF includes the office, manufacturing and distribution portions of the proposed Project.

3. Manufacturing (Land use code 140), average rates, Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition, 2021
Source: Fehr & Peers, 2021
VMT Screening Assessment
With the passage of Senate Bill 743 (SB 743), the use of criteria such as auto delay, level of service, and similar measures of vehicle capacity of traffic congestion as the basis for determining significant impacts as part of California Environmental Quality Act (CEQA) compliance was eliminated. SB 743 mandates the use of VMT in the evaluation and assessment of significant transportation impacts. In July 2020, Concord adopted VMT-based analysis methods which includes VMT metrics, thresholds, and screening criteria for evaluating a project’s VMT impact.

Based on the City thresholds and screening criteria, a project can be screened out from a formal VMT analysis if certain criteria are met that would signify that a project would be presumed to result in a less-than-significant CEQA Transportation section impact with respect to VMT. A project’s impact on VMT is considered less-than-significant and should not require further VMT analysis if the project meets at least one of the following criteria1:

Office/Industrial Uses
 Fewer than 10,000 square feet
 Located in a Transit Priority Area (TPA) and fewer than 200,000 square feet  Located in a low employment VMT zone and fewer than 200,000 square feet 1 The screening criteria is based on the City of Concord’s thresholds adopted July, 2020.

Winnie Chung
October 20, 2021

Retail
 Locally Serving2 and fewer than 30,000 square feet
 Located in a TPA and fewer than 50,000 square feet
Project Screening
The proposed project consists of multiple uses within the project site, the breakdown of each use is shown in Table 5.

Table 5: Kolaboration Proposed Project Building Areas
Use Size (SF)
Retail 6,532
Office 2,452
Manufacturing 1,669
Distribution 3,399
Total 14,052
Source: Fehr & Peers, 2021
The following breaks down the VMT screening by the proposed project uses.

Retail
As shown in Table 5, the total square footage of the retail portion of the proposed project is 6,532 square feet, which is less than the 30,000 square foot threshold for a retail use not located in a TPA. Additionally, the project may be considered locally serving based on the proximity of nearby dispensaries and the context of the Project. Velvet Cannabis Dispensary, located on 4808 Sunrise Drive, Martinez, California is roughly 2.2 miles away, and the retail portion is expected to serve nearby residents. Therefore, the proposed retail portion of the project satisfies the Cityestablished screening criteria for a locally-serving retail use and may be presumed to result in a less than significant VMT impact without further analysis.

Office/Industrial Uses
As shown in Figure 2 the proposed project is located in a low employment VMT zone. As shown in Table 5, the total square footage of the office, manufacturing and distribution areas is 7,520 square feet, which is less than the 200,000 square foot threshold for an office/industrial use located in a low employment VMT zone. Therefore, the proposed office/industrial portion of the 2 Locally serving uses are generally fewer than 30,000 square feet and tend to serve the immediate community surrounding the project site, such as a coffee shop, drycleaners, convenience markets, and tutoring centers. If there are similar uses within a three-mile radius, the use may also be locally serving. The final determination of whether a particular project is a local serving use shall rest with the City.

Winnie Chung
October 20, 2021

project satisfies the City-established screening criteria for an office/industrial use located in a low employment VMT zone and may be presumed to result in a less than significant VMT impact without further analysis.

Conclusion
Based on the trip generation assessment using the Antioch site trip generation rates, the project is expected to generate 186 morning, 337 evening and 346 Saturday peak hour trips. Based on City of Concord’s Transportation Analysis Guidelines, adopted July 2020, and the trip generation assessment, a local transportation analysis is required. A separate proposal describing the additional scope of work has been prepared.

From the VMT screening assessment, the proposed project meets the City’s screening criteria for both the retail and office/industrial uses, and therefore is presumed to have a less-thansignificant impact on VMT.

This concludes our trip generation and VMT screening assessment findings. Please contact Mark Howard or Ryan McClain with questions or comments.

Attachments
Figure 1: Proposed Project Site Plan
Figure 2: Low Employment VMT Areas

Project Site Plan
Figure 1
WC21-3833_1_SitePlan
Site Plan Source: Studio Benavente Architects, 9/23/21

Concord Commute Based VMT per Worker, 2018
Figure
WC14\OK14-0024.08_Concord_VMT
Areas Not Applicable for Screening:

TAZs with less than 30 jobs in 2020
Transit Priority Areas (TPAs):
less than 1/2 mi away from rail stations
^
N
VMT per Worker:
at least 15% below Bay Area regional average
20 Project Site
Low Employment VMT Areas
Figure 2
WC21-3833_2_LowEmpVMT Page 183 of 396
Attachment B: Turning Movement
Counts

Prepared by National Data & Surveying Services
ID: 22-080010-001 Day:

City: Concord Date:

AM 0 61 2 0 AM
NOON 0 0 0 0 NOON
PM 0 189 1 0 PM

AM NOON PM PM NOON AM
0 1 0 0 0 1 0 4
1 0 0 0
0 0 0 0 0 8 0 1
0 0 0 0 TEV 240 0 243 0 0 0 0
0 0 0 0 PHF 0.78 0.88
0 0 0 0 0 0 1 0

AM NOON PM PM NOON AM
PM 0 0 38 6 PM
NOON 0 0 0 0 NOON
AM 0 0 164 8 AM
0 NONE
04:15 PM - 05:15 PM 39
Stanwell Dr & Stanwell Circle N
Peak Hour Turning Movement Count
Stanwell Dr Thursday
SOUTHBOUND 1/6/2022
PEAK HOURS4:00 PM - 06:00 PM
07:15 AM - 08:15 AM 168 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
7 0 10
Cars (AM) 197 HT (AM)
Stanwell Circle N

EASTBOUND

WESTBOUND
Stanwell Circle N
0 0 0

CONTROL
1-Way Stop(WB)
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 62

NORTHBOUND
Stanwell Dr
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
00 000
0 1
0 0
0 0
0 00 000 0
0 0
0 0
0 0
030
0 10
0 0
0 0 0
0 0
000
000
2 0
0 0
0 0
080
050
1 0
0 8
0 0
0 1861
0286
0 0
0 0
0 0
0 00
000
2 0
0 1
0 0
0532
01598

Prepared by National Data & Surveying Services
ID: 22-080010-002 Day:

City: Concord Date:

AM 0 51 5 0 AM
NOON 0 0 0 0 NOON
PM 0 205 0 0 PM

AM NOON PM PM NOON AM
0 1 0 0 0 0 0 5
1 0 0 0
0 0 0 0 0 21 0 18
0 0 0 0 TEV 283 0 276 0 0 0 0
0 0 0 0 PHF 0.73 0.85
0 0 0 0 0 0 1 0

AM NOON PM PM NOON AM
PM 1 0 44 5 PM
NOON 0 0 0 0 NOON
AM 2 0 175 27 AM
0 NONE
04:15 PM - 05:15 PM 44
Stanwell Dr & Stanwell Circle S
Peak Hour Turning Movement Count
Stanwell Dr Thursday
SOUTHBOUND 1/6/2022
PEAK HOURS4:00 PM - 06:00 PM
07:45 AM - 08:45 AM 180 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
5 0 32
Cars (AM) 227 HT (AM)
Stanwell Circle S

EASTBOUND

WESTBOUND
Stanwell Circle S
0 0 0

CONTROL
1-Way Stop(WB)
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 71

NORTHBOUND
Stanwell Dr
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
00 000
3 1
0 10
7 0
6 30 4120 5
0 0
0 0
0 0
020
0 9
0 0
0 0 0
0 0
000
000
0 0
0 6
0 0
080
094
0 0
0 21
0 0
0 2030
0355
0 0
0 0
0 0
0 00
000
5 0
0 12
0 0
0435
016623

Prepared by National Data & Surveying Services
ID: 22-080010-003 Day:

City: Concord Date:

AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0 0 0 0 0
3 1383 0 852
0 0 0 0 1 178 0 161
0 0 0 0 TEV 2446 0 3897 0 4 0 3
698 0 877 2 PHF 0.92 0.97
370 0 583 1 0 2 0 1

AM NOON PM PM NOON AM
PM 0 679 0 193 PM
NOON 0 0 0 0 NOON
AM 0 218 0 144 AM
0 NONE
04:30 PM - 05:30 PM 0
Diamond Blvd & Concord Ave
Peak Hour Turning Movement Count
Diamond Blvd Thursday
SOUTHBOUND 1/6/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:30 AM - 08:30 AM 0 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
1074 0 845
Cars (AM) 761 HT (AM)
Concord Ave

EASTBOUND

WESTBOUND
Concord Ave
1070 0 2062

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 531

NORTHBOUND
Diamond Blvd
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
0 0
0 0
0 0
40 000
3 0
0 1
0 0
0 00
0 00 0
0 13
8 0
6 0
000
9 0
2 0
0 0 0
0 0
000
000
0 33
11 1
19 0
0 0
0 7
0 3
0 1370
575 178
871
0 000
670
0 191
0 0
0 0
0 0
000
000
0 819
359 160
679
0 000
2110141

Prepared by National Data & Surveying Services
ID: 22-080010-004 Day:

City: Concord Date:

AM 192 258 24 3 AM
NOON 0 0 0 0 NOON
PM 238 525 17 6 PM

AM NOON PM PM NOON AM
0 3 1 0 0 31 0 18
2 39 0 17
9 0 8 0 1 25 0 9
271 0 385 2 TEV 1241 0 2084 0 0 0 2
173 0 117 1 PHF 0.95 0.97
67 0 105 1 0 1 3 0

AM NOON PM PM NOON AM
PM 0 166 396 26 PM
NOON 0 0 0 0 NOON
AM 0 52 121 25 AM
0 NONE
04:30 PM - 05:30 PM 818
Diamond Blvd & Burnett Ave
Peak Hour Turning Movement Count
Diamond Blvd Thursday
SOUTHBOUND 1/6/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:45 AM - 08:45 AM 413 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
160 0 224
Cars (AM) 655 HT (AM)
Burnett Ave

EASTBOUND

WESTBOUND
Burnett Ave
270 0 451

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 334

NORTHBOUND
Diamond Blvd
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
8 0
2 1
0 5
10 000
1 1
0 1
0 0
1 00
1 20 0
0 0
0 0
3 10
630
1 3
0 0
0 0 0
0 0
000
000
0 2
3 0
3 8
3 5
2 2
5 0
31 39
105 25
114
375
23252217
165
393
26 0
0 0 0
0 0
000
000
18 15
64 9
170
263
18925322
5011625

Prepared by National Data & Surveying Services
ID: 22-080010-005 Day:

City: Concord Date:

AM 2 1 0 0 AM
NOON 0 0 0 0 NOON
PM 18 7 5 0 PM

AM NOON PM PM NOON AM
0 1 0 0 0 6 0 5
3 1407 0 937
1 0 8 0 1 108 0 102
7 0 5 1 TEV 2021 0 2872 0 12 0 1
734 0 984 2.5 PHF 0.90 0.96
98 0 70 0.5 0 1.5 0.5 1

AM NOON PM PM NOON AM
PM 0 133 1 108 PM
NOON 0 0 0 0 NOON
AM 0 69 4 60 AM
0 NONE
04:30 PM - 05:30 PM 12
Meridian Park Blvd & Concord Ave
Peak Hour Turning Movement Count
Meridian Park Blvd Thursday
SOUTHBOUND 1/6/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:30 AM - 08:30 AM 16 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
1109 0 795
Cars (AM) 185 HT (AM)
Concord Ave

EASTBOUND

WESTBOUND
Concord Ave
1009 0 1566

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 201

NORTHBOUND
Meridian Park Blvd
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
0 0
0 0
0 0
50 010
3 1
0 0
2 0
0 00
0 00 0
0 11
0 0
8 0
000
2 0
0 0
0 0 0
0 0
000
000
0 31
5 5
17 0
0 0
0 2
0 5
6 1396
70 108
976
5 1875
131
1 108
0 0
0 0
0 0
000
000
5 906
93 97
717
7 210
67455

Prepared by National Data & Surveying Services
ID: 22-080010-006 Day:

City: Concord Date:

AM 25 6 8 0 AM
NOON 0 0 0 0 NOON
PM 96 12 35 0 PM

AM NOON PM PM NOON AM
1 1 1 0 1 27 0 31
3 1332 0 998
0 0 1 0 1 148 0 201
48 0 67 1 TEV 2191 0 3099 0 1 0 0
663 0 922 3 PHF 0.87 0.96
60 0 60 0 0 1 1 1

AM NOON PM PM NOON AM
PM 0 117 20 261 PM
NOON 0 0 0 0 NOON
AM 0 29 16 106 AM
0 NONE
04:30 PM - 05:30 PM 114
John Glenn Dr & Concord Ave
Peak Hour Turning Movement Count
John Glenn Dr Thursday
SOUTHBOUND 1/6/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:30 AM - 08:30 AM 95 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
1219 0 777
Cars (AM) 220 HT (AM)
Concord Ave

EASTBOUND

WESTBOUND
Concord Ave
1052 0 1546

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 267

NORTHBOUND
John Glenn Dr
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
5 0
0 1
0 2
10 020
1 0
0 0
0 0
0 10
0 00 2
3 10
0 4
7 1
001
1 0
2 0
0 0 0
0 0
000
000
1 33
0 5
19 2
4 0
2 1
1 3
24 1322
60 144
915
66 961234
116
20 259
0 0
0 0
0 0
000
000
30 965
60 196
644
46 2166
2815103

Prepared by National Data & Surveying Services
ID: 22-080010-007 Day:

City: Concord Date:

AM 10 0 15 0 AM
NOON 0 0 0 0 NOON
PM 74 2 77 0 PM

AM NOON PM PM NOON AM
1 1 1 0 1 82 0 44
3 1410 0 1220
1 0 2 0 1 5 0 34
19 0 29 1 TEV 2101 0 2910 0 3 0 2
734 0 1176 3 PHF 0.87 0.95
22 0 4 1 0 0.5 0.5 1

AM NOON PM PM NOON AM
PM 0 12 0 34 PM
NOON 0 0 0 0 NOON
AM 0 0 0 0 AM
0 NONE
04:30 PM - 05:30 PM 111
New Dr/Concord Airport Center Dwy & Concord Ave
Peak Hour Turning Movement Count
New Dr/Concord Airport Center Dwy Thursday
SOUTHBOUND 1/6/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:30 AM - 08:30 AM 63 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
1290 0 751
Cars (AM) 11 HT (AM)
Concord Ave

EASTBOUND

WESTBOUND
Concord Ave
1231 0 1498

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 56

NORTHBOUND
New Dr/Concord Airport Center Dwy
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
0 0
0 0
0 0
20 020
0 0
0 0
0 0
1 00
1 00 1
1 15
1 0
8 0
001
1 0
0 0
0 0 0
0 0
000
000
1 37
0 0
24 0
0 0
0 0
0 0
81 1395
3 5
1168
29 74276
11034
0 0
0 0
0 0
000
000
43 1183
22 34
710
19 10015
000

Prepared by National Data & Surveying Services
ID: 22-080010-008 Day:

City: Concord Date:

AM 70 0 23 0 AM
NOON 0 0 0 0 NOON
PM 189 0 64 0 PM

AM NOON PM PM NOON AM
1 0 2 0 0 21 0 64
3 1304 0 1223
0 0 0 0 0 0 0 0
166 0 33 1 TEV 2131 0 2883 0 0 0 0
585 0 1272 3 PHF 0.85 0.93
0 0 0 0 0 0 0 0

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 0 0 0 0 NOON
AM 0 0 0 0 AM
0 NONE
04:15 PM - 05:15 PM 54
Stanwell Dr & Concord Ave
Peak Hour Turning Movement Count
Stanwell Dr Thursday
SOUTHBOUND 1/6/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:30 AM - 08:30 AM 230 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
1336 0 608
Cars (AM) 0 HT (AM)
Concord Ave

EASTBOUND

WESTBOUND
Concord Ave
1293 0 1493

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 0

NORTHBOUND
Stanwell Dr
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
3 0
1 1
0 0
00 000
0 0
0 0
0 0
0 00
1 10 1
1 14
0 0
6 7
101
0 0
0 0
0 0 0
0 0
000
000
2 25
0 0
19 6
13 0
4 0
0 0
20 1290
0 0
1266
26 188063
000
0 0
0 0
0 0
000
000
62 1198
0 0
566
160
57019
000

Prepared by National Data & Surveying Services
ID: 22-080010-009 Day:

City: Concord Date:

AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0 0 0 0 0
3 1262 0 1256
0 0 0 0 1 12 0 46
0 0 0 0 TEV 1970 0 2736 0 9 0 5
520 0 1268 3 PHF 0.84 0.94
85 0 53 0 0 0 1 1

AM NOON PM PM NOON AM
PM 0 81 0 51 PM
NOON 0 0 0 0 NOON
AM 0 30 0 28 AM
0 NONE
04:30 PM - 05:30 PM 0
Via De Mercados & Concord Ave
Peak Hour Turning Movement Count
Via De Mercados Thursday
SOUTHBOUND 1/6/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:30 AM - 08:30 AM 0 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
1328 0 553
Cars (AM) 65 HT (AM)
Concord Ave

EASTBOUND

WESTBOUND
Concord Ave
1286 0 1343

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 131

NORTHBOUND
Via De Mercados
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
0 0
0 0
0 0
10 000
1 0
0 0
0 0
0 00
0 00 0
0 12
2 0
7 0
000
2 0
1 0
0 0 0
0 0
000
000
0 24
1 1
23 0
0 0
0 3
0 1
0 1250
51 12
1261
0 000
79050
0 0
0 0
0 0
000
000
0 1232
84 45
497
0 000
27027

National Data & Surveying ServicesIntersection Turning Movement Count Location: Bisso Ln/Concord Chevrolet Dwy & Concord Ave
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
0 1 0 0 1.5 0 0.5 0 0 1 3 0 0 0 0 1 3 0 0 0 0
NL NT NR NU SL ST SR SU SU2 EL ET ER EU EL2 ER2 WL WT WR WU WL2 WR2 N2L2 N2R2 S2T S2L2 S2R2 S2U2 TOTAL 7:00 AM 0 0 4 0 13 0 4 0 0 3 56 0 0 1 1 0 206 25 1 5 2 0 0 0 1 0 1 323 7:15 AM 0 0 1 0 17 0 6 0 0 0 87 0 0 2 5 0 293 35 0 5 2 3 2 0 0 0 0 4587:30 AM 0 0 0 0 26 0 1 0 0 8 99 0 1 3 5 0 311 31 1 6 6 1 0 0 2 1 0 5027:45 AM 0 0 2 0 10 0 3 0 0 7 128 2 0 4 5 0 369 35 0 4 3 1 2 0 1 0 0 5768:00 AM 0 0 1 0 17 0 4 0 0 2 108 0 0 4 5 0 299 47 5 6 1 2 2 0 1 1 0 5058:15 AM 0 0 1 0 15 1 3 0 0 8 157 0 0 1 7 1 304 34 2 6 3 2 1 0 0 0 0 5468:30 AM 0 0 5 0 13 2 3 0 0 3 124 1 0 0 7 0 257 52 2 5 2 1 2 0 0 0 0 4798:45 AM 0 0 0 0 25 0 8 0 0 8 126 1 0 1 3 0 206 36 5 7 3 2 1 0 0 0 0 432 NL NT NR NU SL ST SR SU SU2 EL ET ER EU EL2 ER2 WL WT WR WU WL2 WR2 N2L2 N2R2 S2T S2L2 S2R2 S2U2 TOTAL TOTAL VOLUMES : 0 0 14 0 136 3 32 0 0 39 885 4 1 16 38 1 2245 295 16 44 22 12 10 0 5 2 1 3821 APPROACH %'s : 0.00% 0.00% 100.00% 0.00% 79.53% 1.75% 18.71% 0.00% 0.00% 3.97% 90.03% 0.41% 0.10% 1.63% 3.87% 0.04% 85.59% 11.25% 0.61% 1.68% 0.84% 54.55% 45.45% 0.00% 62.50% 25.00% 12.50% PEAK HR : 07:30 AM 39 TOTAL
PEAK HR VOL : 0 0 4 0 68 1 11 0 0 25 492 2 1 12 22 1 1283 147 8 22 13 6 5 0 4 2 0 2129 PEAK HR FACTOR : 0.000 0.000 0.500 0.000 0.654 0.250 0.688 0.000 0.000 0.781 0.783 0.250 0.250 0.750 0.786 0.250 0.869 0.782 0.400 0.917 0.542 0.750 0.625 0.000 0.500 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU SBU2 EBL EBT EBR EBU EBL2 EBR2 WBL WBT WBR WBU WBL2 WBR2 NB2L2 NB2R2 SB2T SB2L2 SB2R2 SB2U2 0 1 0 0 1.5 0 0.5 0 0 1 3 0 0 0 0 1 3 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU SU2 EL ET ER EU EL2 ER2 WL WT WR WU WL2 WR2 N2L2 N2R2 S2T S2L2 S2R2 S2U2 TOTAL 4:00 PM 0 0 3 0 32 0 6 0 0 0 316 1 0 1 3 0 334 16 1 2 1 1 7 0 0 4 0 728 4:15 PM 0 0 1 0 34 0 1 0 0 1 324 1 0 0 2 0 278 20 1 2 0 3 6 0 0 0 0 6744:30 PM 0 0 1 0 44 0 9 0 1 2 329 0 3 0 6 0 320 8 3 2 1 3 9 0 3 1 0 7454:45 PM 0 0 1 0 38 0 3 0 0 1 288 0 1 0 5 1 318 8 2 2 2 5 11 0 1 1 0 6885:00 PM 0 0 3 0 40 0 7 0 0 1 354 2 0 0 4 1 315 3 2 1 0 5 9 0 1 2 0 7505:15 PM 0 0 2 0 23 0 2 0 0 2 321 0 0 0 2 3 278 5 1 2 2 2 4 1 3 8 0 6615:30 PM 0 0 0 0 11 0 1 0 0 0 265 1 0 0 2 1 294 4 5 0 0 1 3 0 2 2 0 5925:45 PM 0 0 3 0 9 0 2 0 0 2 294 0 1 0 0 0 281 4 2 2 0 1 5 0 2 0 0 608 NL NT NR NU SL ST SR SU SU2 EL ET ER EU EL2 ER2 WL WT WR WU WL2 WR2 N2L2 N2R2 S2T S2L2 S2R2 S2U2 TOTAL TOTAL VOLUMES : 0 0 14 0 231 0 31 0 1 9 2491 5 5 1 24 6 2418 68 17 13 6 21 54 1 12 18 0 5446 APPROACH %'s : 0.00% 0.00% 100.00% 0.00% 87.83% 0.00% 11.79% 0.00% 0.38% 0.36% 98.26% 0.20% 0.20% 0.04% 0.95% 0.24% 95.65% 2.69% 0.67% 0.51% 0.24% 28.00% 72.00% 3.23% 38.71% 58.06% 0.00% PEAK HR : 04:15 PM 12:00 AM TOTAL
PEAK HR VOL : 0 0 6 0 156 0 20 0 1 5 1295 3 4 0 17 2 1231 39 8 7 3 16 35 0 5 4 0 2857 PEAK HR FACTOR : 0.000 0.000 0.500 0.000 0.886 0.000 0.556 0.000 0.250 0.625 0.915 0.375 0.333 0.000 0.708 0.500 0.962 0.488 0.667 0.875 0.375 0.800 0.795 0.000 0.417 0.500 0.000 Explanation for extra leg movements (N2) Explanation for extra leg movements (S2) Movements entering the extra leg Movements entering the extra legS2T Movements coming from SB on Contra Costa Water Dwy entering into the Extra Leg (Llyod Wise Dr) EL2 Movements coming from EB on Concord Ave entering into the Extra Leg (Contra Costa DWY)ER2 Movements coming from EB on Concord Ave entering into the Extra Leg (Llyod Wise Dr) SU2 Movements coming from SB on Bisso Ln entering into the Extra Leg (Contra Costa DWY)WL2 Movements coming from WB on Concord Ave entering into the Extra Leg (Llyod Wise Dr) Movements exiting the extra leg
Movements exiting the extra leg S2R2 Movements exiting from Extra Leg (Contra Costa DWY) entering into Concord Ave heading WB N2L2 Movements exiting from Extra Leg (Llyod Wise Dr) entering into Concord Ave heading WB S2L2 Movements exiting from Extra Leg (Contra Costa DWY) entering into Concord Ave heading EBN2R2 Movements exiting from Extra Leg (Llyod Wise Dr) entering into Concord Ave heading EB S2U2 Movements exiting from Extra Leg (Contra Costa DWY) entering into Bisso Ln heading NB 04:15 PM - 05:15 PM

0.952 0.500 0.819 0.917 0.966
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
SOUTHBOUND2
07:30 AM - 08:30 AM

0.924 0.500 0.741 0.801 0.897
NORTHBOUND2
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-080010-0101/6/2022
Data - Total
Bisso Ln/Concord Chevrolet Dwy Bisso Ln/Concord Chevrolet Dwy Concord Ave Concord Ave

Prepared by National Data & Surveying Services
ID: 22-080010-011 Day:

City: Concord Date:

AM 631 96 670 0 AM
NOON 0 0 0 0 NOON
PM 456 37 616 0 PM

AM NOON PM PM NOON AM

1.5 0.5 2 0 1 191 0 140
3 864 0 857
0 0 0 0 1 78 0 76
0 0 0 0 TEV 3165 0 4005 0 1 0 0
539 0 1456 3 PHF 0.89 0.96
35 0 36 0 0 1 1 1

AM NOON PM PM NOON AM
PM 0 31 53 186 PM
NOON 0 0 0 0 NOON
AM 0 19 30 72 AM
0 NONE
04:00 PM - 05:00 PM 244
Commerce Ave/SR 242 Ramps & Concord Ave
Peak Hour Turning Movement Count
Commerce Ave/SR 242 Ramps Thursday
SOUTHBOUND 1/6/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:30 AM - 08:30 AM 170 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
2259 0 1281
Cars (AM) 151 HT (AM)
Concord Ave

EASTBOUND

WESTBOUND
Concord Ave
1507 0 1351

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 207

NORTHBOUND
Commerce Ave/SR 242 Ramps
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
0 0
0 1
0 1
10 220
1 0
0 0
0 0
0 20
0 00 2
0 25
2 2
11 0
20412
0 1
1 0
0 0 0
0 0
000
000
2 33
7 1
39 0
17 2
12 1
3 5
191
839
34 76
1445
0 43633604
31 52
185
0 0
0 0
0 0
000
000
138
824
28 75
500
0 61494658
182767

Prepared by National Data & Surveying Services
ID: 22-080010-012 Day:

City: Concord Date:

AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0 1.5 207 0 349

2.5 899 0 940
0 0 0 0 1 41 0 64
0 0 0 0 TEV 2984 0 3767 0 13 0 4
640 0 1269 3 PHF 0.88 0.97
476 0 555 2 0 2 1.5 0.5

AM NOON PM PM NOON AM
PM 0 218 462 103 PM
NOON 0 0 0 0 NOON
AM 0 137 311 63 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 540

NORTHBOUND
Market St/SR 242 Ramps
Cars (NOON) HT (NOON)
NONE
1385 0 707
Cars (AM) 596 HT (AM)
Concord Ave

EASTBOUND

WESTBOUND
Concord Ave
1077 0 1117

CONTROL
Signalized
0 NONE
04:30 PM - 05:30 PM 669
Market St/SR 242 Ramps & Concord Ave
Peak Hour Turning Movement Count
Market St/SR 242 Ramps Thursday
SOUTHBOUND 1/6/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:30 AM - 08:30 AM 660 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
0 0
0 0
0 0
00 000
0 0
0 0
1 0
0 00
0 00 0
2 13
6 0
11 0
000
7 6
2 0
0 0 0
0 0
000
000
17 27
14 2
31 0
0 0
0 9
10 10
205
886
549 41
1258
0 000
211
456
101
0 0
0 0
0 0
000
000
332
913
462 62
609
0 000
12830153

Prepared by National Data & Surveying Services
ID: 22-080010-013 Day:

City: Concord Date:

AM 230 22 57 0 AM
NOON 0 0 0 0 NOON
PM 180 17 48 0 PM

AM NOON PM PM NOON AM
1 2 1 0 0 0 0 0
3 956 0 1110
0 0 0 0 1 5 0 2
0 0 0 1 TEV 2082 0 2591 0 23 0 10
639 0 1330 3 PHF 0.92 0.94
12 0 32 0 0 0 0 0

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 0 0 0 0 NOON
AM 0 0 0 0 AM
0 NONE
04:30 PM - 05:30 PM 0
Harrison St/Bonifacio St & Concord Ave
Peak Hour Turning Movement Count
Harrison St/Bonifacio St Thursday
SOUTHBOUND 1/6/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:30 AM - 08:30 AM 0 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
1401 0 706
Cars (AM) 54 HT (AM)
Concord Ave

EASTBOUND

WESTBOUND
Concord Ave
1340 0 1136

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 36

NORTHBOUND
Harrison St/Bonifacio St
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
0 0
0 5
0 4
20 310
4 4
0 5
3 0
0 00
0 00 1
0 11
1 0
11 0
200
0 0
0 0
0 0 0
0 0
000
000
0 34
3 0
36 0
12 0
2 0
0 0
0 945
31 5
1319
0 1781748
000
0 0
0 0
0 0
000
000
0 1076
9 2
603
0 2182255
000

Prepared by National Data & Surveying Services
ID: 22-080010-014 Day:

City: Concord Date:

AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0 0.5 63 0 56

2.5 951 0 1100
7 0 4 0 0 0 0 0
86 0 198 2 TEV 1867 0 2466 0 0 0 0
580 0 1144 3 PHF 0.90 0.97
15 0 18 0 0 0 1 0

AM NOON PM PM NOON AM
PM 0 24 31 33 PM
NOON 0 0 0 0 NOON
AM 0 9 7 7 AM
0 NONE
04:30 PM - 05:30 PM 292
Adobe St/Pacheco St & Concord Ave
Peak Hour Turning Movement Count
Adobe St/Pacheco St Thursday
SOUTHBOUND 1/6/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:30 AM - 08:30 AM 149 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
1177 0 587
Cars (AM) 18 HT (AM)
Concord Ave

EASTBOUND

WESTBOUND
Concord Ave
1116 0 979

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 15

NORTHBOUND
Adobe St/Pacheco St
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
0 0
0 0
0 0
70 010
4 3
0 0
3 0
0 20
0 00 2
1 9
0 0
15 1
000
1 0
0 0
0 0 0
0 0
000
000
1 34
1 0
35 3
0 0
0 0
0 0
62 942
18 0
1129
197
000
233133
0 0
0 0
0 0
000
000
55 1066
14 0
545
83 000
977

Prepared by National Data & Surveying Services
ID: 22-080010-015 Day:

City: Concord Date:

AM 30 522 30 2 AM
NOON 0 0 0 0 NOON
PM 80 1003 93 2 PM

AM NOON PM PM NOON AM
1 2 1 0 0.5 78 0 41
1 75 0 46
0 0 0 0 0.5 40 0 33
10 0 46 1 TEV 1900 0 2600 0 0 0 0
20 0 92 1 PHF 0.93 0.96
21 0 78 1 0 1 3 0

AM NOON PM PM NOON AM
PM 0 35 902 76 PM
NOON 0 0 0 0 NOON
AM 0 14 1071 60 AM
0 NONE
04:15 PM - 05:15 PM 1028
Concord Ave/Galindo St & Salvio St
Peak Hour Turning Movement Count
Concord Ave/Galindo St Thursday
SOUTHBOUND 1/6/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:45 AM - 08:45 AM 1124 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
261 0 110
Cars (AM) 1121 HT (AM)
Salvio St

EASTBOUND

WESTBOUND
Salvio St
90 0 190

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 576

NORTHBOUND
Concord Ave/Galindo St
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
4 0
0 6
0 1
110 600
8 7
0 1
8 0
1 70
6 20 4
0 1
0 0
1 0
0120
0 12
0 0
0 0 0
0 0
000
000
0 1
3 0
2 0
2 31
2 0
50 1
78 74
78 40
91 46
8099193
35 890
76 0
0 0 0
0 0
000
000
41 45
18 33
18 10
2849128
14102159

Prepared by National Data & Surveying Services
ID: 22-080010-016 Day:

City: Concord Date:

AM 14 485 68 0 AM
NOON 0 0 0 0 NOON
PM 36 829 243 0 PM

AM NOON PM PM NOON AM
1 2 1 0 1 214 0 200
2 244 0 367
0 0 0 0 1 70 0 112
22 0 83 1 TEV 2500 0 3370 0 0 0 0
162 0 601 2 PHF 0.93 0.97
17 0 70 0 0 1 3 0

AM NOON PM PM NOON AM
PM 0 99 708 173 PM
NOON 0 0 0 0 NOON
AM 0 64 925 64 AM
0 NONE
04:30 PM - 05:30 PM 1005
Galindo St & Willow Pass Rd
Peak Hour Turning Movement Count
Galindo St Thursday
SOUTHBOUND 1/6/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:30 AM - 08:30 AM 1147 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
1017 0 294
Cars (AM) 969 HT (AM)
Willow Pass Rd

EASTBOUND

WESTBOUND
Willow Pass Rd
445 0 379

CONTROL
Signalized
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 614

NORTHBOUND
Galindo St
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
6 0
1 8
0 4
40 820
10 0
0 0
0 0
0 40
3 40 3
1 1
0 0
0 0
095
0 9
3 0
0 0 0
0 0
000
000
3 1
2 1
4 0
0 27
4 2
31 3
213
243
70 70
601
83 36820238
99 699
170
0 0
0 0
0 0
000
000
197
366
15 111
158
22 1445864
6289461

Prepared by National Data & Surveying Services
ID: 22-080010-017 Day:

City: Concord Date:

AM 40 584 0 0 AM
NOON 0 0 0 0 NOON
PM 43 911 0 0 PM

AM NOON PM PM NOON AM
1 3 0 0 1 308 0 361
3 432 0 581
0 0 0 0 1 171 0 214
0 0 0 0 TEV 2555 0 2688 0 0 0 0
0 0 0 0 PHF 0.93 0.97
0 0 0 0 0 2 2 0

AM NOON PM PM NOON AM
PM 0 127 696 0 PM
NOON 0 0 0 0 NOON
AM 0 96 679 0 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 798

NORTHBOUND
Galindo St
Cars (NOON) HT (NOON)
NONE
0 0 0
Cars (AM) 1082 HT (AM)
Concord Blvd

EASTBOUND

WESTBOUND
Concord Blvd
717 0 602

CONTROL
Signalized
0 NONE
04:00 PM - 05:00 PM 1004
Galindo St & Concord Blvd
Peak Hour Turning Movement Count
Galindo St Thursday
SOUTHBOUND 1/6/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:30 AM - 08:30 AM 1040 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
5 0
1 7
0 9
30 010
1 5
0 3
0 0
3 40
2 10 3
6 5
0 2
0 0
180
0 9
0 0
0 0 0
0 0
000
000
9 9
0 5
0 0
0 29
0 2
27 0
302
427
0 169
0 0
429030
127
687
0 0
0 0 0
0 0
000
000
352
572
0 209
0 0
405550
946520

Attachment C: LOS Calculation
Worksheets

HCM 6th AWSC
1: Stanwell Dr & Stanwell Cir EX_AM
Kolaboration Synchro 11 Report

Intersection
Intersection Delay, s/veh 8.2
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 1 4 164 8 2 61
Future Vol, veh/h 1 4 164 8 2 61
Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78
Heavy Vehicles, % 6 6 6 6 6 6
Mvmt Flow 1 5 210 10 3 78
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 7.2 8.4 7.7

HCM LOS A A A

Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 20% 3%
Vol Thru, % 95% 0% 97%
Vol Right, % 5% 80% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 172 5 63
LT Vol 0 1 2
Through Vol 164 0 61
RT Vol 8 4 0
Lane Flow Rate 221 6 81
Geometry Grp 1 1 1
Degree of Util (X) 0.248 0.007 0.094
Departure Headway (Hd) 4.046 4.212 4.184
Convergence, Y/N Yes Yes Yes
Cap 889 855 852
Service Time 2.066 2.212 2.23
HCM Lane V/C Ratio 0.249 0.007 0.095
HCM Control Delay 8.4 7.2 7.7
HCM Lane LOS A A A
HCM 95th-tile Q 1 0 0.3

HCM 6th AWSC
2: Stanwell Dr & Stanwell Cir EX_AM
Kolaboration Synchro 11 Report

Intersection
Intersection Delay, s/veh 8.7
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 19 4 179 18 3 60
Future Vol, veh/h 19 4 179 18 3 60
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73
Heavy Vehicles, % 7 7 7 7 7 7
Mvmt Flow 26 5 245 25 4 82
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 8.1 9 7.9

HCM LOS A A A

Lane NBLn1WBLn1 SBLn1
Vol Left, % 0% 83% 5%
Vol Thru, % 91% 0% 95%
Vol Right, % 9% 17% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 197 23 63
LT Vol 0 19 3
Through Vol 179 0 60
RT Vol 18 4 0
Lane Flow Rate 270 32 86
Geometry Grp 1 1 1
Degree of Util (X) 0.306 0.043 0.103
Departure Headway (Hd) 4.084 4.858 4.287
Convergence, Y/N Yes Yes Yes
Cap 874 742 824
Service Time 2.137 2.858 2.374
HCM Lane V/C Ratio 0.309 0.043 0.104
HCM Control Delay 9 8.1 7.9
HCM Lane LOS A A A
HCM 95th-tile Q 1.3 0.1 0.3

HCM 6th Signalized Intersection Summary
3: Diamond Blvd & Concord Ave EX_AM
Kolaboration Synchro 11 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 698 370 164 851 218 144
Future Volume (veh/h) 698 370 164 851 218 144
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 759 0 178 925 237 8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 3377 206 4137 343 157
Arrive On Green 0.67 0.00 0.12 0.82 0.10 0.10
Sat Flow, veh/h 5233 1572 1767 5233 3428 1572
Grp Volume(v), veh/h 759 0 178 925 237 8
Grp Sat Flow(s),veh/h/ln1689 1572 1767 1689 1714 1572
Q Serve(g_s), s 7.0 0.0 11.9 4.9 8.0 0.6
Cycle Q Clear(g_c), s 7.0 0.0 11.9 4.9 8.0 0.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 3377 206 4137 343 157
V/C Ratio(X) 0.22 0.86 0.22 0.69 0.05
Avail Cap(c_a), veh/h 3377 353 4137 1086 498
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.97 0.97 0.88 0.88
Uniform Delay (d), s/veh 7.8 0.0 52.1 2.5 52.2 48.9
Incr Delay (d2), s/veh 0.2 0.0 4.4 0.0 3.1 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.4 0.0 5.4 1.1 3.6 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.0 0.0 56.4 2.5 55.3 49.0
LnGrp LOS A E A E D
Approach Vol, veh/h 759 A 1103 245
Approach Delay, s/veh 8.0 11.2 55.1
Approach LOS A B E
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s18.0 85.0 17.0 103.0
Change Period (Y+Rc), s 4.0 5.0 5.0 5.0
Max Green Setting (Gmax), s24.0 44.0 38.0 65.0
Max Q Clear Time (g_c+I1), s13.9 9.0 10.0 6.9
Green Ext Time (p_c), s 0.2 8.1 1.3 11.3
Intersection Summary
HCM 6th Ctrl Delay 15.2
HCM 6th LOS B
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
4: Diamond Blvd & Burnett Ave EX_AM
Kolaboration Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 280 173 67 11 17 18 52 121 25 27 258 192 Future Volume (veh/h) 280 173 67 11 17 18 52 121 25 27 258 192 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 295 182 8 12 18 0 55 127 17 28 272 120 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 361 226 191 29 115 0 74 3090 398 54 2362 1048 Arrive On Green 0.11 0.12 0.12 0.02 0.03 0.00 0.04 0.68 0.68 0.03 0.67 0.67 Sat Flow, veh/h 3428 1856 1572 1767 3618 0 1767 4534 584 1767 3526 1564 Grp Volume(v), veh/h 295 182 8 12 18 0 55 93 51 28 272 120 Grp Sat Flow(s),veh/h/ln1714 1856 1572 1767 1763 0 1767 1689 1741 1767 1763 1564 Q Serve(g_s), s 10.1 11.5 0.5 0.8 0.6 0.0 3.7 1.1 1.1 1.9 3.3 3.3 Cycle Q Clear(g_c), s 10.1 11.5 0.5 0.8 0.6 0.0 3.7 1.1 1.1 1.9 3.3 3.3 Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.34 1.00 1.00
Lane Grp Cap(c), veh/h 361 226 191 29 115 0 74 2302 1187 54 2362 1048 V/C Ratio(X) 0.82 0.81 0.04 0.41 0.16 0.00 0.74 0.04 0.04 0.52 0.12 0.11 Avail Cap(c_a), veh/h 457 495 419 457 1381 0 147 2302 1187 147 2362 1048 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.87 0.87 0.87 Uniform Delay (d), s/veh 52.5 51.3 46.5 58.4 56.4 0.0 56.8 6.3 6.3 57.3 7.1 7.1 Incr Delay (d2), s/veh 10.0 2.6 0.0 3.4 0.2 0.0 5.3 0.0 0.1 2.5 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.8 5.4 0.2 0.4 0.3 0.0 1.7 0.4 0.4 0.9 1.2 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.6 53.9 46.6 61.9 56.7 0.0 62.2 6.3 6.3 59.9 7.2 7.3 LnGrp LOS E D D E E A E A A E A A
Approach Vol, veh/h 485 30 199 420
Approach Delay, s/veh 59.1 58.7 21.7 10.7
Approach LOS E E C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s7.6 86.8 16.7 8.9 9.0 85.4 6.0 19.6 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s10.0 29.0 16.0 47.0 10.0 29.0 31.0 32.0 Max Q Clear Time (g_c+I1), s3.9 3.1 12.1 2.6 5.7 5.3 2.8 13.5 Green Ext Time (p_c), s 0.0 0.5 0.5 0.0 0.0 3.0 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 34.6
HCM 6th LOS C

HCM 6th Signalized Intersection Summary
5: Meridian Park Blvd & Concord Ave EX_AM
Kolaboration Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 736 98 103 944 5 69 4 60 0 1 2 Future Volume (veh/h) 8 736 98 103 944 5 69 4 60 0 1 2
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 9 818 0 114 1049 6 80 0 0 0 1 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 31 3481 138 3887 22 247 0 0 5 0
Arrive On Green 0.02 0.69 0.00 0.16 1.00 1.00 0.07 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1767 5233 0 1767 5197 30 3534 0 1572 0 1856 0 Grp Volume(v), veh/h 9 818 0 114 682 373 80 0 0 0 1 0
Grp Sat Flow(s),veh/h/ln1767 1689 0 1767 1689 1849 1767 0 1572 0 1856 0 Q Serve(g_s), s 0.6 7.2 0.0 7.5 0.0 0.0 2.6 0.0 0.0 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.6 7.2 0.0 7.5 0.0 0.0 2.6 0.0 0.0 0.0 0.1 0.0 Prop In Lane 1.00 0.00 1.00 0.02 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 31 3481 138 2526 1383 247 0 0 5 0 V/C Ratio(X) 0.29 0.23 0.83 0.27 0.27 0.32 0.00 0.00 0.22 0.00 Avail Cap(c_a), veh/h 265 3481 265 2526 1383 324 0 0 495 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.00 0.96 0.96 0.96 1.00 0.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 58.2 7.0 0.0 49.9 0.0 0.0 53.1 0.0 0.0 0.0 59.7 0.0 Incr Delay (d2), s/veh 1.9 0.2 0.0 4.5 0.1 0.1 0.3 0.0 0.0 0.0 8.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 2.4 0.0 3.2 0.0 0.1 1.2 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.1 7.2 0.0 54.4 0.1 0.1 53.4 0.0 0.0 0.0 68.4 0.0 LnGrp LOS E A D A A D A A E A
Approach Vol, veh/h 827 A 1169 80 A 1
Approach Delay, s/veh 7.7 5.4 53.4 68.4
Approach LOS A A D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.4 88.0 13.4 6.1 95.3 5.3
Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s18.0 39.5 11.0 18.0 39.5 32.0 Max Q Clear Time (g_c+I1), s9.5 9.2 4.6 2.6 2.0 2.1
Green Ext Time (p_c), s 0.1 8.5 0.0 0.0 11.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 8.2
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
6: John Glenn Dr & Concord Ave EX_AM
Kolaboration Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 663 60 201 998 31 29 16 106 8 6 25 Future Volume (veh/h) 48 663 60 201 998 31 29 16 106 8 6 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 55 762 63 231 1147 0 33 18 0 9 7 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 111 3178 261 256 3789 149 126 107 141 126 107 Arrive On Green 0.13 1.00 1.00 0.29 1.00 0.00 0.07 0.07 0.00 0.07 0.07 0.00 Sat Flow, veh/h 1767 4769 392 1767 5066 1572 1386 1856 1572 1373 1856 1572 Grp Volume(v), veh/h 55 538 287 231 1147 0 33 18 0 9 7 0 Grp Sat Flow(s),veh/h/ln1767 1689 1784 1767 1689 1572 1386 1856 1572 1373 1856 1572 Q Serve(g_s), s 3.5 0.0 0.0 15.1 0.0 0.0 2.7 1.1 0.0 0.7 0.4 0.0 Cycle Q Clear(g_c), s 3.5 0.0 0.0 15.1 0.0 0.0 3.2 1.1 0.0 1.8 0.4 0.0 Prop In Lane 1.00 0.22 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 111 2251 1189 256 3789 149 126 107 141 126 107 V/C Ratio(X) 0.49 0.24 0.24 0.90 0.30 0.22 0.14 0.00 0.06 0.06 0.00 Avail Cap(c_a), veh/h 206 2251 1189 471 3789 459 541 459 448 541 459 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.97 0.95 0.95 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 50.7 0.0 0.0 41.8 0.0 0.0 53.8 52.6 0.0 53.5 52.3 0.0 Incr Delay (d2), s/veh 1.2 0.1 0.1 4.6 0.2 0.0 0.3 0.2 0.0 0.1 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.5 0.0 0.0 5.7 0.1 0.0 1.0 0.5 0.0 0.3 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.9 0.1 0.1 46.4 0.2 0.0 54.1 52.8 0.0 53.6 52.4 0.0 LnGrp LOS D A A D A D D A D D A
Approach Vol, veh/h 880 1378 A 51 16
Approach Delay, s/veh 3.3 7.9 53.6 53.0
Approach LOS A A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s11.6 95.3 13.2 21.4 85.5 13.2
Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s14.0 56.5 35.0 32.0 38.5 35.0 Max Q Clear Time (g_c+I1), s5.5 2.0 5.2 17.1 2.0 3.8
Green Ext Time (p_c), s 0.0 15.3 0.1 0.3 8.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 7.5
HCM 6th LOS A
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
7: Concord Ave & New Dr EX_AM
Kolaboration Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 735 22 36 1220 44 0 0 0 15 0 10 Future Volume (veh/h) 20 735 22 36 1220 44 0 0 0 15 0 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 23 845 18 41 1402 37 0 0 0 17 0 0
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 79 3890 1206 110 3978 1209 0 91 77 146 91 77 Arrive On Green 0.04 0.77 0.77 0.06 0.79 0.79 0.00 0.00 0.00 0.05 0.00 0.00 Sat Flow, veh/h 1767 5066 1570 1767 5066 1539 0 1856 1572 1756 1856 1572 Grp Volume(v), veh/h 23 845 18 41 1402 37 0 0 0 17 0 0
Grp Sat Flow(s),veh/h/ln1767 1689 1570 1767 1689 1539 0 1856 1572 1756 1856 1572 Q Serve(g_s), s 1.5 5.6 0.3 2.7 9.9 0.6 0.0 0.0 0.0 1.1 0.0 0.0 Cycle Q Clear(g_c), s 1.5 5.6 0.3 2.7 9.9 0.6 0.0 0.0 0.0 1.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 79 3890 1206 110 3978 1209 0 91 77 146 91 77 V/C Ratio(X) 0.29 0.22 0.01 0.37 0.35 0.03 0.00 0.00 0.00 0.12 0.00 0.00 Avail Cap(c_a), veh/h 177 3890 1206 206 3978 1209 0 649 550 675 649 550 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.97 0.90 0.90 0.90 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 55.5 3.9 3.3 54.0 3.8 2.8 0.0 0.0 0.0 54.8 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.7 0.2 0.0 0.0 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 1.5 0.1 1.2 2.5 0.2 0.0 0.0 0.0 0.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.2 3.9 3.3 54.7 4.0 2.9 0.0 0.0 0.0 54.9 0.0 0.0 LnGrp LOS E A A D A A A A A D A A
Approach Vol, veh/h 886 1480 0 17
Approach Delay, s/veh 5.3 5.4 0.0 54.9
Approach LOS A A D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.4 99.7 10.9 11.5 97.6 10.9
Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s12.0 51.5 42.0 14.0 49.5 42.0 Max Q Clear Time (g_c+I1), s3.5 11.9 0.0 4.7 7.6 3.1
Green Ext Time (p_c), s 0.0 18.8 0.0 0.0 9.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 5.7
HCM 6th LOS A

HCM 6th Signalized Intersection Summary
8: Via De Mercados/Stanwell Dr & Concord Ave EX_AM
Kolaboration Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 166 520 85 51 1223 64 30 0 28 23 0 70 Future Volume (veh/h) 166 520 85 51 1223 64 30 0 28 23 0 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 0 1856 1856 0 1856 Adj Flow Rate, veh/h 195 612 92 60 1439 73 35 0 0 27 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 3 3 3 3 3 3 3 0 3 3 0 3
Cap, veh/h 223 1488 221 862 3457 175 86 0 0 153 0 0
Arrive On Green 0.13 0.33 0.33 0.49 0.70 0.70 0.05 0.00 0.00 0.04 0.00 0.00 Sat Flow, veh/h 1767 4453 661 1767 4937 250 1767 35 3428 27 Grp Volume(v), veh/h 195 462 242 60 984 528 35 58.5 27 55.4 Grp Sat Flow(s),veh/h/ln1767 1689 1737 1767 1689 1810 1767 E 1714 E Q Serve(g_s), s 13.0 12.7 12.9 2.2 14.8 14.8 2.3 0.9
Cycle Q Clear(g_c), s 13.0 12.7 12.9 2.2 14.8 14.8 2.3 0.9 Prop In Lane 1.00 0.38 1.00 0.14 1.00 1.00
Lane Grp Cap(c), veh/h 223 1129 580 862 2365 1268 86 153 V/C Ratio(X) 0.88 0.41 0.42 0.07 0.42 0.42 0.41 0.18
Avail Cap(c_a), veh/h 324 1129 580 862 2365 1268 655 1257 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 0.93 0.93 0.93 1.00 1.00 Uniform Delay (d), s/veh 51.5 30.8 30.9 16.3 7.6 7.6 55.4 55.2 Incr Delay (d2), s/veh 12.3 1.1 2.2 0.0 0.1 0.2 3.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.4 5.2 5.6 0.9 4.6 5.0 1.1 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.8 31.9 33.1 16.3 7.7 7.8 58.5 55.4 LnGrp LOS E C C B A A E E
Approach Vol, veh/h 899 1572
Approach Delay, s/veh 39.1 8.1
Approach LOS D A
Timer - Assigned Phs 1 2 3 5 6 7
Phs Duration (G+Y+Rc), s64.1 45.6 10.3 20.1 89.5 10.3
Change Period (Y+Rc), s 5.5 * 5.5 4.5 5.0 5.5 5.0
Max Green Setting (Gmax), s20.9 * 40 44.5 22.0 38.5 44.0 Max Q Clear Time (g_c+I1), s4.2 14.9 4.3 15.0 16.8 2.9
Green Ext Time (p_c), s 0.1 4.5 0.1 0.1 10.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 20.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis
10: Lloyd Wise Dr & Concord Ave EX_AM
Kolaboration Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 38 492 22 22 1259 13 6 4 5 4 0 2
Future Volume (vph) 38 492 22 22 1259 13 6 4 5 4 0 2
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 6.0 5.0 6.0 4.5 4.5
Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 1.00 0.96 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.98 0.97
Satd. Flow (prot) 1752 4998 1752 5027 1729 1705
Flt Permitted 0.95 1.00 0.95 1.00 0.86 0.79
Satd. Flow (perm) 1752 4998 1752 5027 1513 1392
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 41 535 24 24 1368 14 7 4 5 4 0 2
RTOR Reduction (vph) 0 3 0 0 0 0 0 5 0 0 6 0
Lane Group Flow (vph) 41 556 0 24 1382 0 0 11 0 0 0 0
Confl. Peds. (#/hr) 2 1
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 5 2 1 6 3 3
Permitted Phases 3 3
Actuated Green, G (s) 7.2 76.8 9.6 79.7 4.3 4.3
Effective Green, g (s) 7.2 76.8 9.6 79.7 4.3 4.3
Actuated g/C Ratio 0.06 0.64 0.08 0.66 0.04 0.04
Clearance Time (s) 4.5 6.0 5.0 6.0 4.5 4.5
Vehicle Extension (s) 3.0 4.0 4.0 4.0 3.0 3.0
Lane Grp Cap (vph) 105 3198 140 3338 54 49
v/s Ratio Prot c0.02 0.11 0.01 c0.27
v/s Ratio Perm c0.01 0.00
v/c Ratio 0.39 0.17 0.17 0.41 0.21 0.00
Uniform Delay, d1 54.3 8.8 51.5 9.3 56.2 55.8
Progression Factor 1.13 1.65 0.59 0.05 1.00 1.00
Incremental Delay, d2 2.4 0.1 0.7 0.1 1.9 0.0
Delay (s) 63.6 14.6 31.0 0.6 58.1 55.8
Level of Service E B C A E E
Approach Delay (s) 17.9 1.1 58.1 55.8
Approach LOS B A E E
Intersection Summary
HCM 2000 Control Delay 6.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.5 Intersection Capacity Utilization 44.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

HCM Signalized Intersection Capacity Analysis
11: Concord Ave & Bisso Ln EX_AM
Kolaboration Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 25 476 0 31 1283 147 0 0 0 68 1 11 Future Volume (vph) 25 476 0 31 1283 147 0 0 0 68 1 11
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 5.0 6.0 5.0 5.0
Lane Util. Factor 1.00 0.91 1.00 0.91 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.98 1.00 0.96
Flt Protected 0.95 1.00 0.95 1.00 0.95 0.97
Satd. Flow (prot) 1736 4988 1736 4899 1649 1607
Flt Permitted 0.10 1.00 0.95 1.00 0.95 0.97
Satd. Flow (perm) 191 4988 1736 4899 1649 1607
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 27 517 0 34 1395 160 0 0 0 74 1 12
RTOR Reduction (vph) 0 0 0 0 6 0 0 0 0 0 0 0
Lane Group Flow (vph) 27 517 0 34 1549 0 0 0 0 44 43 0
Confl. Bikes (#/hr) 5
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type Perm NA Prot NA Split NA
Protected Phases 2 1 6 4 4
Permitted Phases 2
Actuated Green, G (s) 76.8 76.8 9.6 79.7 8.8 8.8
Effective Green, g (s) 76.8 76.8 9.6 79.7 8.8 8.8
Actuated g/C Ratio 0.64 0.64 0.08 0.66 0.07 0.07
Clearance Time (s) 6.0 6.0 5.0 6.0 5.0 5.0
Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 122 3192 138 3253 120 117
v/s Ratio Prot 0.10 0.02 c0.32 0.03 c0.03
v/s Ratio Perm c0.14
v/c Ratio 0.22 0.16 0.25 0.48 0.37 0.37
Uniform Delay, d1 9.1 8.7 51.8 9.9 52.9 52.9
Progression Factor 0.25 0.03 0.72 0.40 1.00 1.00
Incremental Delay, d2 4.1 0.1 1.1 0.1 2.6 2.7
Delay (s) 6.4 0.4 38.5 4.1 55.5 55.6
Level of Service A A D A E E
Approach Delay (s) 0.7 4.8 0.0 55.6
Approach LOS A A A E
Intersection Summary
HCM 2000 Control Delay 5.8 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.5 Intersection Capacity Utilization 45.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

HCM 6th Signalized Intersection Summary
12: Commerce Ave/SR 242 & Concord Ave EX_AM
Kolaboration Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 539 35 76 857 140 19 30 72 670 96 631 Future Volume (veh/h) 0 539 35 76 857 140 19 30 72 670 96 631 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 0 606 33 85 963 0 21 34 0 753 347 267 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 0 2190 119 137 2818 110 116 98 866 455 385
Arrive On Green 0.00 0.90 0.90 0.08 0.56 0.00 0.06 0.06 0.00 0.25 0.25 0.25 Sat Flow, veh/h 0 5043 264 1753 5191 0 1753 1841 1560 3506 1841 1558 Grp Volume(v), veh/h 0 415 224 85 963 0 21 34 0 753 347 267 Grp Sat Flow(s),veh/h/ln 0 1675 1792 1753 1675 0 1753 1841 1560 1753 1841 1558 Q Serve(g_s), s 0.0 2.0 2.0 5.6 12.5 0.0 1.4 2.1 0.0 24.7 21.0 18.7 Cycle Q Clear(g_c), s 0.0 2.0 2.0 5.6 12.5 0.0 1.4 2.1 0.0 24.7 21.0 18.7 Prop In Lane 0.00 0.15 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1504 804 137 2818 110 116 98 866 455 385 V/C Ratio(X) 0.00 0.28 0.28 0.62 0.34 0.19 0.29 0.00 0.87 0.76 0.69 Avail Cap(c_a), veh/h 0 1504 804 219 2818 190 199 169 1139 598 506 HCM Platoon Ratio 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.99 0.99 0.96 0.96 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 3.5 3.5 53.6 14.3 0.0 53.3 53.7 0.0 43.3 41.9 41.0 Incr Delay (d2), s/veh 0.0 0.5 0.9 1.6 0.1 0.0 0.3 0.5 0.0 4.8 2.8 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.7 0.8 2.5 4.5 0.0 0.6 1.0 0.0 11.0 9.7 7.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 3.9 4.3 55.2 14.4 0.0 53.6 54.2 0.0 48.1 44.7 42.4 LnGrp LOS A A A E B D D A D D D
Approach Vol, veh/h 639 1048 A 55 1367
Approach Delay, s/veh 4.1 17.7 54.0 46.1
Approach LOS A B D D
Timer - Assigned Phs 1 2 4 6 8
Phs Duration (G+Y+Rc), s13.4 59.4 12.6 72.8 34.7
Change Period (Y+Rc), s 4.0 5.5 5.0 5.5 5.0
Max Green Setting (Gmax), s15.0 33.5 13.0 52.5 39.0
Max Q Clear Time (g_c+I1), s7.6 4.0 4.1 14.5 26.7
Green Ext Time (p_c), s 0.0 5.9 0.1 11.1 2.9
Intersection Summary
HCM 6th Ctrl Delay 28.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved changes to right turn type.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
13: Market St & Concord Ave EX_AM
Kolaboration Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 640 476 66 936 349 137 311 63 0 0 0 Future Volume (veh/h) 0 640 476 66 936 349 137 311 63 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 0 727 459 75 1064 323 156 353 53
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 0 4 4 4 4 4 4 4 4
Cap, veh/h 0 2193 1021 134 4221 1167 489 439 65
Arrive On Green 0.00 0.87 0.87 0.08 0.76 0.76 0.14 0.14 0.14 Sat Flow, veh/h 0 3516 1560 1753 5522 1526 3401 3053 454 Grp Volume(v), veh/h 0 727 459 75 1064 323 156 201 205
Grp Sat Flow(s),veh/h/ln 0 1675 1560 1753 1841 1526 1700 1749 1759 Q Serve(g_s), s 0.0 4.7 7.5 5.0 6.7 7.6 4.9 13.3 13.6
Cycle Q Clear(g_c), s 0.0 4.7 7.5 5.0 6.7 7.6 4.9 13.3 13.6 Prop In Lane 0.00 1.00 1.00 1.00 1.00 0.26
Lane Grp Cap(c), veh/h 0 2193 1021 134 4221 1167 489 252 253 V/C Ratio(X) 0.00 0.33 0.45 0.56 0.25 0.28 0.32 0.80 0.81 Avail Cap(c_a), veh/h 0 2193 1021 234 4221 1167 1034 532 535 HCM Platoon Ratio 1.00 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.82 0.82 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 3.0 3.2 53.5 4.1 4.2 46.1 49.7 49.8 Incr Delay (d2), s/veh 0.0 0.3 1.2 1.2 0.0 0.2 0.1 2.2 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 1.3 2.0 2.2 2.1 2.0 2.1 5.9 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 3.3 4.3 54.7 4.2 4.4 46.2 51.9 52.2 LnGrp LOS A A A D A A D D D
Approach Vol, veh/h 1186 1462 562
Approach Delay, s/veh 3.7 6.8 50.4
Approach LOS A A D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s13.2 84.1 22.8 97.2
Change Period (Y+Rc), s 4.0 5.5 5.5 5.5
Max Green Setting (Gmax), s16.0 52.5 36.5 72.5
Max Q Clear Time (g_c+I1), s7.0 9.5 15.6 9.6
Green Ext Time (p_c), s 0.0 15.6 1.7 18.8
Intersection Summary
HCM 6th Ctrl Delay 13.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM 6th Signalized Intersection Summary
14: Harrison St/Bonifacio St & Concord Ave EX_AM
Kolaboration Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 639 12 12 1110 0 0 0 0 57 22 230 Future Volume (veh/h) 0 639 12 12 1110 0 0 0 0 57 22 230 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1841 1841 1841 1841 0 1841 1841 1841 Adj Flow Rate, veh/h 0 695 12 13 1207 0 62 24 250
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 4 4 4 4 0 4 4 4
Cap, veh/h 0 3403 59 26 3624 0 335 669 296
Arrive On Green 0.00 1.00 1.00 0.01 0.72 0.00 0.19 0.19 0.19 Sat Flow, veh/h 0 5253 88 1753 5191 0 1753 3497 1548
Grp Volume(v), veh/h 0 457 250 13 1207 0 62 24 250
Grp Sat Flow(s),veh/h/ln 0 1675 1825 1753 1675 0 1753 1749 1548 Q Serve(g_s), s 0.0 0.0 0.0 0.9 10.6 0.0 3.6 0.7 18.7
Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.9 10.6 0.0 3.6 0.7 18.7 Prop In Lane 0.00 0.05 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2241 1221 26 3624 0 335 669 296 V/C Ratio(X) 0.00 0.20 0.20 0.51 0.33 0.00 0.18 0.04 0.84 Avail Cap(c_a), veh/h 0 2241 1221 197 3624 0 555 1107 490 HCM Platoon Ratio 1.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.92 0.92 0.95 0.95 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 58.7 6.1 0.0 40.7 39.5 46.8 Incr Delay (d2), s/veh 0.0 0.2 0.3 13.9 0.1 0.0 0.3 0.0 6.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.1 0.1 0.5 3.3 0.0 1.6 0.3 7.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.2 0.3 72.6 6.2 0.0 40.9 39.5 53.7 LnGrp LOS A A A E A A D D D
Approach Vol, veh/h 707 1220 336
Approach Delay, s/veh 0.2 6.9 50.4
Approach LOS A A D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s6.3 85.8 28.0 92.0
Change Period (Y+Rc), s 4.5 5.5 5.0 5.5
Max Green Setting (Gmax), s13.5 53.5 38.0 71.5
Max Q Clear Time (g_c+I1), s2.9 2.0 20.7 12.6
Green Ext Time (p_c), s 0.0 5.1 1.1 11.6
Intersection Summary
HCM 6th Ctrl Delay 11.3
HCM 6th LOS B

HCM 6th Signalized Intersection Summary
15: Adobe St/Pacheco St & Concord Ave EX_AM
Kolaboration Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 93 580 15 0 1100 56 9 7 7 0 0 0
Future Volume (veh/h) 93 580 15 0 1100 56 9 7 7 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 0 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 103 644 16 0 1222 0 10 8 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 4 4 4 0 4 4 4 4 4
Cap, veh/h 274 4374 108 0 3744 45 36 0
Arrive On Green 0.05 0.58 0.58 0.00 0.75 0.00 0.05 0.05 0.00 Sat Flow, veh/h 3401 5043 125 0 5356 0 995 796 0
Grp Volume(v), veh/h 103 427 233 0 1222 0 18 0 0
Grp Sat Flow(s),veh/h/ln1700 1675 1818 0 1675 0 1791 0 0 Q Serve(g_s), s 3.5 7.0 7.0 0.0 9.8 0.0 1.2 0.0 0.0
Cycle Q Clear(g_c), s 3.5 7.0 7.0 0.0 9.8 0.0 1.2 0.0 0.0 Prop In Lane 1.00 0.07 0.00 0.00 0.56 0.00
Lane Grp Cap(c), veh/h 274 2906 1577 0 3744 81 0 0
V/C Ratio(X) 0.38 0.15 0.15 0.00 0.33 0.22 0.00 0.00
Avail Cap(c_a), veh/h 567 2906 1577 0 3744 298 0 0
HCM Platoon Ratio 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 0.00 0.95 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 53.8 4.8 4.8 0.0 5.2 0.0 55.3 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.1 0.2 0.0 0.0 0.0 0.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.5 1.5 1.7 0.0 2.9 0.0 0.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.2 4.9 5.0 0.0 5.2 0.0 55.8 0.0 0.0 LnGrp LOS D A A A A E A A
Approach Vol, veh/h 763 1222 A 18
Approach Delay, s/veh 11.6 5.2 55.8
Approach LOS B A E
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 109.6 10.4 14.7 94.9
Change Period (Y+Rc), s 5.5 5.0 5.0 5.5
Max Green Setting (Gmax), s 89.5 20.0 20.0 64.5
Max Q Clear Time (g_c+I1), s 9.0 3.2 5.5 11.8
Green Ext Time (p_c), s 4.7 0.0 0.1 11.7
Intersection Summary
HCM 6th Ctrl Delay 8.1
HCM 6th LOS A
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
16: Galindo St/Concord Ave & Salvio St EX_AM
Kolaboration Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 20 21 33 46 41 14 1071 60 32 522 30 Future Volume (veh/h) 10 20 21 33 46 41 14 1071 60 32 522 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 1.00 0.98 0.98 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 11 22 0 35 49 1 15 1152 63 34 561 23 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5
Cap, veh/h 178 204 173 160 227 5 57 3433 188 98 2548 1136 Arrive On Green 0.11 0.11 0.00 0.11 0.11 0.11 0.03 0.71 0.71 0.06 0.73 0.73 Sat Flow, veh/h 1299 1826 1547 965 2025 43 1739 4830 264 1739 3469 1547 Grp Volume(v), veh/h 11 22 0 47 0 38 15 792 423 34 561 23 Grp Sat Flow(s),veh/h/ln1299 1826 1547 1381 0 1653 1739 1662 1771 1739 1735 1547 Q Serve(g_s), s 0.9 1.3 0.0 2.8 0.0 2.5 1.0 10.9 10.9 2.3 6.1 0.5 Cycle Q Clear(g_c), s 3.5 1.3 0.0 4.1 0.0 2.5 1.0 10.9 10.9 2.3 6.1 0.5 Prop In Lane 1.00 1.00 0.75 0.03 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 178 204 173 207 0 185 57 2362 1259 98 2548 1136 V/C Ratio(X) 0.06 0.11 0.00 0.23 0.00 0.21 0.26 0.34 0.34 0.35 0.22 0.02 Avail Cap(c_a), veh/h 476 624 529 535 0 565 188 2362 1259 188 2548 1136 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 0.91 0.91 0.91 0.99 0.99 0.99 Uniform Delay (d), s/veh 50.0 47.9 0.0 49.2 0.0 48.4 56.6 6.6 6.6 54.5 5.0 4.3 Incr Delay (d2), s/veh 0.1 0.2 0.0 0.5 0.0 0.5 2.2 0.1 0.1 2.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.6 0.0 1.3 0.0 1.1 0.5 3.5 3.8 1.0 2.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.2 48.1 0.0 49.8 0.0 49.0 58.8 6.7 6.7 56.5 5.2 4.3 LnGrp LOS D D A D A D E A A E A A
Approach Vol, veh/h 33 85 1230 618
Approach Delay, s/veh 48.8 49.4 7.3 8.0
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s7.9 93.6 18.4 10.8 90.8 18.4
Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0
Max Green Setting (Gmax), s13.0 51.5 41.0 13.0 51.5 41.0 Max Q Clear Time (g_c+I1), s3.0 8.1 6.1 4.3 12.9 5.5
Green Ext Time (p_c), s 0.0 4.2 0.5 0.0 10.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 10.1
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

User approved ignoring U-Turning movement.