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029-24 - Miles Resources, LLC - Contract Exhibit Br_199111►u► Will POTTERY AVE NON -MOTORIZED IMPROVEMENTS CONTRACT PROVISIONS AND SPECIFICATIONS Rev 3/18/22 JR City of Port Orchard Pottery Ave Non -Motorized Improvements Project PROJECT # PW2023-002 Page 70 of 316 Certificate Page City of Port Orchard Department of Public Works Pottery Ave Non -Motorized Improvements Project The civil engineering material and data contained in the Plans and Specifications were prepared under the supervision and direction of the undersigned, whose seal(s) as a registered professional engineer is/are affixed below. Recommended for approval: Plans and Divisions 2-9 AL EN° r/Y�Z�LY Civil Civil Engineer II Christian Williams, PE Approved: Public Works Direct Denis Ryan Project Manual,,piRoipivision 1 ellAt- llj JR 7441 !liMunn 41N\tb\�\ EBi'PIRFS h -- City Engineer Kenneth C. Hammer, PE, PMP Page 71 of 316 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 INTRODUCTION TO THE SPECIAL PROVISIONS (December 10, 2020 APWA GSP) The work on this project shall be accomplished in accordance with the Standard Specifications for Road, Bridge and Municipal Construction, 2024 edition, as issued by the Washington State Department of Transportation (WSDOT) and the American Public Works Association (APWA), Washington State Chapter (hereafter "Standard Specifications"). The Standard Specifications, as modified or supplemented by these Special Provisions, all of which are made a part of the Contract Documents, shall govern all of the Work. These Special Provisions are made up of both General Special Provisions (GSPs) from various sources, which may have project -specific fill-ins; and project -specific Special Provisions. Each Provision either supplements, modifies, or replaces the comparable Standard Specification, or is a new Provision. The deletion, amendment, alteration, or addition to any subsection or portion of the Standard Specifications is meant to pertain only to that particular portion of the section, and in no way should it be interpreted that the balance of the section does not apply. The project -specific Special Provisions are not labeled as such. The GSPs are labeled under the headers of each GSP, with the effective date of the GSP and its source. For example: (March 8, 2013 APWA GSP) (April 1, 2013 WSDOT GSP) Also incorporated into the Contract Documents by reference are: • Manual on Uniform Traffic Control Devices for Streets and Highways, currently adopted edition, with Washington State modifications, if any • Standard Plans for Road, Bridge and Municipal Construction, WSDOT/APWA, current edition • City of Port Orchard Public Works Engineering Standards and Specifications, currently adopted edition Contractor shall obtain copies of these publications, at Contractor's own expense. Division 1 General Requirements DESCRIPTION OF WORK (March 13, 1995) This Contract provides for the improvement of Pottery Avenue and utilities within the roadway and other work, all in accordance with the attached Contract Plans, these Contract Provisions, and the Standard Specifications. Division 1 General Requirements Definition and Terms POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 72 of 3161 1 1-01.3 Definitions 2 (January 19, 2022 APWA GSP) 3 4 Delete the heading Completion Dates and the three paragraphs that follow it, and replace 5 them with the following: 6 7 Dates 8 Bid Opening Date 9 The date on which the Contracting Agency publicly opens and reads the Bids. 10 Award Date 11 The date of the formal decision of the Contracting Agency to accept the lowest 12 responsible and responsive Bidder for the Work. 13 Contract Execution Date 14 The date the Contracting Agency officially binds the Agency to the Contract. 15 Notice to Proceed Date 16 The date stated in the Notice to Proceed on which the Contract time begins. 17 Substantial Completion Date 18 The day the Engineer determines the Contracting Agency has full and unrestricted 19 use and benefit of the facilities, both from the operational and safety standpoint, any 20 remaining traffic disruptions will be rare and brief, and only minor incidental work, 21 replacement of temporary substitute facilities, plant establishment periods, or 22 correction or repair remains for the Physical Completion of the total Contract. 23 Physical Completion Date 24 The day all of the Work is physically completed on the project. All documentation 25 required by the Contract and required by law does not necessarily need to be 26 furnished by the Contractor by this date. 27 Completion Date 28 The day all the Work specified in the Contract is completed and all the obligations of 29 the Contractor under the contract are fulfilled by the Contractor. All documentation 30 required by the Contract and required by law must be furnished by the Contractor 31 before establishment of this date. 32 Final Acceptance Date 33 The date on which the Contracting Agency accepts the Work as complete. 34 35 Supplement this Section with the following: 36 37 All references in the Standard Specifications or WSDOT General Special Provisions, to 38 the terms "Department of Transportation", "Washington State Transportation 39 Commission", "Commission", "Secretary of Transportation", "Secretary", "Headquarters", 40 and "State Treasurer" shall be revised to read "Contracting Agency". 41 42 All references to the terms "State" or "state" shall be revised to read "Contracting 43 Agency" unless the reference is to an administrative agency of the State of Washington, 44 a State statute or regulation, or the context reasonably indicates otherwise. 45 46 All references to "State Materials Laboratory" shall be revised to read "Contracting 47 Agency designated location". 48 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 73 of 3162 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 All references to "final contract voucher certification" shall be interpreted to mean the Contracting Agency form(s) by which final payment is authorized, and final completion and acceptance granted. Additive A supplemental unit of work or group of bid items, identified separately in the Bid Proposal, which may, at the discretion of the Contracting Agency, be awarded in addition to the base bid. Alternate One of two or more units of work or groups of bid items, identified separately in the Bid Proposal, from which the Contracting Agency may make a choice between different methods or material of construction for performing the same work. Business Day A business day is any day from Monday through Friday except holidays as listed in Section 1-08.5. Contract Bond The definition in the Standard Specifications for "Contract Bond" applies to whatever bond form(s) are required by the Contract Documents, which may be a combination of a Payment Bond and a Performance Bond. Contract Documents See definition for "Contract". Contract Time The period of time established by the terms and conditions of the Contract within which the Work must be physically completed. Notice of Award The written notice from the Contracting Agency to the successful Bidder signifying the Contracting Agency's acceptance of the Bid Proposal. Notice to Proceed The written notice from the Contracting Agency or Engineer to the Contractor authorizing and directing the Contractor to proceed with the Work and establishing the date on which the Contract time begins. Traffic Both vehicular and non -vehicular traffic, such as pedestrians, bicyclists, wheelchairs, and equestrian traffic. Bid Procedures and Conditions Prequalification of Bidders POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 74 of 3163 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 1-02 BID PROCEDURES AND CONDITIONS 1-02.1 Prequalification of Bidders Delete this section and replace it with the following: 1-02.1 Qualifications of Bidder (January 24, 2011 APWA GSP) Before award of a public works contract, a bidder must meet at least the minimum qualifications of RCW 39.04.350(1) to be considered a responsible bidder and qualified to be awarded a public works project. 1-02.2 Plans and Specifications (June 27, 2011 APWA GSP) Delete this section and replace it with the following: Information as to where Bid Documents can be obtained or reviewed can be found in the Call for Bids (Advertisement for Bids) for the work. After award of the contract, plans and specifications will be issued to the Contractor at no cost as detailed below: To Prime Contractor No. of Sets Basis of Distribution Reduced plans (11" x 17") 1 Furnished automatically upon award. Contract Provisions 1 Furnished automatically upon award. Large plans (e.g., 22" x N/A Furnished only upon 34") request. Additional plans and Contract Provisions may be obtained by the Contractor from the source stated in the Call for Bids, at the Contractor's own expense. Examination of Plans, Specifications and Site of Work General 1-02.4(1) General (December 30, 2022 APWA GSP Option A) The first sentence of the ninth paragraph, beginning with "Prospective Bidder desiring...", is revised to read: Prospective Bidders desiring an explanation or interpretation of the Bid Documents, shall request the explanation or interpretation in writing soon enough to allow a written reply to reach all prospective Bidders before the submission of their Bids. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 75 of 3164 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 1-02.5 Proposal Forms (July 31, 2017 APWA GSP) Delete this section and replace it with the following: The Proposal Form will identify the project and its location and describe the work. It will also list estimated quantities, units of measurement, the items of work, and the materials to be furnished at the unit bid prices. The bidder shall complete spaces on the proposal form that call for, but are not limited to, unit prices; extensions; summations; the total bid amount; signatures; date; and, where applicable, retail sales taxes and acknowledgment of addenda; the bidder's name, address, telephone number, and signature; the bidder's UDBE/DBE/M/WBE commitment, if applicable; a State of Washington Contractor's Registration Number; and a Business License Number, if applicable. Bids shall be completed by typing or shall be printed in ink by hand, preferably in black ink. The required certifications are included as part of the Proposal Form. The Contracting Agency reserves the right to arrange the proposal forms with alternates and additives, if such be to the advantage of the Contracting Agency. The bidder shall bid on all alternates and additives set forth in the Proposal Form unless otherwise specified. Preparation of Proposal 1-02.6 Preparation of Proposal (December 10, 2020 APWA GSP, Option B) Supplement the second paragraph with the following: 4. If a minimum bid amount has been established for any item, the unit or lump sum price must equal or exceed the minimum amount stated. 5. Any correction to a bid made by interlineation, alteration, or erasure, shall be initialed by the signer of the bid. Delete the last two paragraphs, and replace them with the following: The Bidder shall submit with their Bid a completed Contractor Certification Wage Law Compliance form, provided by the Contracting Agency. Failure to return this certification as part of the Bid Proposal package will make this Bid Nonresponsive and ineligible for Award. A Contractor Certification of Wage Law Compliance form is included in the Proposal Forms. The Bidder shall make no stipulation on the Bid Form, nor qualify the bid in any manner. A bid by a corporation shall be executed in the corporate name, by the president or a vice president (or other corporate officer accompanied by evidence of authority to sign). A bid by a partnership shall be executed in the partnership name, and signed by a partner. A copy of the partnership agreement shall be submitted with the Bid Form if any UDBE requirements are to be satisfied through such an agreement. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 76 of 3165 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 A bid by a joint venture shall be executed in the joint venture name and signed by a member of the joint venture. A copy of the joint venture agreement shall be submitted with the Bid Form if any UDBE requirements are to be satisfied through such an agreement. Delivery of Proposal 1-02.9 Delivery of Proposal (January 19, 2022 APWA GSP, Option A) Delete this section and replace it with the following: Each Proposal shall be submitted in a sealed envelope, with the Project Name and Project Number as stated in the Call for Bids clearly marked on the outside of the envelope, or as otherwise required in the Bid Documents, to ensure proper handling and delivery. To be considered responsive on a FHWA-funded project, the Bidder may be required to submit the following items, as required by Section 1-02.6: • DBE Utilization Certification (WSDOT 272-056) • DBE Written Confirmation Document (WSDOT 422-031) from each DBE firm listed on the Bidder's completed DBE Utilization Certification • Good Faith Effort (GFE) Documentation • DBE Bid Item Breakdown (WSDOT 272-054) • DBE Trucking Credit Form (WSDOT 272-058) DBE Utilization Certification The DBE Utilization Certification shall be received at the same location and no later than the time required for delivery of the Proposal. The Contracting Agency will not open or consider any Proposal when the DBE Utilization Certification is received after the time specified for receipt of Proposals or received in a location other than that specified for receipt of Proposals. The DBE Utilization Certification may be submitted in the same envelope as the Bid deposit. DBE Written Confirmation and/or GFE Documentation The DBE Written Confirmation Documents and/or GFE Documents are not required to be submitted with the Proposal. The DBE Written Confirmation Document(s) and/or GFE (if any) shall be received either with the Bid Proposal or as a Supplement to the Bid. The documents shall be received no later than 48 hours (not including Saturdays, Sundays and Holidays) after the time for delivery of the Proposal. To be considered responsive, Bidders shall submit Written Confirmation Documentation from each DBE firm listed on the Bidder's completed DBE Utilization Certification and/or the GFE as required by Section 1-02.6. DBE Bid Item Breakdown and DBE Trucking Credit Form The DBE Bid Item Breakdown and the DBE Trucking Credit Forms (if applicable) shall be received either with the Bid Proposal or as a Supplement to the Bid. The documents shall be received no later than 48 hours (not including Saturdays, Sundays and Holidays) after the time for delivery of the Proposal. To be considered responsive, Bidders shall submit a completed DBE Bid Item Breakdown and a DBE Trucking Credit Form for each DBE Trucking firm listed on the DBE Utilization Certification, however, minor errors and POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 77 of 3166 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 corrections to DBE Bid Item Breakdown or DBE Trucking Credit Forms will be returned for correction for a period up to five calendar days (not including Saturdays, Sundays and Holidays) after the time for delivery of the Proposal. A DBE Bid Item Breakdown or DBE Trucking Credit Forms that are still incorrect after the correction period will be determined to be non -responsive. Proposals that are received as required will be publicly opened and read as specified in Section 1-02.12. The Contracting Agency will not open or consider any Bid Proposal that is received after the time specified in the Call for Bids for receipt of Bid Proposals, or received in a location other than that specified in the Call for Bids. The Contracting Agency will not open or consider any "Supplemental Information" (DBE confirmations, or GFE documentation) that is received after the time specified above, or received in a location other than that specified in the Call for Bids. If an emergency or unanticipated event interrupts normal work processes of the Contracting Agency so that Proposals cannot be received at the office designated for receipt of bids as specified in Section 1-02.12 the time specified for receipt of the Proposal will be deemed to be extended to the same time of day specified in the solicitation on the first work day on which the normal work processes of the Contracting Agency resume. 1-02.10 Withdrawing, Revising, or Supplementing Proposal (July 23, 2015 APWA GSP) Delete this section, and replace it with the following: After submitting a physical Bid Proposal to the Contracting Agency, the Bidder may withdraw, revise, or supplement it if: 1. The Bidder submits a written request signed by an authorized person and physically delivers it to the place designated for receipt of Bid Proposals, and 2. The Contracting Agency receives the request before the time set for receipt of Bid Proposals, and 3. The revised or supplemented Bid Proposal (if any) is received by the Contracting Agency before the time set for receipt of Bid Proposals. If the Bidder's request to withdraw, revise, or supplement its Bid Proposal is received before the time set for receipt of Bid Proposals, the Contracting Agency will return the unopened Proposal package to the Bidder. The Bidder must then submit the revised or supplemented package in its entirety. If the Bidder does not submit a revised or supplemented package, then its bid shall be considered withdrawn. Late revised or supplemented Bid Proposals or late withdrawal requests will be date recorded by the Contracting Agency and returned unopened. Mailed, emailed, or faxed requests to withdraw, revise, or supplement a Bid Proposal are not acceptable. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 78 of 3167 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 1-02.13 Irregular Proposals (December 30, 2022 APWA GSP) Delete this section and replace it with the following: A Proposal will be considered irregular and will be rejected if: a. The Bidder is not prequalified when so required; b. The authorized Proposal form furnished by the Contracting Agency is not used or is altered; C. The completed Proposal form contains any unauthorized additions, deletions, alternate Bids, or conditions; d. The Bidder adds provisions reserving the right to reject or accept the award, or enter into the Contract; e. A price per unit cannot be determined from the Bid Proposal; f. The Proposal form is not properly executed; g. The Bidder fails to submit or properly complete a subcontractor list (WSDOT Form 271-015), if applicable, as required in Section 1-02.6; h. The Bidder fails to submit or properly complete a Disadvantaged Business Enterprise Certification (WSDOT Form 272-056), if applicable, as required in Section 1-02.6; i. The Bidder fails to submit Written Confirmations (WSDOT Form 422-031) from each DBE firm listed on the Bidder's completed DBE Utilization Certification that they are in agreement with the bidder's DBE participation commitment, if applicable, as required in Section 1-02.6, or if the written confirmation that is submitted fails to meet the requirements of the Special Provisions; j. The Bidder fails to submit DBE Good Faith Effort documentation, if applicable, as required in Section 1-02.6, or if the documentation that is submitted fails to demonstrate that a Good Faith Effort to meet the Condition of Award was made; k. The Bidder fails to submit a DBE Bid Item Breakdown (WSDOT Form 272- 054), if applicable, as required in Section 1-02.6, or if the documentation that is submitted fails to meet the requirements of the Special Provisions; I. The Bidder fails to submit DBE Trucking Credit Forms (WSDOT Form 272- 058), if applicable, as required in Section 1-02.6, or if the documentation that is submitted fails to meet the requirements of the Special Provisions; m. The Bid Proposal does not constitute a definite and unqualified offer to meet the material terms of the Bid invitation; or n. More than one Proposal is submitted for the same project from a Bidder under the same or different names. 2. A Proposal may be considered irregular and may be rejected if: a. The Proposal does not include a unit price for every Bid item; b. Any of the unit prices are excessively unbalanced (either above or below the amount of a reasonable Bid) to the potential detriment of the Contracting Agency; C. Receipt of Addenda is not acknowledged; d. A member of a joint venture or partnership and the joint venture or partnership submit Proposals for the same project (in such an instance, both Bids may be rejected); or e. If Proposal form entries are not made in ink. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 79 of 3168 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 1-02.14 Disqualification of Bidders (May 17, 2018 APWA GSP, Option B) Delete this section and replace it with the following: A Bidder will be deemed not responsible if the Bidder does not meet the mandatory bidder responsibility criteria in RCW 39.04.350(1), as amended; or does not meet Supplemental Criteria 1-7 listed in this Section. The Contracting Agency will verify that the Bidder meets the mandatory bidder responsibility criteria in RCW 39.04.350(1), and Supplemental Criteria 1-2. Evidence that the Bidder meets Supplemental Criteria 3-7 shall be provided by the Bidder as stated later in this Section. Delinquent State Taxes A Criterion: The Bidder shall not owe delinquent taxes to the Washington State Department of Revenue without a payment plan approved by the Department of Revenue. B. Documentation: The Bidder, if and when required as detailed below, shall sign a statement (on a form to be provided by the Contracting Agency) that the Bidder does not owe delinquent taxes to the Washington State Department of Revenue, or if delinquent taxes are owed to the Washington State Department of Revenue, the Bidder must submit a written payment plan approved by the Department of Revenue, to the Contracting Agency by the deadline listed below. 2. Federal Debarment A Criterion: The Bidder shall not currently be debarred or suspended by the Federal government. B. Documentation: The Bidder shall not be listed as having an "active exclusion" on the U.S. government's "System for Award Management" database (www.sam.gov). 3. Subcontractor Responsibility A Criterion: The Bidder's standard subcontract form shall include the subcontractor responsibility language required by RCW 39.06.020, and the Bidder shall have an established procedure which it utilizes to validate the responsibility of each of its subcontractors. The Bidder's subcontract form shall also include a requirement that each of its subcontractors shall have and document a similar procedure to determine whether the sub -tier subcontractors with whom it contracts are also "responsible" subcontractors as defined by RCW 39.06.020. B. Documentation: The Bidder, if and when required as detailed below, shall submit a copy of its standard subcontract form for review by the Contracting POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 80 of 3169 1 2 3 4 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 0 5 FA Agency, and a written description of its procedure for validating the responsibility of subcontractors with which it contracts. Claims Against Retainage and Bonds A Criterion: The Bidder shall not have a record of excessive claims filed against the retainage or payment bonds for public works projects in the three years prior to the bid submittal date, that demonstrate a lack of effective management by the Bidder of making timely and appropriate payments to its subcontractors, suppliers, and workers, unless there are extenuating circumstances and such circumstances are deemed acceptable to the Contracting Agency. B. Documentation: The Bidder, if and when required as detailed below, shall submit a list of the public works projects completed in the three years prior to the bid submittal date that have had claims against retainage and bonds and include for each project the following information: • Name of project • The owner and contact information for the owner; • A list of claims filed against the retainage and/or payment bond for any of the projects listed; • A written explanation of the circumstances surrounding each claim and the ultimate resolution of the claim. Public Bidding Crime A Criterion: The Bidder and/or its owners shall not have been convicted of a crime involving bidding on a public works contract in the five years prior to the bid submittal date. B. Documentation: The Bidder, if and when required as detailed below, shall sign a statement (on a form to be provided by the Contracting Agency) that the Bidder and/or its owners have not been convicted of a crime involving bidding on a public works contract. Termination for Cause / Termination for Default A Criterion: The Bidder shall not have had any public works contract terminated for cause or terminated for default by a government agency in the five years prior to the bid submittal date, unless there are extenuating circumstances and such circumstances are deemed acceptable to the Contracting Agency. B. Documentation: The Bidder, if and when required as detailed below, shall sign a statement (on a form to be provided by the Contracting Agency) that the Bidder has not had any public works contract terminated for cause or terminated for default by a government agency in the five years prior to the bid submittal date; or if Bidder was terminated, describe the circumstances. . Lawsuits POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 81 of 31610 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 A Criterion: The Bidder shall not have lawsuits with judgments entered against the Bidder in the five years prior to the bid submittal date that demonstrate a pattern of failing to meet the terms of contracts, unless there are extenuating circumstances and such circumstances are deemed acceptable to the Contracting Agency B. Documentation: The Bidder, if and when required as detailed below, shall sign a statement (on a form to be provided by the Contracting Agency) that the Bidder has not had any lawsuits with judgments entered against the Bidder in the five years prior to the bid submittal date that demonstrate a pattern of failing to meet the terms of contracts, or shall submit a list of all lawsuits with judgments entered against the Bidder in the five years prior to the bid submittal date, along with a written explanation of the circumstances surrounding each such lawsuit. The Contracting Agency shall evaluate these explanations to determine whether the lawsuits demonstrate a pattern of failing to meet of terms of construction related contracts As evidence that the Bidder meets the Supplemental Criteria stated above, the apparent low Bidder must submit to the Contracting Agency by 12:00 P.M. (noon) of the second business day following the bid submittal deadline, a written statement verifying that the Bidder meets the supplemental criteria together with supporting documentation (sufficient in the sole judgment of the Contracting Agency) demonstrating compliance with the Supplemental Criteria. The Contracting Agency reserves the right to request further documentation as needed from the low Bidder and documentation from other Bidders as well to assess Bidder responsibility and compliance with all bidder responsibility criteria. The Contracting Agency also reserves the right to obtain information from third -parties and independent sources of information concerning a Bidder's compliance with the mandatory and supplemental criteria, and to use that information in their evaluation. The Contracting Agency may consider mitigating factors in determining whether the Bidder complies with the requirements of the supplemental criteria. The basis for evaluation of Bidder compliance with these mandatory and supplemental criteria shall include any documents or facts obtained by Contracting Agency (whether from the Bidder or third parties) including but not limited to: (i) financial, historical, or operational data from the Bidder; (ii) information obtained directly by the Contracting Agency from others for whom the Bidder has worked, or other public agencies or private enterprises; and (iii) any additional information obtained by the Contracting Agency which is believed to be relevant to the matter. If the Contracting Agency determines the Bidder does not meet the bidder responsibility criteria above and is therefore not a responsible Bidder, the Contracting Agency shall notify the Bidder in writing, with the reasons for its determination. If the Bidder disagrees with this determination, it may appeal the determination within two (2) business days of the Contracting Agency's determination by presenting its appeal and any additional information to the Contracting Agency. The Contracting Agency will consider the appeal and any additional information before issuing its final determination. If the final determination affirms that the Bidder is not responsible, the Contracting Agency will not execute a contract with any other Bidder until at least two business days after the Bidder determined to be not responsible has received the Contracting Agency's final determination. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 82 of 31611 1 Request to Change Supplemental Bidder Responsibility Criteria Prior To Bid: Bidders 2 with concerns about the relevancy or restrictiveness of the Supplemental Bidder 3 Responsibility Criteria may make or submit requests to the Contracting Agency to 4 modify the criteria. Such requests shall be in writing, describe the nature of the 5 concerns, and propose specific modifications to the criteria. Bidders shall submit such 6 requests to the Contracting Agency no later than five (5) business days prior to the bid 7 submittal deadline and address the request to the Project Engineer or such other 8 person designated by the Contracting Agency in the Bid Documents. 9 10 1-02.15 Pre Award Information 11 (December 30, 2022 APWA GSP) 12 13 Revise this section to read: 14 15 Before awarding any contract, the Contracting Agency may require one or more of these 16 items or actions of the apparent lowest responsible bidder: 17 1. A complete statement of the origin, composition, and manufacture of any or all 18 materials to be used, 19 2. Samples of these materials for quality and fitness tests, 20 3. A progress schedule (in a form the Contracting Agency requires) showing the order 21 of and time required for the various phases of the work, 22 4. A breakdown of costs assigned to any bid item, 23 5. Attendance at a conference with the Engineer or representatives of the Engineer, 24 6. Obtain, and furnish a copy of, a business license to do business in the city or county 25 where the work is located. 26 7. Any other information or action taken that is deemed necessary to ensure that the 27 bidder is the lowest responsible bidder. 28 29 Award and Execution of Contract 30 31 1-03.1 Consideration of Bids 32 (December 30, 2022 APWA GSP) 33 34 Revise the first paragraph to read: 35 36 After opening and reading proposals, the Contracting Agency will check them for 37 correctness of extensions of the prices per unit and the total price. If a discrepancy exists 38 between the price per unit and the extended amount of any bid item, the price per unit will 39 control. If a minimum bid amount has been established for any item and the bidder's unit 40 or lump sum price is less than the minimum specified amount, the Contracting Agency will 41 unilaterally revise the unit or lump sum price, to the minimum specified amount and 42 recalculate the extension. The total of extensions, corrected where necessary, including 43 sales taxes where applicable and such additives and/or alternates as selected by the 44 Contracting Agency, will be used by the Contracting Agency for award purposes and to fix 45 the Awarded Contract Price amount and the amount of the contract bond. 46 47 Execution Of Contract 48 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 83 of 31612 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 1-03.3 Execution of Contract (January 19, 2022 APWA GSP) Revise this section to read: Within 3 calendar days of Award date (not including Saturdays, Sundays and Holidays), the successful Bidder shall provide the information necessary to execute the Contract to the Contracting Agency. The Bidder shall send the contact information, including the full name, email address, and phone number, for the authorized signer and bonding agent to the Contracting Agency. Copies of the Contract Provisions, including the unsigned Form of Contract, will be available for signature by the successful bidder on the first business day following award. The number of copies to be executed by the Contractor will be determined by the Contracting Agency. Within 3 calendar days after the award date, the successful bidder shall return the signed Contracting Agency -prepared contract, an insurance certification as required by Section 1-07.18, a satisfactory bond as required by law and Section 1-03.4, the Transfer of Coverage form for the Construction Stormwater General Permit with sections I, III, and VIII completed when provided. Before execution of the contract by the Contracting Agency, the successful bidder shall provide any pre -award information the Contracting Agency may require under Section 1-02.15. Until the Contracting Agency executes a contract, no proposal shall bind the Contracting Agency nor shall any work begin within the project limits or within Contracting Agency - furnished sites. The Contractor shall bear all risks for any work begun outside such areas and for any materials ordered before the contract is executed by the Contracting Agency. If the bidder experiences circumstances beyond their control that prevents return of the contract documents within the calendar days after the award date stated above, the Contracting Agency may grant up to a maximum of 10 additional calendar days for return of the documents, provided the Contracting Agency deems the circumstances warrant it. 1-03.4 Contract Bond (July 23, 2015 APWA GSP) Delete the first paragraph and replace it with the following: The successful bidder shall provide executed payment and performance bond(s) for the full contract amount. The bond may be a combined payment and performance bond; or be separate payment and performance bonds. In the case of separate payment and performance bonds, each shall be for the full contract amount. The bond(s) shall: 1. Be on Contracting Agency -furnished form(s); 2. Be signed by an approved surety (or sureties) that: a. Is registered with the Washington State Insurance Commissioner, and b. Appears on the current Authorized Insurance List in the State of Washington published by the Office of the Insurance Commissioner, 3. Guarantee that the Contractor will perform and comply with all obligations, duties, and conditions under the Contract, including but not limited to the duty and obligation POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 84 of 31613 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 to indemnify, defend, and protect the Contracting Agency against all losses and claims related directly or indirectly from any failure: a. Of the Contractor (or any of the employees, subcontractors, or lower tier subcontractors of the Contractor) to faithfully perform and comply with all contract obligations, conditions, and duties, or b. Of the Contractor (or the subcontractors or lower tier subcontractors of the Contractor) to pay all laborers, mechanics, subcontractors, lower tier subcontractors, material person, or any other person who provides supplies or provisions for carrying out the work; 4. Be conditioned upon the payment of taxes, increases, and penalties incurred on the project under titles 50, 51, and 82 RCW; and 5. Be accompanied by a power of attorney for the Surety's officer empowered to sign the bond; and 6. Be signed by an officer of the Contractor empowered to sign official statements (sole proprietor or partner). If the Contractor is a corporation, the bond(s) must be signed by the president or vice president, unless accompanied by written proof of the authority of the individual signing the bond(s) to bind the corporation (i.e., corporate resolution, power of attorney, or a letter to such effect signed by the president or vice president). Scope of the Work Coordination of Contract Documents, Plans, Special Provisions, Specifications, and Addenda 1-04.2 Coordination of Contract Documents, Plans, Special Provisions, Specifications, and Addenda (December 30, 2022 APWA GSP) Revise the second paragraph to read: Any inconsistency in the parts of the contract shall be resolved by following this order of precedence (e.g., 1 presiding over 2, 2 over 3, 3 over 4, and so forth): 1. Addenda, 2. Proposal Form, 3. Special Provisions, 4. Contract Plans, 5. Standard Specifications, 6. Contracting Agency's Standard Plans or Details (if any), and 7. WSDOT Standard Plans for Road, Bridge, and Municipal Construction. 1-04.4 Changes (January 19, 2022 APWA GSP) The first two sentences of the last paragraph of Section 1-04.4 are deleted. 1-04.4(1) Minor Changes (May 30, 2019 APWA GSP) Delete the first paragraph and replace it with the following: POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 85 of 31614 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Payments or credits for changes amounting to $25,000 or less may be made under the Bid item "Minor Change". At the discretion of the Contracting Agency, this procedure for Minor Changes may be used in lieu of the more formal procedure as outlined in Section 1-04.4, Changes. All "Minor Change" work will be within the scope of the Contract Work and will not change Contract Time. Control of Work Conformity with and Deviations from Plans and Stakes Section 1-05.4 is supplemented with the following: Contractor Surveying - Structure The Contractor shall be responsible for providing primary survey control, setting, maintaining, and resetting all alignment stakes, slope stakes, and grades necessary for the construction of bridges, noise walls, retaining walls, buried structures, and marine structures. Survey control data, calculations, surveying, and measuring required for setting and maintaining the necessary lines and grades shall be the Contractor's responsibility. The Contractor shall inform the Engineer when monuments are discovered that were not identified in the Plans and construction activity may disturb or damage the monuments. All monuments noted on the plans "DO NOT DISTURB" shall be protected throughout the length of the project or be replaced at the Contractor's expense. Detailed survey records shall be maintained, including a description of the work performed on each shift, the methods utilized, and the control points used. The record shall be adequate to allow the survey to be reproduced. A copy of each day's record shall be provided to the Engineer within three working days after the end of the shift. The meaning of words and terms used in this provision shall be as listed in "Definitions of Surveying and Associated Terms" current edition, published by the American Congress on Surveying and Mapping and the American Society of Civil Engineers. The survey work by the Contractor shall include but not be limited to the following: Establish primary horizontal and vertical control and expand into secondary control by adding stakes and hubs as well as additional survey control needed for the project. Provide descriptions of secondary control to the Contracting Agency. The description shall include coordinates and elevations of all secondary control points. 2. Establish, by placing hubs and/or marked stakes, the location with offsets of foundation shafts and piles. 3. Establish offsets to footing centerline of bearing for structure excavation. 4. Establish offsets to footing centerline of bearing for footing forms. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 86 of 31615 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 5. Establish wing wall, retaining wall, noise wall, and buried structure horizontal alignment. 6. Establish retaining wall top of wall profile grade. 7. Establish buried structure profile grade. 8. Establish elevation benchmarks for all substructure formwork. 9. Check elevations at top of footing concrete line inside footing formwork immediately prior to concrete placement. 10. Check column location and pier centerline of bearing at top of footing immediately prior to concrete placement. 11. Establish location and plumbness of column forms, and monitor column plumbness during concrete placement. 12. Establish pier cap and crossbeam top and bottom elevations and centerline of bearing. 13. Check pier cap and crossbeam top and bottom elevations and centerline of bearing prior to and during concrete placement. 14. Establish grout pad locations and elevations. 15. Establish structure bearing locations and elevations, including locations of anchor bolt assemblies. 16. Establish box girder bottom slab grades and locations. 17. Establish girder and/or web wall profiles and locations. 18. Establish diaphragm locations and centerline of bearing. 19. Establish roadway slab alignment, grades and provide dimensions from top of girder to top of roadway slab. Set elevations for deck paving machine rails. 20. Establish traffic barrier and curb profile. 21. Profile all girders prior to the placement of any deadload or construction live load that may affect the girder's profile. 22. Establish locations for marine structures including fixed and floating berthing structures, vehicle and pedestrian foundations and spans, and marine -based buildings. The Contractor shall provide the Contracting Agency copies of any calculations and staking data when requested by the Engineer. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 87 of 31616 1 2 3 4 5 6 7 The Contractor shall submit the computed elevations at the top of bridge decks as a Type 2 Working Drawing. The elevations shall be computed at tenth points along the centerline of each girder web. The Contractor shall ensure a surveying accuracy within the following tolerances: 8 1. Stationing on structures 9 2. Alignment on structures 10 3. Superstructure elevations 11 12 13 4. Substructure 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Vertical Horizontal ±0.02 feet ±0.02 feet ±0.01 feet variation from plan elevation ±0.02 feet variation from Plan grades. Buried structures shall be within the tolerances described in Section 6-20.3. The Contracting Agency may spot-check the Contractor's surveying. These spot-checks will not change the requirements for normal checking by the Contractor. When staking the following items, the Contractor shall perform independent checks from different secondary control to ensure that the points staked for these items are within the specified survey accuracy tolerances: Piles Shafts Footings Columns The Contractor shall calculate coordinates for the points associated with piles, shafts, footings and columns. The Contracting Agency will verify these coordinates prior to issuing approval to the Contractor for commencing with the survey work. The Contracting Agency will require up to seven calendar days from the date the data is received to issuing approval. Contract work to be performed using contractor -provided stakes shall not begin until the stakes are approved by the Contracting Agency. Such approval shall not relieve the Contractor of responsibility for the accuracy of the stakes. Contractor Surveying - Roadway The Contractor shall be responsible for providing primary survey control, setting, maintaining, and resetting all alignment stakes, slope stakes, and grades necessary for the construction of the roadbed, drainage, surfacing, paving, channelization and pavement marking, illumination and signals, guardrails and barriers, and signing. Survey control data, calculations, surveying, and measuring required for setting and maintaining the necessary lines and grades shall be the Contractor's responsibility. The Contractor shall inform the Engineer when monuments are discovered that were not identified in the Plans and construction activity may disturb or damage the monuments. All monuments noted on the plans "DO NOT DISTURB" shall be protected throughout the length of the project or be replaced at the Contractors expense. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 88 of 31617 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Detailed survey records shall be maintained, including a description of the work performed on each shift, the methods utilized, and the control points used. The record shall be adequate to allow the survey to be reproduced. A copy of each day's record shall be provided to the Engineer within three working days after the end of the shift. The meaning of words and terms used in this provision shall be as listed in "Definitions of Surveying and Associated Terms" current edition, published by the American Congress on Surveying and Mapping and the American Society of Civil Engineers. The survey work shall include but not be limited to the following: Establish primary horizontal and vertical control and expand into secondary control by adding stakes and hubs as well as additional survey control needed for the project. Provide descriptions of secondary control to the Contracting Agency. The description shall include coordinates and elevations of all secondary control points. 2. Establish the centerlines of all alignments, by placing hubs, stakes, or marks on centerline or on offsets to centerline at all curve points (PCs, PTs, and PIS) and at points on the alignments spaced no further than 50 feet. 3. Establish clearing limits, placing stakes at all angle points and at intermediate points not more than 50 feet apart. The clearing and grubbing limits shall be 5 feet beyond the toe of a fill and 10 feet beyond the top of a cut unless otherwise shown in the Plans. 4. Establish grading limits, placing slope stakes at centerline increments not more than 50 feet apart. Establish offset reference to all slope stakes. If Global Positioning Satellite (GPS) Machine Controls are used to provide grade control, then slope stakes may be omitted at the discretion of the Contractor. 5. Establish the horizontal and vertical location of all drainage features, placing offset stakes to all drainage structures and to pipes at a horizontal interval not greater than 25 feet. 6. Establish roadbed and surfacing elevations by placing stakes at the top of subgrade and at the top of each course of surfacing. Subgrade and surfacing stakes shall be set at horizontal intervals not greater than 50 feet in tangent sections, 25 feet in curve sections with a radius less than 300 feet, and at 10- foot intervals in intersection radii with a radius less than 10 feet. Transversely, stakes shall be placed at all locations where the roadway slope changes and at additional points such that the transverse spacing of stakes is not more than 12 feet. If GPS Machine Controls are used to provide grade control, then roadbed and surfacing stakes may be omitted at the discretion of the Contractor. 7. Establish intermediate elevation benchmarks as needed to check work throughout the project. 8. Provide references for paving pins at 25-foot intervals or provide simultaneous surveying to establish location and elevation of paving pins as they are being placed. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 89 of 31618 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 9. For all other types of construction included in this provision, (including but not limited to channelization and pavement marking, illumination and signals, guardrails and barriers, and signing) provide staking and layout as necessary to adequately locate, construct, and check the specific construction activity. 10. Contractor shall determine if changes are needed to the profiles or roadway sections shown in the Contract Plans in order to achieve proper smoothness and drainage where matching into existing features, such as a smooth transition from new pavement to existing pavement. The Contractor shall submit these changes to the Engineer for review and approval 10 days prior to the beginning of work. The Contractor shall provide the Contracting Agency copies of any calculations and staking data when requested by the Engineer. The Contractor shall ensure a surveying accuracy within the following tolerances: Vertical Horizontal Slope stakes ±0.10 feet ±0.10 feet Subgrade grade stakes set 0.04 feet below grade ±0.01 feet ±0.5 feet (parallel to alignment) ±0.1 feet (normal to alignment) Stationing on roadway N/A ±0.1 feet Alignment on roadway N/A ±0.04 feet Surfacing grade stakes ±0.01 feet ±0.5 feet (parallel to alignment) ±0.1 feet (normal to alignment) Roadway paving pins for surfacing or paving ±0.01 feet ±0.2 feet (parallel to alignment) ±0.1 feet (normal to alignment) The Contracting Agency may spot-check the Contractor's surveying. These spot-checks will not change the requirements for normal checking by the Contractor. When staking roadway alignment and stationing, the Contractor shall perform independent checks from different secondary control to ensure that the points staked are within the specified survey accuracy tolerances. The Contractor shall calculate coordinates for the alignment. The Contracting Agency will verify these coordinates prior to issuing approval to the Contractor for commencing with the work. The Contracting Agency will require up to seven calendar days from the date the data is received. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 90 of 31619 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Contract work to be performed using contractor -provided stakes shall not begin until the stakes are approved by the Contracting Agency. Such approval shall not relieve the Contractor of responsibility for the accuracy of the stakes. Stakes shall be marked in accordance with Standard Plan A10.10. When stakes are needed that are not described in the Plans, then those stakes shall be marked, at no additional cost to the Contracting Agency as ordered by the Engineer. Contractor Surveying — ADA Features ADA Feature Staking Requirements The Contractor shall be responsible for setting, maintaining, and resetting all alignment stakes, and grades necessary for the construction of the ADA features. Calculations, surveying, and measuring required for setting and maintaining the necessary lines and grades shall be the Contractor's responsibility. The Contractor shall build the ADA features within the specifications in the Standard Plans and contract documents. ADA Feature Contract Compliance The Contractor shall be responsible for completing measurements to verify all ADA features comply with the Contract in the presence of the Engineer. ADA Feature As -Built Measurements The Contractor shall be responsible for providing the locations of each ADA feature. Final grades and lengths for each element of the constructed ADA feature shall be provided to the Engineer within 30 days of completion. Payment All costs to comply with this section for the completion of survey required to construct all elements of the project, unless otherwise stated, are incidental to the Contract and are the responsibility of the Contractor. The Contractor shall include all related costs in the unit Bid prices of the Contract. In the instance where an ADA feature does not meet accessibility requirements, all work to replace non -compliant work and then to measure, record the as -built measurements, and transmit the electronic forms to the Engineer shall be completed at no additional cost to the Contracting Agency. 1-05.7 Removal of Defective and Unauthorized Work (October 1, 2005 APWA GSP) Supplement this section with the following: If the Contractor fails to remedy defective or unauthorized work within the time specified in a written notice from the Engineer, or fails to perform any part of the work required by the Contract Documents, the Engineer may correct and remedy such work as may be identified in the written notice, with Contracting Agency forces or by such other means as the Contracting Agency may deem necessary. If the Contractor fails to comply with a written order to remedy what the Engineer determines to be an emergency situation, the Engineer may have the defective and unauthorized work corrected immediately, have the rejected work removed and replaced, or have work the Contractor refuses to perform completed by using Contracting Agency POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 91 of 31620 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 or other forces. An emergency situation is any situation when, in the opinion of the Engineer, a delay in its remedy could be potentially unsafe, or might cause serious risk of loss or damage to the public. Direct or indirect costs incurred by the Contracting Agency attributable to correcting and remedying defective or unauthorized work, or work the Contractor failed or refused to perform, shall be paid by the Contractor. Payment will be deducted by the Engineer from monies due, or to become due, the Contractor. Such direct and indirect costs shall include in particular, but without limitation, compensation for additional professional services required, and costs for repair and replacement of work of others destroyed or damaged by correction, removal, or replacement of the Contractor's unauthorized work. No adjustment in contract time or compensation will be allowed because of the delay in the performance of the work attributable to the exercise of the Contracting Agency's rights provided by this Section. The rights exercised under the provisions of this section shall not diminish the Contracting Agency's right to pursue any other avenue for additional remedy or damages with respect to the Contractor's failure to perform the work as required. 1-05.11 Final Inspection Delete this section and replace it with the following: 1-05.11 Final Inspections and Operational Testing (October 1, 2005 APWA GSP) 1-05.11(1) Substantial Completion Date When the Contractor considers the work to be substantially complete, the Contractor shall so notify the Engineer and request the Engineer establish the Substantial Completion Date. The Contractor's request shall list the specific items of work that remain to be completed in order to reach physical completion. The Engineer will schedule an inspection of the work with the Contractor to determine the status of completion. The Engineer may also establish the Substantial Completion Date unilaterally. If, after this inspection, the Engineer concurs with the Contractor that the work is substantially complete and ready for its intended use, the Engineer, by written notice to the Contractor, will set the Substantial Completion Date. If, after this inspection the Engineer does not consider the work substantially complete and ready for its intended use, the Engineer will, by written notice, so notify the Contractor giving the reasons therefor. Upon receipt of written notice concurring in or denying substantial completion, whichever is applicable, the Contractor shall pursue vigorously, diligently and without unauthorized interruption, the work necessary to reach Substantial and Physical Completion. The Contractor shall provide the Engineer with a revised schedule indicating when the Contractor expects to reach substantial and physical completion of the work. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 92 of 31621 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 The above process shall be repeated until the Engineer establishes the Substantial Completion Date and the Contractor considers the work physically complete and ready for final inspection. 1-05.11(2) Final Inspection and Physical Completion Date When the Contractor considers the work physically complete and ready for final inspection, the Contractor by written notice, shall request the Engineer to schedule a final inspection. The Engineer will set a date for final inspection. The Engineer and the Contractor will then make a final inspection and the Engineer will notify the Contractor in writing of all particulars in which the final inspection reveals the work incomplete or unacceptable. The Contractor shall immediately take such corrective measures as are necessary to remedy the listed deficiencies. Corrective work shall be pursued vigorously, diligently, and without interruption until physical completion of the listed deficiencies. This process will continue until the Engineer is satisfied the listed deficiencies have been corrected. If action to correct the listed deficiencies is not initiated within 7 days after receipt of the written notice listing the deficiencies, the Engineer may, upon written notice to the Contractor, take whatever steps are necessary to correct those deficiencies pursuant to Section 1-05.7. The Contractor will not be allowed an extension of contract time because of a delay in the performance of the work attributable to the exercise of the Engineer's right hereunder. Upon correction of all deficiencies, the Engineer will notify the Contractor and the Contracting Agency, in writing, of the date upon which the work was considered physically complete. That date shall constitute the Physical Completion Date of the contract, but shall not imply acceptance of the work or that all the obligations of the Contractor under the contract have been fulfilled. 1-05.11(3) Operational Testing It is the intent of the Contracting Agency to have at the Physical Completion Date a complete and operable system. Therefore when the work involves the installation of machinery or other mechanical equipment; street lighting, electrical distribution or signal systems; irrigation systems; buildings; or other similar work it may be desirable for the Engineer to have the Contractor operate and test the work for a period of time after final inspection but prior to the physical completion date. Whenever items of work are listed in the Contract Provisions for operational testing they shall be fully tested under operating conditions for the time period specified to ensure their acceptability prior to the Physical Completion Date. During and following the test period, the Contractor shall correct any items of workmanship, materials, or equipment which prove faulty, or that are not in first class operating condition. Equipment, electrical controls, meters, or other devices and equipment to be tested during this period shall be tested under the observation of the Engineer, so that the Engineer may determine their suitability for the purpose for which they were installed. The Physical Completion Date cannot be established until testing and corrections have been completed to the satisfaction of the Engineer. The costs for power, gas, labor, material, supplies, and everything else needed to successfully complete operational testing, shall be included in the unit contract prices related to the system being tested, unless specifically set forth otherwise in the proposal. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 93 of 31622 1 2 Operational and test periods, when required by the Engineer, shall not affect a 3 manufacturer's guaranties or warranties furnished under the terms of the contract. 4 5 6 1-05.13 Superintendents, Labor and Equipment of Contractor 7 (August 14, 2013 APWA GSP) 8 9 Delete the sixth and seventh paragraphs of this section. 10 11 1-05.15 Method of Serving Notices 12 (December 30, 2022 APWA GSP) 13 Revise the second paragraph to read: 14 15 All correspondence from the Contractor shall be directed to the Project Engineer. All 16 correspondence from the Contractor constituting any notification, notice of protest, notice 17 of dispute, or other correspondence constituting notification required to be furnished 18 under the Contract, must be in paper format, hand delivered or sent via mail delivery 19 service to the Project Engineer's office. Electronic copies such as a -mails or 20 electronically delivered copies of correspondence will not constitute such notice and will 21 not comply with the requirements of the Contract. 22 23 Add the following new section: 24 25 1-05.16 Water and Power 26 (October 1, 2005 APWA GSP) 27 28 The Contractor shall make necessary arrangements, and shall bear the costs for power 29 and water necessary for the performance of the work, unless the contract includes power 30 and water as a pay item. 31 32 Add the following new section: 33 34 1-05.18 Record Drawings 35 (March 8, 2013 APWA GSP) 36 37 The Contractor shall maintain one set of full size plans for Record Drawings, updated 38 with clear and accurate red -lined field revisions on a daily basis, and within 2 business 39 days after receipt of information that a change in Work has occurred. The Contractor 40 shall not conceal any work until the required information is recorded. 41 42 This Record Drawing set shall be used for this purpose alone, shall be kept separate 43 from other Plan sheets, and shall be clearly marked as Record Drawings. These Record 44 Drawings shall be kept on site at the Contractor's field office, and shall be available for 45 review by the Contracting Agency at all times. The Contractor shall bring the Record 46 Drawings to each progress meeting for review. 47 48 The preparation and upkeep of the Record Drawings is to be the assigned responsibility 49 of a single, experienced, and qualified individual. The quality of the Record Drawings, in 50 terms of accuracy, clarity, and completeness, is to be adequate to allow the Contracting 51 Agency to modify the computer -aided drafting (CAD) Contract Drawings to produce a POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 94 of 31623 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 complete set of Record Drawings for the Contracting Agency without further investigative effort by the Contracting Agency. The Record Drawing markups shall document all changes in the Work, both concealed and visible. Items that must be shown on the markups include but are not limited to: • Actual dimensions, arrangement, and materials used when different than shown in the Plans. • Changes made by Change Order or Field Order. • Changes made by the Contractor. • Accurate locations of storm sewer, sanitary sewer, water mains and other water appurtenances, structures, conduits, light standards, vaults, width of roadways, sidewalks, landscaping areas, building footprints, channelization and pavement markings, etc. Include pipe invert elevations, top of castings (manholes, inlets, etc.). If the Contract calls for the Contracting Agency to do all surveying and staking, the Contracting Agency will provide the elevations at the tolerances the Contracting Agency requires for the Record Drawings. When the Contract calls for the Contractor to do the surveying/staking, the applicable tolerance limits include, but are not limited to the following: As -built sanitary & storm invert and grate elevations As -built monumentation As -built waterlines, inverts, valves, hydrants As -built ponds/swales/water features As -built buildings (fin. Floor elev.) As -built gas lines, power, TV, Tel, Com As -built signs, signals, etc. Making Entries on the Record Drawings: Vertical Horizontal ± 0.01 foot ± 0.01 foot ± 0.001 foot ± 0.001 foot ± 0.10 foot ± 0.10 foot ± 0.10 foot ± 0.10 foot ± 0.01 foot ± 0.10 foot ± 0.10 foot ± 0.10 foot N/A ± 0.10 foot • Use erasable colored pencil (not ink) for all markings on the Record Drawings, conforming to the following color code: • Additions - Red • Deletions - Green • Comments - Blue • Dimensions- Graphite • Provide the applicable reference for all entries, such as the change order number, the request for information (RFI) number, or the approved shop drawing number. • Date all entries. • Clearly identify all items in the entry with notes similar to those in the Contract Drawings (such as pipe symbols, centerline elevations, materials, pipe joint abbreviations, etc.). POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 95 of 31624 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 The Contractor shall certify on the Record Drawings that said drawings are an accurate depiction of built conditions, and in conformance with the requirements detailed above. The Contractor shall submit final Record Drawings to the Contracting Agency. Contracting Agency acceptance of the Record Drawings is one of the requirements for achieving Physical Completion. Payment will be made for the following bid item: Record Drawings Lump Sum (Minimum Bid $ 2,000) Payment for this item will be made on a prorated monthly basis for work completed in accordance with this section up to 75% of the lump sum bid. The final 25% of the lump sum item will be paid upon submittal and approval of the completed Record Drawings set prepared in conformance with these Special Provisions. A minimum bid amount has been entered in the Bid Proposal for this item. The Contractor must bid at least that amount. Legal Relations and Responsibilities to the Public Laws to be Observed 1-07.1 Laws to be Observed (October 1, 2005 APWA GSP) Supplement this section with the following: In cases of conflict between different safety regulations, the more stringent regulation shall apply. The Washington State Department of Labor and Industries shall be the sole and paramount administrative agency responsible for the administration of the provisions of the Washington Industrial Safety and Health Act of 1973 (WISHA). The Contractor shall maintain at the project site office, or other well known place at the project site, all articles necessary for providing first aid to the injured. The Contractor shall establish, publish, and make known to all employees, procedures for ensuring immediate removal to a hospital, or doctor's care, persons, including employees, who may have been injured on the project site. Employees should not be permitted to work on the project site before the Contractor has established and made known procedures for removal of injured persons to a hospital or a doctor's care. The Contractor shall have sole responsibility for the safety, efficiency, and adequacy of the Contractor's plant, appliances, and methods, and for any damage or injury resulting from their failure, or improper maintenance, use, or operation. The Contractor shall be solely and completely responsible for the conditions of the project site, including safety for all persons and property in the performance of the work. This requirement shall apply continuously, and not be limited to normal working hours. The required or implied duty of the Engineer to conduct construction review of the Contractor's performance does not, and shall not, be intended to include review and adequacy of the Contractor's safety measures in, on, or near the project site. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 96 of 31625 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 (April 3, 2006) Confined Space Confined spaces are known to exist at the following locations: *** Sewer manholes and stormwater catch basins on Pottery Avenue and adjacent streets *** The Contractor shall be fully responsible for the safety and health of all on -site workers and compliant with Washington Administrative Code (WAC 296-809). The Contractor shall prepare and implement a confined space program for each of the confined spaces identified above. The Contractors Confined Space program shall be sent to the Contracting Agency at least 30 days prior to the Contractor beginning work in or adjacent to the confined space. No work shall be performed in or adjacent to the confined space until the plan is submitted to the Engineer as required. The Contractor shall communicate with the Engineer to ensure a coordinated effort for providing and maintaining a safe worksite for both the Contracting Agency's and Contractor's workers when working in or near a confined space. All costs to prepare and implement the confined space program shall be included in the bid prices for the various items associated with the confined space work. 1-07.2 State Taxes Delete this section, including its sub -sections, in its entirety and replace it with the following: 1-07.2 State Sales Tax (June 27, 2011 APWA GSP) The Washington State Department of Revenue has issued special rules on the State sales tax. Sections 1-07.2(1) through 1-07.2(3) are meant to clarify those rules. The Contractor should contact the Washington State Department of Revenue for answers to questions in this area. The Contracting Agency will not adjust its payment if the Contractor bases a bid on a misunderstood tax liability. The Contractor shall include all Contractor -paid taxes in the unit bid prices or other contract amounts. In some cases, however, state retail sales tax will not be included. Section 1-07.2(2) describes this exception. The Contracting Agency will pay the retained percentage (or release the Contract Bond if a FHWA-funded Project) only if the Contractor has obtained from the Washington State Department of Revenue a certificate showing that all contract -related taxes have been paid (RCW 60.28.051). The Contracting Agency may deduct from its payments to the Contractor any amount the Contractor may owe the Washington State Department of Revenue, whether the amount owed relates to this contract or not. Any amount so deducted will be paid into the proper State fund. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 97 of 31626 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 1-07.2(1) State Sales Tax — Rule 171 WAC 458-20-171, and its related rules, apply to building, repairing, or improving streets, roads, etc., which are owned by a municipal corporation, or political subdivision of the state, or by the United States, and which are used primarily for foot or vehicular traffic. This includes storm or combined sewer systems within and included as a part of the street or road drainage system and power lines when such are part of the roadway lighting system. For work performed in such cases, the Contractor shall include Washington State Retail Sales Taxes in the various unit bid item prices, or other contract amounts, including those that the Contractor pays on the purchase of the materials, equipment, or supplies used or consumed in doing the work. 1-07.2(2) State Sales Tax — Rule 170 WAC 458-20-170, and its related rules, apply to the constructing and repairing of new or existing buildings, or other structures, upon real property. This includes, but is not limited to, the construction of streets, roads, highways, etc., owned by the state of Washington; water mains and their appurtenances; sanitary sewers and sewage disposal systems unless such sewers and disposal systems are within, and a part of, a street or road drainage system; telephone, telegraph, electrical power distribution lines, or other conduits or lines in or above streets or roads, unless such power lines become a part of a street or road lighting system; and installing or attaching of any article of tangible personal property in or to real property, whether or not such personal property becomes a part of the realty by virtue of installation. For work performed in such cases, the Contractor shall collect from the Contracting Agency, retail sales tax on the full contract price. The Contracting Agency will automatically add this sales tax to each payment to the Contractor. For this reason, the Contractor shall not include the retail sales tax in the unit bid item prices, or in any other contract amount subject to Rule 170, with the following exception. Exception: The Contracting Agency will not add in sales tax for a payment the Contractor or a subcontractor makes on the purchase or rental of tools, machinery, equipment, or consumable supplies not integrated into the project. Such sales taxes shall be included in the unit bid item prices or in any other contract amount. 1-07.2(3) Services The Contractor shall not collect retail sales tax from the Contracting Agency on any contract wholly for professional or other services (as defined in Washington State Department of Revenue Rules 138 and 244). Air Quality Asbestos Containing Material Section 1-07.5(4)C is supplemented with the following: (October 4, 2021) Asbestos Good Faith Investigation An asbestos Good Faith Investigation (GFI) has been conducted for this project and it has been determined that known Asbestos Containing Material (ACM), POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 98 of 31627 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 and/or Presumed Asbestos Containing Material (PACM), will be disturbed by the work on this project. The asbestos GFI has been provided in Appendix *** C ***. 1-07.6 Permits and Licenses Supplement this section with the following: In addition to the specifications provided herein, any work by the Contractor within WSDOT right-of-way to complete the Work for this project shall also conform to the special provisions set forth in the WSDOT Utility Accommodation Permit and Provisions associated with this project. Special provisions and required noticing to WSDOT representatives can be found in Appendix E of the Contract. Utilities and Similar Facilities Section 1-07.17 is supplemented with the following: (April 2, 2007) Locations and dimensions shown in the Plans for existing facilities are in accordance with available information obtained without uncovering, measuring, or other verification. The following addresses and telephone numbers of utility companies known or suspected of having facilities within the project limits are supplied for the Contractor's convenience: *** Water and Sewer — City of Port Orchard Gas — Cascade Natural Gas, 360-204-6732 or 360-328-6845 Electric — PSE, 1-888-225-5773 Telephone — Century Link, 1-800-283-4237 Cable — Comcast, 503-399-4494 Cable —Astound, 1-800-928-3123 Cable — Convergence Technologies, 360-405-1231 Cable — Kitsap County PUD, 360-779-7656 *** (October 3, 2022) Locations and dimensions shown in the Plans for existing facilities are in accordance with available information obtained without uncovering, measuring, or other verification. Public and private utilities, or their Contractors, will furnish all work necessary to adjust, relocate, replace, or construct their facilities unless otherwise provided for in the Plans or these Special Provisions. Such adjustment, relocation, replacement, or construction will be done during the prosecution of the work for this project. It is anticipated that utility adjustment, relocation, replacement, or construction within the project limits will be completed as follows: *** Relocating existing pedestals (2) on west side of Pottery Avenue between Lippert Drive and Sage Street and at Sunset Lane intersection. Anticipated time of completion: 5 working days. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 99 of 31628 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Relocating existing utility poles (4) on west side of Pottery Avenue between Lippert Drive and Sage Street, between May Street and Sunset Lane, and at Sunset Lane intersection. Anticipated time of completion: 5 working days. Gas line monitoring in multiple locations along Pottery Avenue. *** The Contractor shall attend a mandatory utility preconstruction meeting with the Engineer, all affected subcontractors, and all utility owners and their Contractors prior to beginning onsite work. The following addresses and telephone numbers of utility companies or their Contractors that will be adjusting, relocating, replacing or constructing utilities within the project limits are supplied for the Contractor's use: *** Electric — PSE — Errol Burgos, Errol.burgos@pse.com, 425-324-5341 Telephone — Century Link, 1-800-283-4237 Gas — Cascade Natural Gas — Chester Butler, chester.butler@cngc.com, 360- 204-6732 or 360-328-6845 *** *** Contractor shall coordinate with PSE and Century Link regarding utility relocation requirements prior to installing improvements. Cascade Natural Gas has a 4" and 6" gas mains that will require a monitor onsite when excavating: East side of Pottery Avenue north of the SR 16 overpass West side of Sidney Road near SW Hovde Road and across intersection Across the intersection of SW Berry Lake Road and Sidney Road SW *** Public Liability and Property Damage Insurance Insurance Provider Requirements Section 1-07.18(1) is supplemented with the following: (March 9, 2023) Under no circumstances shall a wrap up policy be obtained, for either initiating or maintaining coverage, to satisfy insurance requirements for any policy required under this section. A wrap up policy is defined as an insurance agreement or arrangement under which all the parties working on a specified or designated project are insured under one policy for liability arising out of that specified or designated project. Required Insurance Policies Public Convenience and Safety Construction Under Traffic Section 1-07.23(1) is supplemented with the following: (******) Lane, ramp, shoulder, and roadway closures are subject to the following restrictions: POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 100 of 3199 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 *** Contractor shall provide traffic control plans for approval by the Engineer no less than 10 business days prior to installation of traffic control. Portable changeable message signs shall be utilized a minimum of three days prior to construction informing the public of construction related traffic impacts. Impacts to traffic shall be minimized to the maximum extent possible during school arrival and dismissal times. The Contractor shall coordinate with the South Kitsap School District to determine these times and shall phase work so that traffic impacts during school pickup and drop off are minimized. Work affecting pedestrian access routes to Cedar Heights Middle School shall be phased so that a minimum of one accessible route is provided for pedestrian use at all times. School bus access shall be maintained at all times. *** If the Engineer determines the permitted closure hours adversely affect traffic, the Engineer may adjust the hours accordingly. The Engineer will notify the Contractor in writing of any change in the closure hours. Exceptions to these restrictions are listed below and when applicable take precedence over closures listed above. The Engineer may also consider on a case -by -case basis additional exceptions following a written request by the Contractor. Lane, ramp, shoulder, and roadway closures are not allowed on any of the following: A holiday, 2. A holiday weekend; holidays that Monday are considered a holiday Saturday, Sunday, and the holiday. occur on Friday, Saturday, Sunday or weekend. A holiday weekend includes Traffic Delays When Automated Flagger Assistance Devices (AFADs) or flaggers are used to control traffic, traffic shall not be stopped for more than *** 5 *** minutes at any time. All traffic congestion shall be allowed to clear before traffic is delayed again. If the delay becomes greater than *** 10 *** minutes, the Contractor shall immediately begin to take action to cease the operations that are causing the delays. If the *** 10 *** minute delay limit has been exceeded, as determined by the Engineer, the Contractor shall provide to the Engineer, a written proposal to revise his work operations to meet the *** 10 *** minute limit. This proposal shall be accepted by the Engineer prior to resuming any work requiring traffic control. There shall be no delay to medical, fire, or other emergency vehicles. The Contractor shall alert all flaggers and personnel of this requirement. General Restrictions Construction vehicles using a closed traffic lane shall travel only in the normal direction of traffic flow unless expressly allowed in an accepted traffic control plan. Construction vehicles shall be equipped with flashing or rotating amber lights. No two consecutive on -ramps, off -ramps, or intersections shall be closed at the same time and only one ramp at an interchange shall be closed, unless specifically shown in the Plans. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 101 of 3190 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Roads or ramps that are designated as part of a detour shall not be closed or restricted during the implementation of that detour, unless specifically shown in the Plans. Controlled Access No special access or egress shall be allowed by the Contractor other than normal legal movements or as shown in the Plans. Contractor's vehicles of 10,000 GVW or greater shall not exit or enter a lane open to public traffic except as follows: Egress and ingress shall only occur during the hours of allowable lane closures, and: For exiting an open lane of traffic, by decelerating in a lane that is closed during the allowable hours for lane closures. 2. For entering an open lane of traffic, by accelerating in a closed lane during the allowable hours for lane closures. Traffic control vehicles are excluded from the gross vehicle weight requirement. If placing construction signs will restrict traveled lanes, then the work will be permitted during the hours of allowable lane closures. Advance Notification The Contractor shall notify the Engineer in writing of any traffic impacts related to lane closure, shoulder closure, sidewalk closure, or any combination for the week by 12:00 p.m. (noon) Wednesday the week prior to the stated impacts. The Contractor shall notify the Engineer in writing ten working days in advance of any traffic impacts related to full roadway closure, ramp closure, or both. The Contractor shall notify the Engineer in writing of any changes to the stated traffic impacts a minimum of 48 hours prior to the traffic impacts. Rights of Way 1-07.24 Rights of Way (July 23, 2015 APWA GSP) Delete this section and replace it with the following: Street Right of Way lines, limits of easements, and limits of construction permits are indicated in the Plans. The Contractor's construction activities shall be confined within these limits, unless arrangements for use of private property are made. Generally, the Contracting Agency will have obtained, prior to bid opening, all rights of way and easements, both permanent and temporary, necessary for carrying out the work. Exceptions to this are noted in the Bid Documents or will be brought to the Contractor's attention by a duly issued Addendum. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 102 of 3191 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 Whenever any of the work is accomplished on or through property other than public Right of Way, the Contractor shall meet and fulfill all covenants and stipulations of any easement agreement obtained by the Contracting Agency from the owner of the private property. Copies of the easement agreements may be included in the Contract Provisions or made available to the Contractor as soon as practical after they have been obtained by the Engineer. Whenever easements or rights of entry have not been acquired prior to advertising, these areas are so noted in the Plans. The Contractor shall not proceed with any portion of the work in areas where right of way, easements or rights of entry have not been acquired until the Engineer certifies to the Contractor that the right of way or easement is available or that the right of entry has been received. If the Contractor is delayed due to acts of omission on the part of the Contracting Agency in obtaining easements, rights of entry or right of way, the Contractor will be entitled to an extension of time. The Contractor agrees that such delay shall not be a breach of contract. Each property owner shall be given 48 hours notice prior to entry by the Contractor. This includes entry onto easements and private property where private improvements must be adjusted. The Contractor shall be responsible for providing, without expense or liability to the Contracting Agency, any additional land and access thereto that the Contractor may desire for temporary construction facilities, storage of materials, or other Contractor needs. However, before using any private property, whether adjoining the work or not, the Contractor shall file with the Engineer a written permission of the private property owner, and, upon vacating the premises, a written release from the property owner of each property disturbed or otherwise interfered with by reasons of construction pursued under this contract. The statement shall be signed by the private property owner, or proper authority acting for the owner of the private property affected, stating that permission has been granted to use the property and all necessary permits have been obtained or, in the case of a release, that the restoration of the property has been satisfactorily accomplished. The statement shall include the parcel number, address, and date of signature. Written releases must be filed with the Engineer before the Completion Date will be established. Prosecution and Progress 1-08 PROSECUTION AND PROGRESS Add the following new section: 1-08.0 Preliminary Matters (May 25, 2006 APWA GSP) Add the following new section: 1-08.0(1) Preconstruction Conference (October 10, 2008 APWA GSP) POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 103 of 31 @2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 Prior to the Contractor beginning the work, a preconstruction conference will be held between the Contractor, the Engineer and such other interested parties as may be invited. The purpose of the preconstruction conference will be: 1. To review the initial progress schedule; 2. To establish a working understanding among the various parties associated or affected by the work; 3. To establish and review procedures for progress payment, notifications, approvals, submittals, etc.; 4. To establish normal working hours for the work; 5. To review safety standards and traffic control; and 6. To discuss such other related items as may be pertinent to the work. The Contractor shall prepare and submit at the preconstruction conference the following: 1. A breakdown of all lump sum items; 2. A preliminary schedule of working drawing submittals; and 3. A list of material sources for approval if applicable. Add the following new section: 1-08.0(2) Hours of Work (December 8, 2014 APWA GSP) Except in the case of emergency or unless otherwise approved by the Engineer, the normal working hours for the Contract shall be any consecutive 8-hour period between 7:00 a.m. and 6:00 p.m. Monday through Friday, exclusive of a lunch break. If the Contractor desires different than the normal working hours stated above, the request must be submitted in writing prior to the preconstruction conference, subject to the provisions below. The working hours for the Contract shall be established at or prior to the preconstruction conference. All working hours and days are also subject to local permit and ordinance conditions (such as noise ordinances). If the Contractor wishes to deviate from the established working hours, the Contractor shall submit a written request to the Engineer for consideration. This request shall state what hours are being requested, and why. Requests shall be submitted for review no later than 5 days prior to the day(s) the Contractor is requesting to change the hours. If the Contracting Agency approves such a deviation, such approval may be subject to certain other conditions, which will be detailed in writing. For example: On non -Federal aid projects, requiring the Contractor to reimburse the Contracting Agency for the costs in excess of straight -time costs for Contracting Agency representatives who worked during such times. (The Engineer may require designated representatives to be present during the work. Representatives who may be deemed necessary by the Engineer include, but are not limited to: survey crews; personnel from the Contracting Agency's material testing lab; inspectors; and other Contracting Agency employees or third party consultants when, in the opinion of the Engineer, such work necessitates their presence.) POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 104 of 31 @3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 2. Considering the work performed on Saturdays, Sundays, and holidays as working days with regard to the contract time. 3. Considering multiple work shifts as multiple working days with respect to contract time even though the multiple shifts occur in a single 24-hour period. 4. If a 4-10 work schedule is requested and approved the nonworking day for the week will be charged as a working day. 5. If Davis Bacon wage rates apply to this Contract, all requirements must be met and recorded properly on certified payroll 1-08.1(7)A Payment Certification (December 30, 2022 APWA GSP) Delete this section. Progress Schedule Progress Schedule Types 1-08.3(2)B Type B Progress Schedule (December 30, 2022 APWA GSP) Revise the first paragraph to read: The Contractor shall submit a preliminary Type B Progress Schedule at or prior to the preconstruction conference. The preliminary Type B Progress Schedule shall comply with all of these requirements and the requirements of Section 1-08.3(1), except that it may be limited to only those activities occurring within the first 60-working days of the project. Revise the first sentence of the second paragraph to read: The Contractor shall submit one electronic copy of a Type B Progress Schedule depicting the entire project no later than 21-calendar days after the preconstruction conference. Prosecution of Work 1-08.4 Prosecution of Work Delete this section and replace it with the following: 1-08.4 Notice to Proceed and Prosecution of Work (July 23, 2015 APWA GSP) Notice to Proceed will be given after the contract has been executed and the contract bond and evidence of insurance have been approved and filed by the Contracting Agency. The Contractor shall not commence with the work until the Notice to Proceed has been given by the Engineer. The Contractor shall commence construction activities on the project site within ten days of the Notice to Proceed Date, unless otherwise approved in writing. The Contractor shall diligently pursue the work to the physical POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 105 of 31 @4 1 completion date within the time specified in the contract. Voluntary shutdown or slowing 2 of operations by the Contractor shall not relieve the Contractor of the responsibility to 3 complete the work within the time(s) specified in the contract. 4 5 When shown in the Plans, the first order of work shall be the installation of high visibility 6 fencing to delineate all areas for protection or restoration, as described in the Contract. 7 Installation of high visibility fencing adjacent to the roadway shall occur after the 8 placement of all necessary signs and traffic control devices in accordance with 1-10.1(2). 9 Upon construction of the fencing, the Contractor shall request the Engineer to inspect the 10 fence. No other work shall be performed on the site until the Contracting Agency has 11 accepted the installation of high visibility fencing, as described in the Contract. 12 13 Time for Completion 14 15 1-08.5 Time for Completion 16 (December 30, 2022 APWA GSP, Option A) 17 18 19 Revise the third and fourth paragraphs to read: 20 21 Contract time shall begin on the first working day following the Notice to Proceed Date. 22 23 Each working day shall be charged to the contract as it occurs, until the contract work is 24 physically complete. If substantial completion has been granted and all the authorized 25 working days have been used, charging of working days will cease. Each week the 26 Engineer will provide the Contractor a statement that shows the number of working days: 27 (1) charged to the contract the week before; (2) specified for the physical completion of 28 the contract; and (3) remaining for the physical completion of the contract. The statement 29 will also show the nonworking days and all partial or whole days the Engineer declares 30 as unworkable The statement will be identified as a Written Determination by the 31 Engineer. If the Contractor does not agree with the Written Determination of working 32 days, the Contractor shall pursue the protest procedures in accordance with Section 1- 33 04.5. By failing to follow the procedures of Section 1-04.5, the Contractor shall be 34 deemed as having accepted the statement as correct. If the Contractor is approved to 35 work 10 hours a day and 4 days a week (a 4-10 schedule) and the fifth day of the week 36 in which a 4-10 shift is worked would ordinarily be charged as a working day then the 37 fifth day of that week will be charged as a working day whether or not the Contractor 38 works on that day. 39 40 Revise the sixth paragraph to read: 41 42 The Engineer will give the Contractor written notice of the completion date of the contract 43 after all the Contractor's obligations under the contract have been performed by the 44 Contractor. The following events must occur before the Completion Date can be 45 established: 46 1. The physical work on the project must be complete; and 47 2. The Contractor must furnish all documentation required by the contract and required 48 by law, to allow the Contracting Agency to process final acceptance of the contract. 49 The following documents must be received by the Project Engineer prior to 50 establishing a completion date: 51 a. Certified Payrolls (per Section 1-07.9(5)). POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 106 of 3195 b. Material Acceptance Certification Documents 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 c. Monthly Reports of Amounts Credited as DBE Participation, as required by the Contract Provisions. d. Final Contract Voucher Certification e. Copies of the approved "Affidavit of Prevailing Wages Paid" for the Contractor and all Subcontractors f. A copy of the Notice of Termination sent to the Washington State Department of Ecology (Ecology); the elapse of 30 calendar days from the date of receipt of the Notice of Termination by Ecology; and no rejection of the Notice of Termination by Ecology. This requirement will not apply if the Construction Stormwater General Permit is transferred back to the Contracting Agency in accordance with Section 8-01.3(16). g. Property owner releases per Section 1-07.24 Liquidated Damages 1-08.9 Liquidated Damages (March 3, 2021 APWA GSP, Option 8) Revise the second and third paragraphs to read: Accordingly, the Contractor agrees: To pay (according to the following formula) liquidated damages for each working day beyond the number of working days established for Physical Completion, and 2. To authorize the Engineer to deduct these liquidated damages from any money due or coming due to the Contractor. Liquidated Damages Formula LD=0.15C/T Where: LD = liquidated damages per working day (rounded to the nearest dollar) C = original Contract amount T = original time for Physical Completion When the Contract Work has progressed to Substantial Completion as defined in the Contract, the Engineer may determine the Contract Work is Substantially Complete. The Engineer will notify the Contractor in writing of the Substantial Completion Date. For overruns in Contract time occurring after the date so established, the formula for liquidated damages shown above will not apply. For overruns in Contract time occurring after the Substantial Completion Date, liquidated damages shall be assessed on the basis of direct engineering and related costs assignable to the project until the actual Physical Completion Date of all the Contract Work. The Contractor shall complete the remaining Work as promptly as possible. Upon request by the Project Engineer, the POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 107 of 31 @6 1 Contractor shall furnish a written schedule for completing the physical Work on the 2 Contract. 3 4 Payments 5 6 1-09.9 Payments 7 (March 13, 2012 APWA GSP) 8 9 Supplement this section with the following: 10 11 Lump sum item breakdowns are not required when the bid price for the lump sum item is 12 less than $20,000. 13 14 1-09.9 Payments 15 (December 30, 2022 APWA GSP) 16 17 Section 1-09.9 is revised to read: 18 19 The basis of payment will be the actual quantities of Work performed according to the 20 Contract and as specified for payment. 21 22 The Contractor shall submit a breakdown of the cost of lump sum bid items at the 23 Preconstruction Conference, to enable the Project Engineer to determine the Work 24 performed on a monthly basis. A breakdown is not required for lump sum items that 25 include a basis for incremental payments as part of the respective Specification. Absent 26 a lump sum breakdown, the Project Engineer will make a determination based on 27 information available. The Project Engineer's determination of the cost of work shall be 28 final. 29 30 Progress payments for completed work and material on hand will be based upon 31 progress estimates prepared by the Engineer. A progress estimate cutoff date will be 32 established at the preconstruction conference. 33 34 The initial progress estimate will be made not later than 30 days after the Contractor 35 commences the work, and successive progress estimates will be made every month 36 thereafter until the Completion Date. Progress estimates made during progress of the 37 work are tentative, and made only for the purpose of determining progress payments. 38 The progress estimates are subject to change at any time prior to the calculation of the 39 final payment. 40 41 The value of the progress estimate will be the sum of the following: 42 1. Unit Price Items in the Bid Form — the approximate quantity of acceptable units of 43 work completed multiplied by the unit price. 44 2. Lump Sum Items in the Bid Form — based on the approved Contractor's lump sum 45 breakdown for that item, or absent such a breakdown, based on the Engineer's 46 determination. 47 3. Materials on Hand — 100 percent of invoiced cost of material delivered to Job site 48 or other storage area approved by the Engineer. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 108 of 31 @7 1 4. Change Orders — entitlement for approved extra cost or completed extra work as 2 determined by the Engineer. 3 4 Progress payments will be made in accordance with the progress estimate less: 5 1. Retainage per Section 1-09.9(1), on non FHWA-funded projects; 6 2. The amount of progress payments previously made; and 7 3. Funds withheld by the Contracting Agency for disbursement in accordance with the 8 Contract Documents. 9 10 Progress payments for work performed shall not be evidence of acceptable performance 11 or an admission by the Contracting Agency that any work has been satisfactorily 12 completed. The determination of payments under the contract will be final in accordance 13 with Section 1-05.1. 14 15 Failure to perform obligations under the Contract by the Contractor may be decreed by the 16 Contracting Agency to be adequate reason for withholding any payments until compliance 17 is achieved. 18 19 Upon completion of all Work and after final inspection (Section 1-05.11), the amount due 20 the Contractor under the Contract will be paid based upon the final estimate made by the 21 Engineer and presentation of a Final Contract Voucher Certification to be signed by the 22 Contractor. The Contractor's signature on such voucher shall be deemed a release of all 23 claims of the Contractor unless a Certified Claim is filed in accordance with the 24 requirements of Section 1-09.11 and is expressly excepted from the Contractor's 25 certification on the Final Contract Voucher Certification. The date the Contracting Agency 26 signs the Final Contract Voucher Certification constitutes the final acceptance date 27 (Section 1-05.12). 28 29 If the Contractor fails, refuses, or is unable to sign and return the Final Contract Voucher 30 Certification or any other documentation required for completion and final acceptance of 31 the Contract, the Contracting Agency reserves the right to establish a Completion Date (for 32 the purpose of meeting the requirements of RCW 60.28) and unilaterally accept the 33 Contract. Unilateral final acceptance will occur only after the Contractor has been provided 34 the opportunity, by written request from the Engineer, to voluntarily submit such 35 documents. If voluntary compliance is not achieved, formal notification of the impending 36 establishment of a Completion Date and unilateral final acceptance will be provided by 37 email with delivery confirmation from the Contracting Agency to the Contractor, which will 38 provide 30 calendar days for the Contractor to submit the necessary documents. The 30 39 calendar day period will begin on the date the email with delivery confirmation is received 40 by the Contractor. The date the Contracting Agency unilaterally signs the Final Contract 41 Voucher Certification shall constitute the Completion Date and the final acceptance date 42 (Section 1-05.12). The reservation by the Contracting Agency to unilaterally accept the 43 Contract will apply to Contracts that are Physically Completed in accordance with Section 44 1-08.5, or for Contracts that are terminated in accordance with Section 1-08.10. Unilateral 45 final acceptance of the Contract by the Contracting Agency does not in any way relieve 46 the Contractor of their responsibility to comply with all Federal, State, tribal, or local laws, 47 ordinances, and regulations that affect the Work under the Contract. 48 49 Payment to the Contractor of partial estimates, final estimates, and retained percentages 50 shall be subject to controlling laws. 51 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 109 of 3198 1 1-10 Temporary Traffic Control 2 3 1-10.2 Traffic Control Management 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 1-10.2(1) General Section 1-10.2(1) is supplemented with the following: 42 43 44 45 46 47 1-10.4 48 (October 3, 2022) The Traffic Control Supervisor shall be certified by one of the following: The Northwest Laborers -Employers Training Trust 27055 Ohio Ave. Kingston, WA 98346 (360) 297-3035 https://www.nwlett.edu Evergreen Safety Council 12545 135th Ave. N E Kirkland, WA 98034-8709 1-800-521-0778 https://www.esc.org The American Traffic Safety Services Association 15 Riverside Parkway, Suite 100 Fredericksburg, Virginia 22406-1022 Training Dept. Toll Free (877) 642-4637 Phone: (540) 368-1701 https://atssa.com/training Integrity Safety 13912 NE 20th Ave. Vancouver, WA 98686 (360)574-6071 https://www.integritVsafetV.com US Safety Alliance (904) 705-5660 https://www.ussafetyalliance.com K&D Services Inc. 2719 Rockefeller Ave. Everett, WA 98201 (800) 343-4049 https://www. knd services. net Measurement 49 1-10.4(1) Lump Sum Bid for Project (No Unit Items) 50 51 Section 1-10.4(1) is supplemented with the following: 52 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 110 of 3199 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 (August 2, 2004) The proposal contains the item "Project Temporary Traffic Control", lump sum. The provisions of Section 1-10.4(1) shall apply. Division 2 Earthwork 2-02 Removal of Structures and Obstructions 2-02.1 Description Section 2-02.1 is supplemented with the following: (October 4, 2021) Removal and Disposal of Asbestos Material This work shall consist of removing, handling, and disposing of Asbestos Containing Material and Presumed Asbestos Containing Material identified in the Good Faith Investigation (GFI). The Contractor shall remove and dispose of asbestos in any and all areas as identified in the GFI. 2-02.3 Construction Requirements Section 2-02.3 is supplemented with the following: (September 7, 2021) Removal of Obstructions The following miscellaneous Obstructions shall be removed and disposed of: *** Valve Box 4 each Water Meter Box 8 each Manhole Top Section 1 each *** (October 4, 2021) Removal and Disposal of Asbestos Material Prior to performance of any contract work, the Contractor shall obtain all permits from and provide notification to, the Washington State Department of Labor and Industries, the Washington State Department of Ecology, the local clean air agency, and other permitting and regulatory agencies with jurisdiction over the work involving asbestos as the laws, rules, and regulations require. Prior to commencing asbestos related work, the Contractor shall submit as a Type 1 Working Drawing any and all written verification of approvals and notifications that have been given and/or obtained from the required jurisdictional agencies. The Contractor shall include a schedule of activities for all work involving asbestos removal as part of the Type 1 Working Drawing. Asbestos related work shall also be shown on the Contractor's project progress schedule. The Contractor shall designate a Washington State Certified Asbestos Supervisor (CAS), certified in accordance with WAC 295-65-012, to supervise the asbestos removal and to ensure that the handling and removal of asbestos is accomplished by certified asbestos workers, pursuant to Washington State Department of Labor and Industries standards. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 111 of 3140 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 The Contractor shall ensure that the removal and disposal of asbestos meets the requirements of EPA regulation 40 CFR Part 61, local health department regulations, and all other applicable regulations. The Contractor shall ensure the safety of all workers, visitors to the site, and the public in accordance with all applicable laws, rules, and regulations. 2-02.5 Payment Section 2-02.5 is supplemented with the following: (September 30, 1996) "Removal and Disposal of Asbestos Material", lump sum. 2-03 Roadway Excavation and Embankment 2-03.4 Measurement Section 2-03.4 is supplemented with the following: (March 13, 1995) Only one determination of the original ground elevation will be made on this project. Measurement for roadway excavation and embankment will be based on the original ground elevations recorded previous to the award of this contract. If discrepancies are discovered in the ground elevations which will materially affect the quantities of earthwork, the original computations of earthwork quantities will be adjusted accordingly. Earthwork quantities will be computed, either manually or by means of electronic data processing equipment, by use of the average end area method or by the finite element analysis method utilizing digital terrain modeling techniques. Copies of the ground cross-section notes will be available for the bidder's inspection, before the opening of bids, at the Engineer's office and at the Region office. Upon award of the contract, copies of the original ground cross -sections will be furnished to the successful bidder on request to the Engineer. Division 5 Surface Treatments and Pavements Hot Mix Asphalt 5-04 Hot Mix Asphalt (January 31, 2023 APWA GSP) Delete Section 5-04, Hot Mix Asphalt, and replace it with the following: 5-04.1 Description POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 112 of 3141 1 This Work shall consist of providing and placing one or more layers of plant -mixed hot 2 mix asphalt (HMA) on a prepared foundation or base in accordance with these 3 Specifications and the lines, grades, thicknesses, and typical cross -sections shown 4 in the Plans. The manufacture of HMA may include warm mix asphalt (WMA) processes 5 in accordance with these Specifications. WMA processes include organic additives, 6 chemical additives, and foaming. 7 8 HMA shall be composed of asphalt binder and mineral materials as may be required, 9 mixed in the proportions specified to provide a homogeneous, stable, 10 and workable mixture. 11 12 5-04.2 Materials 13 Materials shall meet the requirements of the following sections: 14 Asphalt Binder 9-02.1(4) 15 Cationic Emulsified Asphalt 9-02.1(6) 16 Anti -Stripping Additive 9-02.4 17 HMA Additive 9-02.5 18 Aggregates 9-03.8 19 Recycled Asphalt Pavement (RAP) 9-03.8(3)B, 9-03.21 20 Reclaimed Asphalt Shingles (RAS) 9-03.8(3)B, 9-03.21 21 Mineral Filler 9-03.8(5) 22 Recycled Material 9-03.21 23 24 The Contract documents may establish that the various mineral materials required for 25 the manufacture of HMA will be furnished in whole or in part by the Contracting Agency. 26 If the documents do not establish the furnishing of any of these mineral materials by the 27 Contracting Agency, the Contractor shall be required to furnish such materials in the 28 amounts required for the designated mix. Mineral materials include coarse and fine 29 aggregates, and mineral filler. 30 31 The Contractor may choose to utilize recycled asphalt pavement (RAP) in the production 32 of HMA. The RAP may be from pavements removed under the Contract, if any, or 33 pavement material from an existing stockpile. 34 35 The Contractor may use up to 20 percent RAP by total weight of HMA with no additional 36 sampling or testing of the RAP. 37 38 If the Contractor wishes to utilize High RAP/Any RAS, the design must be listed on the 39 WSDOT Qualified Products List (QPL). 40 41 The grade of asphalt binder shall be as required by the Contract. Blending of asphalt 42 binder from different sources is not permitted. 43 44 The Contractor may only use warm mix asphalt (WMA) processes in the production of 45 HMA with 20 percent or less RAP by total weight of HMA. The Contractor shall submit to 46 the Engineer for approval the process that is proposed and how it will be used in the 47 manufacture of HMA. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 113 of 3142 2 Production of aggregates shall comply with the requirements of Section 3-01. 3 Preparation of stockpile site, the stockpiling of aggregates, and the removal of 4 aggregates from stockpiles shall comply with the requirements of Section 3-02. 5 6 5-04.2(1) How to Get an HMA Mix Design on the QPL 7 If the Contractor wishes to submit a mix design for inclusion in the Qualified Products List 8 (QPL), please follow the WSDOT process outlined in Standard Specification 5-04.2(1). 9 10 5-04.2(1)A Vacant 11 12 5-04.2(2) Mix Design - Obtaining Project Approval 13 No paving shall begin prior to the approval of the mix design by the Engineer. 14 15 Nonstatistical evaluation will be used for all HMA not designated as Commercial HMA 16 in the Contract documents. 17 18 Commercial evaluation will be used for Commercial HMA and for other classes of HMA 19 in the following applications: sidewalks, road approaches, ditches, slopes, paths, trails, 20 gores, prelevel, temporary pavement, and pavement repair. Other nonstructural 21 applications of HMA accepted by commercial evaluation shall be as approved by the 22 Project Engineer. Sampling and testing of HMA accepted by commercial evaluation will 23 be at the option of the Project Engineer. The Proposal quantity of HMA that is accepted 24 by commercial evaluation will be excluded from the quantities used in the determination 25 of nonstatistical evaluation. 26 27 Nonstatistical Mix Design. Fifteen days prior to the first day of paving the Contractor 28 shall provide one of the following mix design verification certifications for Contracting 29 Agency review; 30 31 . The WSDOT Mix Design Evaluation Report from the current WSDOT QPL, or 32 one of the mix design verification certifications listed below. 33 • The proposed HMA mix design on WSDOT Form 350-042 with the seal and 34 certification (stamp & signature) of a valid licensed Washington State 35 Professional Engineer. 36 • The Mix Design Report for the proposed HMA mix design developed by a 37 qualified City or County laboratory that is within one year of the approval date. 38 39 The mix design shall be performed by a lab accredited by a national authority such as 40 Laboratory Accreditation Bureau, L-A-B for Construction Materials Testing, The 41 Construction Materials Engineering Council (CMEC's) ISO 17025 or AASHTO 42 Accreditation Program (AAP) and shall supply evidence of participation in the AASHTO: 43 resource proficiency sample program. 44 45 Mix designs for HMA accepted by Nonstatistical evaluation shall: 46 47 • Be designed for ***$$1$$*** million equivalent single axle loads (ESALs). 48 • Have the aggregate structure and asphalt binder content determined in 49 accordance with WSDOT Standard Operating Procedure 732 and meet the POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 114 of 3143 1 requirements of Sections 9-03.8(2), except that Hamburg testing for ruts and 2 stripping are at the discretion of the Engineer, and 9-03.8(6). 3 Have anti -strip requirements, if any, for the proposed mix design determined in 4 accordance with AASHTO T 283 or T 324 or based on historic anti -strip and 5 aggregate source compatibility from previous WSDOT lab testing. 6 7 At the discretion of the Engineer, agencies may accept verified mix designs older than 12 8 months from the original verification date with a certification from the Contractor that the 9 materials and sources are the same as those shown on the original mix design. 10 11 Commercial Evaluation Mix Design. Approval of a mix design for "Commercial 12 Evaluation" will be based on a review of the Contractor's submittal of WSDOT Form 350- 13 042 (for commercial mixes, AASHTO T 324 evaluation is not required) or a Mix Design 14 from the current WSDOT QPL or from one of the processes allowed by this section. 15 Testing of the HMA by the Contracting Agency for mix design approval is not required. 16 17 For the Bid Item Commercial HMA, the Contractor shall select a class of HMA and 18 design level of ESALs appropriate for the required use. 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 5-04.2(2)B Using Warm Mix Asphalt Processes The Contractor may elect to use additives that reduce the optimum mixing temperature or serve as a compaction aid for producing HMA. Additives include organic additives, chemical additives and foaming processes. The use of Additives is subject to the following: • Do not use additives that reduce the mixing temperature more than allowed in Section 5-04.3(6) in the production of mixtures. • Before using additives, obtain the Engineer's approval using WSDOT Form 350- 076 to describe the proposed additive and process. 5-04.3 Construction Requirements 5-04.3(1) Weather Limitations Do not place HMA for wearing course on any Traveled Way beginning October 1 st through March 31 st of the following year without written concurrence from the Engineer. Do not place HMA on any wet surface, or when the average surface temperatures are less than those specified below, or when weather conditions otherwise prevent the proper handling or finishing of the HMA. Minimum Surface Temperature for Paving Compacted Thickness Wearing Course Other Courses Feet Less than 0.10 55°F 45°F 0.10 to .20 45°F 35°F POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 115 of 3144 More than 0.20 35°F 35°F 2 5-04.3(2) Paving Under Traffic 3 When the Roadway being paved is open to traffic, the requirements of this Section 4 shall apply. 5 6 The Contractor shall keep intersections open to traffic at all times except when paving 7 the intersection or paving across the intersection. During such time, and provided that 8 there has been an advance warning to the public, the intersection may be closed for the 9 minimum time required to place and compact the mixture. In hot weather, the Engineer 10 may require the application of water to the pavement to accelerate the finish rolling of the 11 pavement and to shorten the time required before reopening to traffic. 12 13 Before closing an intersection, advance warning signs shall be placed, and signs shall 14 also be placed marking the detour or alternate route. 15 16 During paving operations, temporary pavement markings shall be maintained throughout 17 the project. Temporary pavement markings shall be installed on the Roadway prior to 18 opening to traffic. Temporary pavement markings shall be in accordance with Section 8- 19 23. 20 21 All costs in connection with performing the Work in accordance with these requirements, 22 except the cost of temporary pavement markings, shall be included in the unit Contract 23 prices for the various Bid items involved in the Contract. 24 25 5-04.3(3) Equipment 26 27 5-04.3(3)A Mixing Plant 28 Plants used for the preparation of HMA shall conform to the following requirements: 29 30 1. Equipment for Preparation of Asphalt Binder — Tanks for the storage of 31 asphalt binder shall be equipped to heat and hold the material at the required 32 temperatures. The heating shall be accomplished by steam coils, electricity, or 33 other approved means so that no flame shall be in contact with the storage tank. 34 The circulating system for the asphalt binder shall be designed to ensure proper 35 and continuous circulation during the operating period. A valve for the purpose of 36 sampling the asphalt binder shall be placed in either the storage tank or in the 37 supply line to the mixer. !Cf 39 2. Thermometric Equipment — An armored thermometer, capable of detecting 40 temperature ranges expected in the HMA mix, shall be fixed in the asphalt binder 41 feed line at a location near the charging valve at the mixer unit. The thermometer 42 location shall be convenient and safe for access by Inspectors. The plant shall 43 also be equipped with an approved dial -scale thermometer, a mercury actuated 44 thermometer, an electric pyrometer, or another approved thermometric 45 instrument placed at the discharge chute of the drier to automatically register or POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 116 of 3145 1 indicate the temperature of the heated aggregates. This device shall be in full 2 view of the plant operator. 3 4 3. Heating of Asphalt Binder — The temperature of the asphalt binder shall not 5 exceed the maximum recommended by the asphalt binder manufacturer nor shall 6 it be below the minimum temperature required to maintain the asphalt binder in a 7 homogeneous state. The asphalt binder shall be heated in a manner that will 8 avoid local variations in heating. The heating method shall provide a continuous 9 supply of asphalt binder to the mixer at a uniform average temperature with no 10 individual variations exceeding 25°F. Also, when a WMA additive is included in 11 the asphalt binder, the temperature of the asphalt binder shall not exceed the 12 maximum recommended by the manufacturer of the WMA additive. 13 14 4. Sampling and Testing of Mineral Materials — The HMA plant shall be equipped 15 with a mechanical sampler for the sampling of the mineral materials. The 16 mechanical sampler shall meet the requirements of Section 1-05.6 for the 17 crushing and screening operation. The Contractor shall provide for the setup and 18 operation of the field-testing facilities of the Contracting Agency as provided for in 19 Section 3-01.2(2). 20 21 5. Sampling HMA — The HMA plant shall provide for sampling HMA by one of the 22 following methods: 23 24 a. A mechanical sampling device attached to the HMA plant. 25 26 b. Platforms or devices to enable sampling from the hauling vehicle without 27 entering the hauling vehicle. 28 29 5-04.3(3)B Hauling Equipment 30 Trucks used for hauling HMA shall have tight, clean, smooth metal beds and shall have a 31 cover of canvas or other suitable material of sufficient size to protect the mixture from 32 adverse weather. Whenever the weather conditions during the work shift include, or are 33 forecast to include precipitation or an air temperature less than 450F or when time from 34 loading to unloading exceeds 30 minutes, the cover shall be securely attached to protect 35 the HMA. 36 37 The Contractor shall provide an environmentally benign means to prevent the HMA 38 mixture from adhering to the hauling equipment. Excess release agent shall be drained 39 prior to filling hauling equipment with HMA. Petroleum derivatives or other coating 40 material that contaminate or alter the characteristics of the HMA shall not be used. For 41 live bed trucks, the conveyer shall be in operation during the process of applying the 42 release agent. 43 44 5-04.3(3)C Pavers 45 HMA pavers shall be self-contained, power -propelled units, provided with an internally 46 heated vibratory screed and shall be capable of spreading and finishing courses of HMA 47 plant mix material in lane widths required by the paving section shown in the Plans. 48 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 117 of 3146 1 The HMA paver shall be in good condition and shall have the most current equipment 2 available from the manufacturer for the prevention of segregation of the HMA mixture 3 installed, in good condition, and in working order. The equipment certification shall list 4 the make, model, and year of the paver and any equipment that has been retrofitted. 5 6 The screed shall be operated in accordance with the manufacturer's recommendations 7 and shall effectively produce a finished surface of the required evenness and texture 8 without tearing, shoving, segregating, or gouging the mixture. A copy of the 9 manufacturer's recommendations shall be provided upon request by the Contracting 10 Agency. Extensions will be allowed provided they produce the same results, including 11 ride, density, and surface texture as obtained by the primary screed. Extensions without 12 augers and an internally heated vibratory screed shall not be used in the Traveled Way. 13 14 When specified in the Contract, reference lines for vertical control will be required. Lines 15 shall be placed on both outer edges of the Traveled Way of each Roadway. Horizontal 16 control utilizing the reference line will be permitted. The grade and slope for intermediate 17 lanes shall be controlled automatically from reference lines or by means of a mat 18 referencing device and a slope control device. When the finish of the grade prepared for 19 paving is superior to the established tolerances and when, in the opinion of the Engineer, 20 further improvement to the line, grade, cross-section, and smoothness can best be 21 achieved without the use of the reference line, a mat referencing device may be 22 substituted for the reference line. Substitution of the device will be subject to the 23 continued approval of the Engineer. A joint matcher may be used subject to the approval 24 of the Engineer. The reference line may be removed after the completion of the first 25 course of HMA when approved by the Engineer. Whenever the Engineer determines that 26 any of these methods are failing to provide the necessary vertical control, the reference 27 lines will be reinstalled by the Contractor. 28 29 The Contractor shall furnish and install all pins, brackets, tensioning devices, wire, and 30 accessories necessary for satisfactory operation of the automatic control equipment. 31 32 If the paving machine in use is not providing the required finish, the Engineer may 33 suspend Work as allowed by Section 1-08.6. Any cleaning or solvent type liquids spilled 34 on the pavement shall be thoroughly removed before paving proceeds. 35 36 5-04.3(3)D Material Transfer Device or Material Transfer Vehicle 37 A Material Transfer Device/Vehicle (MTD/V) shall only be used with the Engineer's 38 approval, unless otherwise required by the Contract. 39 40 Where an MTD/V is required by the Contract, the Engineer may approve paving without 41 an MTD/V, at the request of the Contractor. The Engineer will determine if an equitable 42 adjustment in cost or time is due. 43 44 When used, the MTD/V shall mix the HMA after delivery by the hauling equipment and 45 prior to laydown by the paving machine. Mixing of the HMA shall be sufficient to obtain a 46 uniform temperature throughout the mixture. If a windrow elevator is used, the length of 47 the windrow may be limited in urban areas or through intersections, at the discretion of 48 the Engineer. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 118 of 3147 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 To be approved for use, an MTV: 1. Shall be self-propelled vehicle, separate from the hauling vehicle or paver. 2. Shall not be connected to the hauling vehicle or paver. 3. May accept HMA directly from the haul vehicle or pick up HMA from a windrow. 4. Shall mix the HMA after delivery by the hauling equipment and prior to placement into the paving machine. 5. Shall mix the HMA sufficiently to obtain a uniform temperature throughout the mixture. To be approved for use, an MTD: 1. Shall be positively connected to the paver. 2. May accept HMA directly from the haul vehicle or pick up HMA from a windrow. 3. Shall mix the HMA after delivery by the hauling equipment and prior to placement into the paving machine. 4. Shall mix the HMA sufficiently to obtain a uniform temperature throughout the mixture. 5-04.3(3)E Rollers Rollers shall be of the steel wheel, vibratory, oscillatory, or pneumatic tire type, in good condition and capable of reversing without backlash. Operation of the roller shall be in accordance with the manufacturer's recommendations. When ordered by the Engineer for any roller planned for use on the project, the Contractor shall provide a copy of the manufacturer's recommendation for the use of that roller for compaction of HMA. The number and weight of rollers shall be sufficient to compact the mixture in compliance with the requirements of Section 5-04.3(10). The use of equipment that results in crushing of the aggregate will not be permitted. Rollers producing pickup, washboard, uneven compaction of the surface, displacement of the mixture or other undesirable results shall not be used. 5-04.3(4) Preparation of Existing Paved Surfaces When the surface of the existing pavement or old base is irregular, the Contractor shall bring it to a uniform grade and cross-section as shown on the Plans or approved by the Engineer. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 119 of 3148 1 Preleveling of uneven or broken surfaces over which HMA is to be placed may be 2 accomplished by using an asphalt paver, a motor patrol grader, or by hand raking, as 3 approved by the Engineer. 4 5 Compaction of preleveling HMA shall be to the satisfaction of the Engineer and may 6 require the use of small steel wheel rollers, plate compactors, or pneumatic rollers to 7 avoid bridging across preleveled areas by the compaction equipment. Equipment used 8 for the compaction of preleveling HMA shall be approved by the Engineer. 9 10 Before construction of HMA on an existing paved surface, the entire surface of the 11 pavement shall be clean. All fatty asphalt patches, grease drippings, and other 12 objectionable matter shall be entirely removed from the existing pavement. All 13 pavements or bituminous surfaces shall be thoroughly cleaned of dust, soil, pavement 14 grindings, and other foreign matter. All holes and small depressions shall be filled with an 15 appropriate class of HMA. The surface of the patched area shall be leveled and 16 compacted thoroughly. Prior to the application of tack coat, or paving, the condition of 17 the surface shall be approved by the Engineer. 18 19 A tack coat of asphalt shall be applied to all paved surfaces on which any course of HMA 20 is to be placed or abutted; except that tack coat may be omitted from clean, newly paved 21 surfaces at the discretion of the Engineer. Tack coat shall be uniformly applied to cover 22 the existing pavement with a thin film of residual asphalt free of streaks and bare spots at 23 a rate between 0.02 and 0.10 gallons per square yard of retained asphalt. The rate of 24 application shall be approved by the Engineer. A heavy application of tack coat shall be 25 applied to all joints. For Roadways open to traffic, the application of tack coat shall be 26 limited to surfaces that will be paved during the same working shift. The spreading 27 equipment shall be equipped with a thermometer to indicate the temperature of the tack 28 coat material. 29 30 Equipment shall not operate on tacked surfaces until the tack has broken and cured. If 31 the Contractor's operation damages the tack coat it shall be repaired prior to placement 32 of the HMA. 33 34 The tack coat shall be CSS-1, or CSS-1 h emulsified asphalt. The CSS-1 and CSS-1 h 35 emulsified asphalt may be diluted once with water at a rate not to exceed one -part water 36 to one -part emulsified asphalt. The tack coat shall have sufficient temperature such that 37 it may be applied uniformly at the specified rate of application and shall not exceed the 38 maximum temperature recommended by the emulsified asphalt manufacturer. 39 40 5-04.3(4)A Crack Sealing 41 When the Proposal includes a pay item for crack sealing, seal cracks in accordance with 42 Section 5-03. 43 44 5-04.3(4)B Vacant 45 46 5-04.3(4)C Pavement Repair 47 The Contractor shall excavate pavement repair areas and shall backfill these with HMA 48 in accordance with the details shown in the Plans and as marked in the field. The POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 120 of 3149 1 Contractor shall conduct the excavation operations in a manner that will protect the 2 pavement that is to remain. Pavement not designated to be removed that is damaged as 3 a result of the Contractor's operations shall be repaired by the Contractor to the 4 satisfaction of the Engineer at no cost to the Contracting Agency. The Contractor shall 5 excavate only within one lane at a time unless approved otherwise by the Engineer. The 6 Contractor shall not excavate more area than can be completely finished during the 7 same shift, unless approved by the Engineer. 8 9 Unless otherwise shown in the Plans or determined by the Engineer, excavate to a depth 10 of 1.0 feet. The Engineer will make the final determination of the excavation depth 11 required. The minimum width of any pavement repair area shall be 40 inches unless 12 shown otherwise in the Plans. Before any excavation, the existing pavement shall be 13 sawcut or shall be removed by a pavement grinder. Excavated materials will become the 14 property of the Contractor and shall be disposed of in a Contractor -provided site off the 15 Right of Way or used in accordance with Sections 2-02.3(3) or 9-03.21. 16 17 Asphalt for tack coat shall be required as specified in Section 5-04.3(4). A heavy 18 application of tack coat shall be applied to all surfaces of existing pavement in the 19 pavement repair area. 20 21 Placement of the HMA backfill shall be accomplished in lifts not to exceed 0.35-foot 22 compacted depth. Lifts that exceed 0.35-foot of compacted depth may be accomplished 23 with the approval of the Engineer. Each lift shall be thoroughly compacted by a 24 mechanical tamper or a roller. 25 26 5-04.3(5) Producing/Stockpiling Aggregates and RAP 27 Aggregates and RAP shall be stockpiled according to the requirements of Section 3-02. 28 Sufficient storage space shall be provided for each size of aggregate and RAP. Materials 29 shall be removed from stockpile(s) in a manner to ensure minimal segregation when 30 being moved to the HMA plant for processing into the final mixture. Different aggregate 31 sizes shall be kept separated until they have been delivered to the HMA plant. 32 33 5-O4.3(5)A Vacant 34 35 5-04.3(6) Mixing 36 After the required amount of mineral materials, asphalt binder, recycling agent and anti- 37 stripping additives have been introduced into the mixer the HMA shall be mixed until 38 complete and uniform coating of the particles and thorough distribution of the asphalt 39 binder throughout the mineral materials is ensured. 40 41 When discharged, the temperature of the HMA shall not exceed the optimum mixing 42 temperature by more than 250F as shown on the reference mix design report or as 43 approved by the Engineer. Also, when a WMA additive is included in the manufacture of 44 HMA, the discharge temperature of the HMA shall not exceed the maximum 45 recommended by the manufacturer of the WMA additive. A maximum water content of 2 46 percent in the mix, at discharge, will be allowed providing the water causes no problems 47 with handling, stripping, or flushing. If the water in the HMA causes any of these 48 problems, the moisture content shall be reduced as directed by the Engineer. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 121 of 3160 2 Storing or holding of the HMA in approved storage facilities will be permitted with 3 approval of the Engineer, but in no event shall the HMA be held for more than 24 hours. 4 HMA held for more than 24 hours after mixing shall be rejected. Rejected HMA shall be 5 disposed of by the Contractor at no expense to the Contracting Agency. The storage 6 facility shall have an accessible device located at the top of the cone or about the third 7 point. The device shall indicate the amount of material in storage. No HMA shall be 8 accepted from the storage facility when the HMA in storage is below the top of the cone 9 of the storage facility, except as the storage facility is being emptied at the end of the 10 working shift. 11 12 Recycled asphalt pavement (RAP) utilized in the production of HMA shall be sized prior 13 to entering the mixer so that a uniform and thoroughly mixed HMA is produced. If there is 14 evidence of the recycled asphalt pavement not breaking down during the heating and 15 mixing of the HMA, the Contractor shall immediately suspend the use of the RAP until 16 changes have been approved by the Engineer. After the required amount of mineral 17 materials, RAP, new asphalt binder and asphalt rejuvenator have been introduced into 18 the mixer the HMA shall be mixed until complete and uniform coating of the particles and 19 thorough distribution of the asphalt binder throughout the mineral materials, and RAP is 20 ensured. 21 22 5-04.3(7) Spreading and Finishing 23 The mixture shall be laid upon an approved surface, spread, and struck off to the grade 24 and elevation established. HMA pavers complying with Section 5-04.3(3) shall be used 25 to distribute the mixture. Unless otherwise directed by the Engineer, the nominal 26 compacted depth of any layer of any course shall not exceed the following: 27 28 HMA Class 1" 0.35 feet 29 HMA Class %" and HMA Class'/2" 30 wearing course 0.30 feet 31 other courses 0.35 feet 32 HMA Class 3/a" 0.15 feet 33 34 On areas where irregularities or unavoidable obstacles make the use of mechanical 35 spreading and finishing equipment impractical, the paving may be done with other 36 equipment or by hand. 37 38 When more than one JMF is being utilized to produce HMA, the material produced for 39 each JMF shall be placed by separate spreading and compacting equipment. The 40 intermingling of HMA produced from more than one JMF is prohibited. Each strip of HMA 41 placed during a work shift shall conform to a single JMF established for the class of HMA 42 specified unless there is a need to make an adjustment in the JMF. 43 44 5-04.3(8) Aggregate Acceptance Prior to Incorporation in HMA 45 For HMA accepted by nonstatistical evaluation, the aggregate properties of sand 46 equivalent, uncompacted void content, and fracture will be evaluated in accordance with 47 Section 3-04. Sampling and testing of aggregates for HMA accepted by commercial 48 evaluation will be at the option of the Engineer. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 122 of 3161 2 5-04.3(9) HMA Mixture Acceptance 3 Acceptance of HMA shall be as provided under nonstatistical, or commercial evaluation. 4 5 Nonstatistical evaluation will be used for the acceptance of HMA unless Commercial 6 Evaluation is specified. 7 8 Commercial evaluation will be used for Commercial HMA and for other classes of HMA 9 in the following applications: sidewalks, road approaches, ditches, slopes, paths, trails, 10 gores, prelevel, temporary pavement, and pavement repair. Other nonstructural 11 applications of HMA accepted by commercial evaluation shall be as approved by the 12 Engineer. Sampling and testing of HMA accepted by commercial evaluation will be at the 13 option of the Engineer. 14 15 The mix design will be the initial JMF for the class of HMA. The Contractor may request a 16 change in the JMF. Any adjustments to the JMF will require the approval of the Engineer 17 and may be made in accordance with this section. 18 19 HMA Tolerances and Adjustments 20 1. Job Mix Formula Tolerances — The constituents of the mixture at the time of 21 acceptance shall be within tolerance. The tolerance limits will be established as 22 follows: 23 24 For Asphalt Binder and Air Voids (Va), the acceptance limits are determined 25 by adding the tolerances below to the approved JMF values. These values 26 will also be the Upper Specification Limit (USL) and Lower Specification Limit 27 (LSL) required in Section 1-06.2(2)D2 28 Property Non -Statistical Evaluation Commercial Evaluation Asphalt Binder +/- 0.5% +/- 0.7% Air Voids, Va 2.5% min. and 5.5% max N/A 29 30 31 32 33 34 35 36 37 38 39 For Aggregates in the mixture: a. First, determine preliminary upper and lower acceptance limits by applying the following tolerances to the approved JMF. Aggregate Percent Passing Non -Statistical Evaluation Commercial Evaluation 1 ", 3/4", '/2", and 3/8" sieves +/- 6% +/- 8% No. 4 sieve +/-6% +/- 8% No. 8 Sieve +/- 6% +/-8% No. 200 sieve +/- 2.0% +/- 3.0% b. Second, adjust the preliminary upper and lower acceptance limits determined from step (a) the minimum amount necessary so that none of the aggregate properties are outside the control points in Section 9- 03.8(6). The resulting values will be the upper and lower acceptance limits POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 123 of 3162 1 for aggregates, as well as the USL and LSL required in Section 1- 2 06.2(2)D2. 3 4 2. Job Mix Formula Adjustments — An adjustment to the aggregate gradation or 5 asphalt binder content of the JMF requires approval of the Engineer. Adjustments 6 to the JMF will only be considered if the change produces material of equal or 7 better quality and may require the development of a new mix design if the 8 adjustment exceeds the amounts listed below. 9 10 a. Aggregates —2 percent for the aggregate passing the 1'/2", 1 ", W, '/2", W, and 11 the No. 4 sieves, 1 percent for aggregate passing the No. 8 sieve, and 0.5 12 percent for the aggregate passing the No. 200 sieve. The adjusted JMF shall 13 be within the range of the control points in Section 9-03.8(6). 14 15 b. Asphalt Binder Content — The Engineer may order or approve changes to 16 asphalt binder content. The maximum adjustment from the approved mix 17 design for the asphalt binder content shall be 0.3 percent. 18 19 5-04.3(9)A Vacant 20 21 5-04.3(9)B Vacant 22 23 5-04.3(9)C Mixture Acceptance — Nonstatistical Evaluation 24 HMA mixture which is accepted by Nonstatistical Evaluation will be evaluated by the 25 Contracting Agency by dividing the HMA tonnage into lots. 26 27 5-04.3(9)C1 Mixture Nonstatistical Evaluation — Lots and Sublots 28 A lot is represented by randomly selected samples of the same mix design that will be 29 tested for acceptance. A lot is defined as the total quantity of material or work produced 30 for each Job Mix Formula placed. Only one lot per JMF is expected. A sublot shall be 31 equal to one day's production or 800 tons, whichever is less except that the final sublot 32 will be a minimum of 400 tons and may be increased to 1200 tons. 33 34 All of the test results obtained from the acceptance samples from a given lot shall be 35 evaluated collectively. If the Contractor requests a change to the JMF that is approved, 36 the material produced after the change will be evaluated on the basis of the new JMF for 37 the remaining sublots in the current lot and for acceptance of subsequent lots. For a lot 38 in progress with a CPF less than 0.75, a new lot will begin at the Contractor's request 39 after the Engineer is satisfied that material conforming to the Specifications can be 40 produced. 41 42 Sampling and testing for evaluation shall be performed on the frequency of one sample 43 per sublot. 44 45 5-04.3(9)C2 Mixture Nonstatistical Evaluation Sampling 46 Samples for acceptance testing shall be obtained by the Contractor when ordered by the 47 Engineer. The Contractor shall sample the HMA mixture in the presence of the Engineer POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 124 of 3163 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 and in accordance with AASH-TO T 168. A minimum of three samples should be taken for each class of HMA placed on a project. If used in a structural application, at least one of the three samples shall be tested. Sampling and testing HMA in a structural application where quantities are less than 400 tons is at the discretion of the Engineer. For HMA used in a structural application and with a total project quantity less than 800 tons but more than 400 tons, a minimum of one acceptance test shall be performed. In all cases, a minimum of 3 samples will be obtained at the point of acceptance, a minimum of one of the three samples will be tested for conformance to the JMF: • If the test results are found to be within specification requirements, additional testing will be at the Engineer's discretion. • If test results are found not to be within specification requirements, additional testing of the remaining samples to determine a CPF shall be performed. 5-04.3(9)C3 Mixture Nonstatistical Evaluation — Acceptance Testing Testing of HMA for compliance of Va will at the option of the Contracting Agency. If tested, compliance of Va will use WSDOT SOP 731. Testing for compliance of asphalt binder content will be by WSDOT FOP for AASHTO T 308. Testing for compliance of gradation will be by FOP for WAQTC T 27/T 11. 5-04.3(9)C4 Mixture Nonstatistical Evaluation — Pay Factors For each lot of material falling outside the tolerance limits in 5-04.3(9), the Contracting Agency will determine a CPF using the following price adjustment factors: Table of Price Adjustment Factors Constituent Factor 'If,, All aggregate passing: 1'/2", 1", W,'/2", W and No.4 sieves 2 All aggregate passing No. 8 sieve 15 All aggregate passing No. 200 sieve 20 Asphalt binder 40 Air Voids (Va) (where applicable) 20 Each lot of HMA produced under Nonstatistical Evaluation and having all constituents falling within the tolerance limits of the job mix formula shall be accepted at the unit Contract price with no further evaluation. When one or more constituents fall outside the POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 125 of 3164 1 nonstatistical tolerance limits in the Job Mix Formula shown in Table of Price Adjustment 2 Factors, the lot shall be evaluated in accordance with Section 1-06.2 to determine the 3 appropriate CPF. The nonstatistical tolerance limits will be used in the calculation of the 4 CPF and the maximum CPF shall be 1.00. When less than three sublots exist, backup 5 samples of the existing sublots or samples from the Roadway shall be tested to provide 6 a minimum of three sets of results for evaluation. 7 8 5-04.3(9)C5 Vacant 9 10 5-04.3(9)C6 Mixture Nonstatistical Evaluation — Price Adjustments 11 For each lot of HMA mix produced under Nonstatistical Evaluation when the calculated 12 CPF is less than 1.00, a Nonconforming Mix Factor (NCMF) will be determined. The 13 NCMF equals the algebraic difference of CPF minus 1.00 multiplied by 60 percent. The 14 total job mix compliance price adjustment will be calculated as the product of the NCMF, 15 the quantity of HMA in the lot in tons, and the unit Contract price per ton of mix. 16 17 If a constituent is not measured in accordance with these Specifications, its individual 18 pay factor will be considered 1.00 in calculating the CPF. 19 20 5-04.3(9)C7 Mixture Nonstatistical Evaluation - Retests 21 The Contractor may request a sublot be retested. To request a retest, the Contractor 22 shall submit a written request within 7 calendar days after the specific test results have 23 been received. A split of the original acceptance sample will be retested. The split of the 24 sample will not be tested with the same tester that ran the original acceptance test. The 25 sample will be tested for a complete gradation analysis, asphalt binder content, and, at 26 the option of the agency, Va. The results of the retest will be used for the acceptance of 27 the HMA in place of the original sublot sample test results. The cost of testing will be 28 deducted from any monies due or that may come due the Contractor under the Contract 29 at the rate of $500 per sample. 30 31 5-04.3 (9)D Mixture Acceptance — Commercial Evaluation 32 If sampled and tested, HMA produced under Commercial Evaluation and having all 33 constituents falling within the tolerance limits of the job mix formula shall be accepted at 34 the unit Contract price with no further evaluation. When one or more constituents fall 35 outside the commercial tolerance limits in the Job Mix Formula shown in 5-04.3(9), the 36 lot shall be evaluated in accordance with Section 1-06.2 to determine the appropriate 37 CPF. The commercial tolerance limits will be used in the calculation of the CPF and the 38 maximum CPF shall be 1.00. When less than three sublots exist, backup samples of the 39 existing sublots or samples from the street shall be tested to provide a minimum of three 40 sets of results for evaluation. 41 42 For each lot of HMA mix produced and tested under Commercial Evaluation when the 43 calculated CPF is less than 1.00, a Nonconforming Mix Factor (NCMF) will be 44 determined. The NCMF equals the algebraic difference of CPF minus 1.00 multiplied by 45 60 percent. The Job Mix Compliance Price Adjustment will be calculated as the product 46 of the NCMF, the quantity of HMA in the lot in tons, and the unit Contract price per ton of 47 mix. 48 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 126 of 3195 1 If a constituent is not measured in accordance with these Specifications, its individual 2 pay factor will be considered 1.00 in calculating the CPF. 3 4 5-04.3(10) HMA Compaction Acceptance 5 HMA mixture accepted by nonstatistical evaluation that is used in traffic lanes, including 6 lanes for intersections, ramps, truck climbing, weaving, and speed change, and having a 7 specified compacted course thickness greater than 0.10-foot, shall be compacted to a 8 specified level of relative density. The specified level of relative density shall be a CPF of 9 not less than 0.75 when evaluated in accordance with Section 1-06.2, using a LSL of 10 92.0 (minimum of 92 percent of the maximum density). The maximum density shall be 11 determined by WSDOT FOP for AASHTO T 729. The specified level of density attained 12 will be determined by the evaluation of the density of the pavement. The density of the 13 pavement shall be determined in accordance with WSDOT FOP for WAQTC TM 8, 14 except that gauge correlation will be at the discretion of the Engineer, when using the 15 nuclear density gauge and WSDOT SOP 736 when using cores to determine density. 16 17 Tests for the determination of the pavement density will be taken in accordance with the 18 required procedures for measurement by a nuclear density gauge or Roadway cores 19 after completion of the finish rolling. 20 21 If the Contracting Agency uses a nuclear density gauge to determine density the test 22 procedures FOP for WAQTC TM 8 and WSDOT SOP T 729 will be used on the day the 23 mix is placed and prior to opening to traffic. 24 25 Roadway cores for density may be obtained by either the Contracting Agency or the 26 Contractor in accordance with WSDOT SOP 734. The core diameter shall be 4-inches 27 minimum, unless otherwise approved by the Engineer. Roadway cores will be tested by 28 the Contracting Agency in accordance with WSDOT FOP for AASHTO T 166. 29 30 If the Contract includes the Bid item "Roadway Core", the cores shall be obtained by the 31 Contractor in the presence of the Engineer on the same day the mix is placed and at 32 locations designated by the Engineer. If the Contract does not include the Bid item 33 "Roadway Core", the Contracting Agency will obtain the cores. 34 35 For a lot in progress with a CPF less than 0.75, a new lot will begin at the Contractor's 36 request after the Engineer is satisfied that material conforming to the Specifications can 37 be produced. 38 39 HMA mixture accepted by commercial evaluation and HMA constructed under conditions 40 other than those listed above shall be compacted on the basis of a test point evaluation 41 of the compaction train. The test point evaluation shall be performed in accordance with 42 instructions from the Engineer. The number of passes with an approved compaction 43 train, required to attain the maximum test point density, shall be used on all subsequent 44 paving. 45 46 HMA for preleveling shall be thoroughly compacted. HMA that is used for preleveling 47 wheel rutting shall be compacted with a pneumatic tire roller unless otherwise approved 48 by the Engineer. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 127 of 3166 2 Test Results 3 For a sublot that has been tested with a nuclear density gauge that did not meet the 4 minimum of 92 percent of the reference maximum density in a compaction lot with a CPF 5 below 1.00 and thus subject to a price reduction or rejection, the Contractor may request 6 that a core be used for determination of the relative density of the sublot. The relative 7 density of the core will replace the relative density determined by the nuclear density 8 gauge for the sublot and will be used for calculation of the CPF and acceptance of HMA 9 compaction lot. 10 11 When cores are taken by the Contracting Agency at the request of the Contractor, they 12 shall be requested by noon of the next workday after the test results for the sublot have 13 been provided or made available to the Contractor. Core locations shall be outside of 14 wheel paths and as determined by the Engineer. Traffic control shall be provided by the 15 Contractor as requested by the Engineer. Failure by the Contractor to provide the 16 requested traffic control will result in forfeiture of the request for cores. When the CPF for 17 the lot based on the results of the HMA cores is less than 1.00, the cost for the coring will 18 be deducted from any monies due or that may become due the Contractor under the 19 Contract at the rate of $200 per core and the Contractor shall pay for the cost of the 20 traffic control. 21 22 5-04.3(10)A HMA Compaction —General Compaction Requirements 23 Compaction shall take place when the mixture is in the proper condition so that no undue 24 displacement, cracking, or shoving occurs. Areas inaccessible to large compaction 25 equipment shall be compacted by other mechanical means. Any HMA that becomes 26 loose, broken, contaminated, shows an excess or deficiency of asphalt, or is in any way 27 defective, shall be removed and replaced with new hot mix that shall be immediately 28 compacted to conform to the surrounding area. 29 30 The type of rollers to be used and their relative position in the compaction sequence 31 shall generally be the Contractor's option, provided the specified densities are attained. 32 Unless the Engineer has approved otherwise, rollers shall only be operated in the static 33 mode when the internal temperature of the mix is less than 175°F. Regardless of mix 34 temperature, a roller shall not be operated in a mode that results in checking or cracking 35 of the mat. Rollers shall only be operated in static mode on bridge decks. 36 37 5-04.3(10)B HMA Compaction -Cyclic Density 38 Low cyclic density areas are defined as spots or streaks in the pavement that are less 39 than 90 percent of the theoretical maximum density. At the Engineer's discretion, the 40 Engineer may evaluate the HMA pavement for low cyclic density, and when doing so will 41 follow WSDOT SOP 733. A $500 Cyclic Density Price Adjustment will be assessed for 42 any 500-foot section with two or more density readings below 90 percent of the 43 theoretical maximum density. 44 45 5-04.3(10)C Vacant 46 47 5-04.3(10)D HMA Nonstatistical Compaction 48 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 128 of 3167 1 5-04.3(10)D1 HMA Nonstatistical Compaction - Lots and Sublots 2 HMA compaction which is accepted by nonstatistical evaluation will be based on 3 acceptance testing performed by the Contracting Agency dividing the project into 4 compaction lots. 5 6 A lot is represented by randomly selected samples of the same mix design that will be 7 tested for acceptance. A lot is defined as the total quantity of material or work produced 8 for each Job Mix Formula placed. Only one lot per JMF is expected. A sublot shall be 9 equal to one day's production or 400 tons, whichever is less except that the final sublot 10 will be a minimum of 200 tons and may be increased to 800 tons. Testing for compaction 11 will be at the rate of 5 tests per sublot per WSDOT T 738. 12 13 The sublot locations within each density lot will be determined by the Engineer. For a lot 14 in progress with a CPF less than 0.75, a new lot will begin at the Contractor's request 15 after the Engineer is satisfied that material conforming to the Specifications can be 16 produced. 17 18 HMA mixture accepted by commercial evaluation and HMA constructed under conditions 19 other than those listed above shall be compacted on the basis of a test point evaluation 20 of the compaction train. The test point evaluation shall be performed in accordance with 21 instructions from the Engineer. The number of passes with an approved compaction 22 train, required to attain the maximum test point density, shall be used on all subsequent 23 paving. 24 25 HMA for preleveling shall be thoroughly compacted. HMA that is used to prelevel wheel 26 ruts shall be compacted with a pneumatic tire roller unless otherwise approved by the 27 Engineer. 28 29 5-04.3(10)D2 HMA Compaction Nonstatistical Evaluation — Acceptance Testing 30 The location of the HMA compaction acceptance tests will be randomly selected by the 31 Engineer from within each sublot, with one test per sublot. 32 33 5-04.3(10)D3 HMA Nonstatistical Compaction —Price Adjustments 34 For each compaction lot with one or two sublots, having all sublots attain a relative 35 density that is 92 percent of the reference maximum density the HMA shall be accepted 36 at the unit Contract price with no further evaluation. When a sublot does not attain a 37 relative density that is 92 percent of the reference maximum density, the lot shall be 38 evaluated in accordance with Section 1-06.2 to determine the appropriate CPF. The 39 maximum CPF shall be 1.00, however, lots with a calculated CPF in excess of 1.00 will 40 be used to offset lots with CPF values below 1.00 but greater than 0.90. Lots with CPF 41 lower than 0.90 will be evaluated for compliance per 5-04.3(11). Additional testing by 42 either a nuclear moisture -density gauge or cores will be completed as required to provide 43 a minimum of three tests for evaluation. 44 45 For compaction below the required 92%, a Non -Conforming Compaction Factor (NCCF) 46 will be determined. The NCCF equals the algebraic difference of CPF minus 1.00 47 multiplied by 40 percent. The Compaction Price Adjustment will be calculated as the POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 129 of 316$ 1 product of CPF, the quantity of HMA in the compaction control lot in tons, and the unit 2 Contract price per ton of mix. 3 4 5-04.3(11) Reject Work 5 6 5-04.3(11)A Reject Work General 7 Work that is defective or does not conform to Contract requirements shall be rejected. 8 The Contractor may propose, in writing, alternatives to removal and replacement of 9 rejected material. Acceptability of such alternative proposals will be determined at the 10 sole discretion of the Engineer. HMA that has been rejected is subject to the 11 requirements in Section 1-06.2(2) and this specification, and the Contractor shall submit 12 a corrective action proposal to the Engineer for approval. 13 14 5-04.3(11)B Rejection by Contractor 15 The Contractor may, prior to sampling, elect to remove any defective material and 16 replace it with new material. Any such new material will be sampled, tested, and 17 evaluated for acceptance. 18 19 5-04.3(11)C Rejection Without Testing (Mixture or Compaction) 20 The Engineer may, without sampling, reject any batch, load, or section of Roadway that 21 appears defective. Material rejected before placement shall not be incorporated into the 22 pavement. Any rejected section of Roadway shall be removed. 23 24 No payment will be made for the rejected materials or the removal of the materials 25 unless the Contractor requests that the rejected material be tested. If the Contractor 26 elects to have the rejected material tested, a minimum of three representative samples 27 will be obtained and tested. Acceptance of rejected material will be based on 28 conformance with the nonstatistical acceptance Specification. If the CPF for the rejected 29 material is less than 0.75, no payment will be made for the rejected material; in addition, 30 the cost of sampling and testing shall be borne by the Contractor. If the CPF is greater 31 than or equal to 0.75, the cost of sampling and testing will be borne by the Contracting 32 Agency. If the material is rejected before placement and the CPF is greater than or equal 33 to 0.75, compensation for the rejected material will be at a CPF of 0.75. If rejection 34 occurs after placement and the CPF is greater than or equal to 0.75, compensation for 35 the rejected material will be at the calculated CPF with an addition of 25 percent of the 36 unit Contract price added for the cost of removal and disposal. 37 38 5-04.3(11)D Rejection -A Partial Sublot 39 In addition to the random acceptance sampling and testing, the Engineer may also 40 isolate from a normal sublot any material that is suspected of being defective in relative 41 density, gradation or asphalt binder content. Such isolated material will not include an 42 original sample location. A minimum of three random samples of the suspect material will 43 be obtained and tested. The material will then be statistically evaluated as an 44 independent lot in accordance with Section 1-06.2(2). 45 46 5-04.3(11)E Rejection -An Entire Sublot 47 An entire sublot that is suspected of being defective may be rejected. When a sublot is 48 rejected a minimum of two additional random samples from this sublot will be obtained. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 130 of 3199 1 These additional samples and the original sublot will be evaluated as an independent lot 2 in accordance with Section 1-06.2(2). 3 4 5-04.3(11)F Rejection -A Lot in Progress 5 The Contractor shall shut down operations and shall not resume HMA placement until 6 such time as the Engineer is satisfied that material conforming to the Specifications can 7 be produced: 8 9 1. When the CPF of a lot in progress drops below 1.00 and the Contractor is taking 10 no corrective action, or 11 2. When the Pay Factor (PF) for any constituent of a lot in progress drops below 12 0.95 and the Contractor is taking no corrective action, or 13 3. When either the PF for any constituent or the CPF of a lot in progress is less than 14 0.75. 15 16 5-04.3(11)G Rejection - An Entire Lot (Mixture or Compaction) 17 An entire lot with a CPF of less than 0.75 will be rejected. 18 19 5-04.3(12) Joints 20 21 5-04.3(12)A HMA Joints 22 23 5-04.3(12)A1 Transverse Joints 24 The Contractor shall conduct operations such that the placing of the top or wearing 25 course is a continuous operation or as close to continuous as possible. Unscheduled 26 transverse joints will be allowed, and the roller may pass over the unprotected end of the 27 freshly laid mixture only when the placement of the course must be discontinued for such 28 a length of time that the mixture will cool below compaction temperature. When the Work 29 is resumed, the previously compacted mixture shall be cut back to produce a slightly 30 beveled edge for the full thickness of the course. 31 32 A temporary wedge of HMA constructed on a 20H:1V shall be constructed where a 33 transverse joint as a result of paving or planing is open to traffic. The HMA in the 34 temporary wedge shall be separated from the permanent HMA by strips of heavy 35 wrapping paper or other methods approved by the Engineer. The wrapping paper shall 36 be removed and the joint trimmed to a slightly beveled edge for the full thickness of the 37 course prior to resumption of paving. 38 39 The material that is cut away shall be wasted and new mix shall be laid against the cut. 40 Rollers or tamping irons shall be used to seal the joint. 41 42 5-04.3(12)A2 Longitudinal Joints 43 The longitudinal joint in any one course shall be offset from the course immediately 44 below by not more than 6 inches nor less than 2 inches. All longitudinal joints 45 constructed in the wearing course shall be located at a lane line or an edge line of the 46 Traveled Way. A notched wedge joint shall be constructed along all longitudinal joints in POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 131 of 31 @0 1 the wearing surface of new HMA unless otherwise approved by the Engineer. The 2 notched wedge joint shall have a vertical edge of not less than the maximum aggregate 3 size or more than '/2 of the compacted lift thickness and then taper down on a slope not 4 steeper than 4H:1 V. The sloped portion of the HMA notched wedge joint shall be 5 uniformly compacted. 6 7 5-04.3(12)B Bridge Paving Joint Seals 8 Bridge Paving Joint Seals shall be in accordance with Section 5-03. 9 10 5-04.3(13) Surface Smoothness 11 The completed surface of all courses shall be of uniform texture, smooth, uniform as to 12 crown and grade, and free from defects of all kinds. The completed surface of the 13 wearing course shall not vary more than % inch from the lower edge of a 10-foot 14 straightedge placed on the surface parallel to the centerline. The transverse slope of the 15 completed surface of the wearing course shall vary not more than % inch in 10 feet from 16 the rate of transverse slope shown in the Plans. 17 18 When deviations in excess of the above tolerances are found that result from a high 19 place in the HMA, the pavement surface shall be corrected by one of the 20 following methods: 21 22 1. Removal of material from high places by grinding with an approved grinding 23 machine, or 24 25 2. Removal and replacement of the wearing course of HMA, or 26 27 3. By other method approved by the Engineer. 28 29 Correction of defects shall be carried out until there are no deviations anywhere greater 30 than the allowable tolerances. 31 32 Deviations in excess of the above tolerances that result from a low place in the HMA and 33 deviations resulting from a high place where corrective action, in the opinion of the 34 Engineer, will not produce satisfactory results will be accepted with a price adjustment. 35 The Engineer shall deduct from monies due or that may become due to the Contractor 36 the sum of $500.00 for each and every section of single traffic lane 100 feet in length in 37 which any excessive deviations described above are found. 38 39 When utility appurtenances such as manhole covers and valve boxes are located in the 40 traveled way, the utility appurtenances shall be adjusted to the finished grade prior to 41 paving. This requirement may be waived when requested by the Contractor, at the 42 discretion of the Engineer or when the adjustment details provided in the project plan or 43 specifications call for utility appurtenance adjustments after the completion of paving. 44 45 Utility appurtenance adjustment discussions will be included in the Pre -Paving and Pre- 46 Planing Briefing (5-04.3(14)B3). Submit a written request to waive this requirement to the 47 Engineer prior to the start of paving. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 132 of 31 @1 2 5-04.3(14) Planing Bituminous Pavement 3 The planing plan must be approved by the Engineer and a pre -planing meeting must be 4 held prior to the start of any planing. See Section 5-04.3(14)B2 for information on planing 5 submittals. 6 7 Where planing an existing pavement is specified in the Contract, the Contractor must 8 remove existing surfacing material and to reshape the surface to remove irregularities. 9 The finished product must be a prepared surface acceptable for receiving an HMA 10 overlay. 11 12 Use the cold milling method for planing unless otherwise specified in the Contract. Do 13 not use the planer on the final wearing course of new HMA. 14 15 Conduct planing operations in a manner that does not tear, break, burn, or otherwise 16 damage the surface which is to remain. The finished planed surface must be slightly 17 grooved or roughened and must be free from gouges, deep grooves, ridges, or other 18 imperfections. The Contractor must repair any damage to the surface by the Contractor's 19 planing equipment, using an Engineer approved method. 20 21 Repair or replace any metal castings and other surface improvements damaged by 22 planing, as determined by the Engineer. 23 24 A tapered wedge cut must be planed longitudinally along curb lines sufficient to provide a 25 minimum of 4 inches of curb reveal after placement and compaction of the final wearing 26 course. The dimensions of the wedge must be as shown on the Drawings or as specified 27 by the Engineer. 28 29 A tapered wedge cut must also be made at transitions to adjoining pavement surfaces 30 (meet lines) where butt joints are shown on the Drawings. Cut butt joints in a straight line 31 with vertical faces 2 inches or more in height, producing a smooth transition to the 32 existing adjoining pavement. 33 34 After planing is complete, planed surfaces must be swept, cleaned, and if required by the 35 Contract, patched and preleveled. 36 37 The Engineer may direct additional depth planing. Before performing this additional 38 depth planing, the Contractor must conduct a hidden metal in pavement detection survey 39 as specified in Section 5-04.3(14)A. 40 41 5-04.3(14)A Pre -Planing Metal Detection Check 42 Before starting planing of pavements, and before any additional depth planing required 43 by the Engineer, the Contractor must conduct a physical survey of existing pavement to 44 be planed with equipment that can identify hidden metal objects. 45 46 Should such metal be identified, promptly notify the Engineer. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 133 of 31 @2 2 See Section 1-07.16(1) regarding the protection of survey monumentation that may be 3 hidden in pavement. 4 5 The Contractor is solely responsible for any damage to equipment resulting from the 6 Contractor's failure to conduct a pre -planing metal detection survey, or from the 7 Contractor's failure to notify the Engineer of any hidden metal that is detected. 8 9 5-04.3(14)B Paving and Planing Under Traffic 10 11 5-04.3(14)B1 General 12 In addition, the requirements of Section 1-07.23 and the traffic controls required in 13 Section 1-10, and unless the Contract specifies otherwise or the Engineer approves, the 14 Contractor must comply with the following: 15 16 1. Intersections: 17 18 a. Keep intersections open to traffic at all times, except when paving or planing 19 operations through an intersection requires closure. Such closure must be kept 20 to the minimum time required to place and compact the HMA mixture, or plane 21 as appropriate. For paving, schedule such closure to individual lanes or portions 22 thereof that allows the traffic volumes and schedule of traffic volumes required in 23 the approved traffic control plan. Schedule work so that adjacent intersections 24 are not impacted at the same time and comply with the traffic control restrictions 25 required by the Traffic Engineer. Each individual intersection closure or partial 26 closure must be addressed in the traffic control plan, which must be submitted to 27 and accepted by the Engineer, see Section 1-10.2(2). 28 29 b. When planing or paving and related construction must occur in an 30 intersection, consider scheduling and sequencing such work into quarters of the 31 intersection, or half or more of an intersection with side street detours. Be 32 prepared to sequence the work to individual lanes or portions thereof. 33 34 c. Should closure of the intersection in its entirety be necessary, and no trolley 35 service is impacted, keep such closure to the minimum time required to place 36 and compact the HMA mixture, plane, remove asphalt, tack coat, and as 37 needed. 38 39 d. Any work in an intersection requires advance warning in both signage and a 40 number of Working Days advance notice as determined by the Engineer, to alert 41 traffic and emergency services of the intersection closure or partial closure. 42 43 e. Allow new compacted HMA asphalt to cool to ambient temperature before 44 any traffic is allowed on it. Traffic is not allowed on newly placed asphalt until 45 approval has been obtained from the Engineer. 46 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 134 of 31 @3 1 2. Temporary centerline marking, post -paving temporary marking, temporary stop 2 bars, and maintaining temporary pavement marking must comply with Section 3 8-23. 4 5 3. Permanent pavement marking must comply with Section 8-22. 6 7 5-04.3(14)B2 Submittals - Planing Plan and HMA Paving Plan 8 The Contractor must submit a separate planing plan and a separate paving plan to the 9 Engineer at least 5 Working Days in advance of each operation's activity start date. 10 These plans must show how the moving operation and traffic control are coordinated, as 11 they will be discussed at the pre -planing briefing and pre -paving briefing. When 12 requested by the Engineer, the Contractor must provide each operation's traffic control 13 plan on 24 x 36 inch or larger size Shop Drawings with a scale showing both the area of 14 operation and sufficient detail of traffic beyond the area of operation where detour traffic 15 may be required. The scale on the Shop Drawings is 1 inch = 20 feet, which may be 16 changed if the Engineer agrees sufficient detail is shown. 17 18 The planing operation and the paving operation include, but are not limited to, metal 19 detection, removal of asphalt and temporary asphalt of any kind, tack coat and drying, 20 staging of supply trucks, paving trains, rolling, scheduling, and as may be discussed at 21 the briefing. 22 23 When intersections will be partially or totally blocked, provide adequately sized and 24 noticeable signage alerting traffic of closures to come, a minimum 2 Working Days in 25 advance. The traffic control plan must show where police officers will be stationed when 26 signalization is or may be, countermanded, and show areas where flaggers are 27 proposed. 28 29 At a minimum, the planing and the paving plan must include: 30 31 1. A copy of the accepted traffic control plan, see Section 1-10.2(2), detailing each 32 day's traffic control as it relates to the specific requirements of that day's planing 33 and paving. Briefly describe the sequencing of traffic control consistent with the 34 proposed planing and paving sequence, and scheduling of placement of 35 temporary pavement markings and channelizing devices after each day's planing, 36 and paving. 37 38 2. A copy of each intersection's traffic control plan. 39 40 3. Haul routes from supplier facilities, and locations of temporary parking and 41 staging areas, including return routes. Describe the complete round trip as it 42 relates to the sequencing of paving operations. 43 44 4. Names and locations of HMA supplier facilities to be used. 45 46 5. List of all equipment to be used for paving. 47 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 135 of 31 @4 1 6. List of personnel and associated job classification assigned to each piece of 2 paving equipment. 3 4 7. Description (geometric or narrative) of the scheduled sequence of planing and of 5 paving and intended area of planing and of paving for each day's work, must 6 include the directions of proposed planing and of proposed paving, sequence of 7 adjacent lane paving, sequence of skipped lane paving, intersection planing and 8 paving scheduling and sequencing, and proposed notifications and coordinations 9 to be timely made. The plan must show HMA joints relative to the final pavement 10 marking lane lines. 11 12 8. Names, job titles, and contact information for field, office, and plant supervisory 13 personnel. 14 15 9. A copy of the approved Mix Designs. 16 17 10. Tonnage of HMA to be placed each day. 18 19 11. Approximate times and days for starting and ending daily operations. 20 21 5-O4.3(14)B3 Pre -Paving and Pre -Planing Briefing 22 At least 2 Working Days before the first paving operation and the first planing operation, 23 or as scheduled by the Engineer for future paving and planing operations to ensure the 24 Contractor has adequately prepared for notifying and coordinating as required in the 25 Contract, the Contractor must be prepared to discuss that day's operations as they relate 26 to other entities and to public safety and convenience, including driveway and business 27 access, garbage truck operations, transit operations and working around energized 28 overhead wires, school and nursing home and hospital and other accesses, other 29 Contractors who may be operating in the area, pedestrian and bicycle traffic, and 30 emergency services. The Contractor, and Subcontractors that may be part of that day's 31 operations, must meet with the Engineer and discuss the proposed operation as it 32 relates to the submitted planing plan and paving plan, approved traffic control plan, and 33 public convenience and safety. Such discussion includes, but is not limited to: 34 35 1. General for both the Paving and Planing: 36 37 a. The actual times of starting and ending daily operations. 38 39 b. In intersections, how to break up the intersection, and address traffic control 40 and signalization for that operation, including use of peace officers. 41 42 c. The sequencing and scheduling of paving operations and of planing operations, 43 as applicable, as it relates to traffic control, public convenience and safety, and 44 other Contractors who may operate in the Project limits. 45 46 d. Notifications required of Contractor activities and coordinating with other entities 47 and the public as necessary. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 136 of 31 @5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 e. Description of the sequencing of installation and types of temporary pavement markings as it relates to planning and paving. f. Description of the sequencing of installation of, and the removal of, temporary pavement patch material around exposed castings and as may be needed. g. Description of procedures and equipment to identify hidden metal in the pavement, such as survey monumentation, monitoring wells, streetcar rail, and castings, before planing as per Section 5-04.3(14)B2. h. Description of how flaggers will be coordinated with the planing, paving, and related operations. i. Description of sequencing of traffic controls for the process of rigid pavement base repairs. j. Other items the Engineer deems necessary to address. 2. Paving — additional topics: a. When to start applying tack and coordinating with paving. b. Types of equipment and numbers of each type of equipment to be used. If more pieces of equipment than personnel are proposed, describe the sequencing of the personnel operating the types of equipment. Discuss the continuance of operator personnel for each type of equipment as it relates to meeting Specification requirements. c. Number of JMFs to be placed, and if more than one JMF is used, how the Contractor will ensure different JMFs are distinguished, how pavers and how MTVs are distinguished, and how pavers and MTVs are cleaned so that one JMF does not adversely influence the other JMF. d. Description of contingency plans for that day's operations such as equipment breakdown, rain out, and supplier shutdown of operations. e. Number of sublots to be placed, sequencing of density testing, and other sampling and testing. 5-04.3(15) Sealing Pavement Surfaces Apply a fog seal where shown in the plans. Construct the fog seal in accordance with Section 5-02.3. Unless otherwise approved by the Engineer, apply the fog seal prior to opening to traffic. 5-04.3(16) HMA Road Approaches POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 137 of 31 @6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 Construct HMA approaches at the locations shown in the Plans or where staked by the Engineer, in accordance with Section 5-04. 5-04.4 Measurement HMA Cl. PG , HMA for Cl. PG , and Commercial HMA will be measured by the ton in accordance with Section 1-09.2, with no deduction being made for the weight of asphalt binder, mineral filler, or any other component of the mixture. If the Contractor elects to remove and replace mix as allowed by Section 5- 04.3(11), the material removed will not be measured. Roadway cores will be measured per each for the number of cores taken. Pavement repair excavation will be measured by the square yard of surface marked prior to excavation. Planing bituminous pavement will be measured by the square yard. 5-04.5 Payment Payment will be made for each of the following Bid items that are included in the Proposal: "HMA Cl. PG ", per ton. "HMA for Approach Cl. PG ", per ton. "HMA for Preleveling Cl. PG ", per ton. "HMA for Pavement Repair Cl. PG ", per ton. "Commercial HMA", per ton. The unit Contract price per ton for "HMA Cl. PG ", "HMA for Approach Cl. PG ", "HMA for Preleveling Cl. PG ", "HMA for Pavement Repair Cl. PG ", and "Commercial HMA" shall be full compensation for all costs, including anti -stripping additive, incurred to carry out the requirements of Section 5- 04 except for those costs included in other items which are included in this Subsection and which are included in the Proposal. "Pavement Repair Excavation Incl. Haul", per square yard. The unit Contract price per square yard for "Pavement Repair Excavation Incl. Haul" shall be full payment for all costs incurred to perform the Work described in Section 5-04.3(4) with the exception, however, that all costs involved in the placement of POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 138 of 31 @7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 HMA shall be included in the unit Contract price per ton for "HMA for Pavement Repair Cl. PG ", per ton. "Asphalt for Prime Coat", per ton. The unit Contract price per ton for "Asphalt for Prime Coat" shall be full payment for all costs incurred to obtain, provide and install the material in accordance with Section 5-04.3(4). "Prime Coat Agg.", per cubic yard, or per ton. The unit Contract price per cubic yard or per ton for "Prime Coat Agg." shall be full pay for furnishing, loading, and hauling aggregate to the place of deposit and spreading the aggregate in the quantities required by the Engineer. "Planing Bituminous Pavement", per square yard. The unit Contract price per square yard for "Planing Bituminous Pavement" shall be full payment for all costs incurred to perform the Work described in Section 5- 04.3(14). "Job Mix Compliance Price Adjustment", by calculation. "Job Mix Compliance Price Adjustment" will be calculated and paid for as described in Section 5-04.3(9)C6. "Compaction Price Adjustment", by calculation. "Compaction Price Adjustment" will be calculated and paid for as described in Section 5-04.3(10)D3. "Roadway Core", per each. The Contractor's costs for all Work associated with the coring (e.g., traffic control) shall be incidental and included in the unit Bid price per each. "Cyclic Density Price Adjustment", by calculation. "Cyclic Density Price Adjustment" will be calculated and paid for as described in Section 5-04.3(10)B. Division 7 Drainage Structures, Storm Sewers, Sanitary Sewers, Water Mains, and Conduits POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 139 of 31 @$ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 7-04 Storm Sewers 7-04.2 Materials Section 7-04.2 is supplemented with the following: HDPE used for storm sewer pipe shall be dual wall N-12 pipe or approved equal. 7-04.3 Construction Requirements Section 7-04.3 is supplemented with the following: Tracer wire and warning tape shall be installed above all stormwater pipe with waterproof splices where necessary. Tracer wire shall be 10-gauge or thicker insulated copper wire. Warning tape shall be installed above all stormwater mains and shall be metallic tape, brightly colored, 2 inch minimum width, imprinted in 1 inch letters with "Caution Buried Storm Line" repeated at not less than four foot intervals. Warning tape shall be installed approximately 18 inches below the finished grade. If the trench soil is unsuitable for trench backfill, as determined by the Inspector, the Contractor shall remove and dispose of unsuitable material and backfill the trench with gravel borrow in accordance with Section 9-03.14(1). Gravel borrow used to replace unsuitable trench backfill will be paid only on an as needed basis, and will not be subject to Section 1-04.4 regarding Changes. 7-04.5 Payment The payment statement for all pipes listed in the first paragraph of Section 7-04.5 is revised to read: The unit Contract price per linear foot for storm sewer pipe of the kind and size specified shall be full pay for all Work to complete the installation, including potholing, tracer wire, warning tape and adjustments of inverts to manholes. 7-05 Manholes, Inlets, Catch Basins, and Drywells 7-05.3 Construction Requirements Section 7-05.3 is supplemented with the following: Pre -cast manhole sections to be joint shall be inspected carefully. Sections with chips or cracks in the tongue or groove shall not be used. Ends shall be cleaned of all foreign POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 140 of 31 @9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 material. Joints shall be made in strict accordance with the manufacturer's recommendations. Grade rings shall be installed to conform to City of Port Orchard Standard Detail 922. Lay grade rings in mortar with sides plumb and top level. Joints shall be sealed with mortar. Construct manhole inverts in conformance with detail shown on City of Port Orchard Standard Detail 922, with smooth transitions to ensure an unobstructed flow through the manhole. Remove all sharp edges or rough sections which tend to obstruct flow. Channeling shall be to the springline of the sewer or above. Benches shall be sloped from the manhole toward the channel to prevent the accumulation of solids. Completed manhole shall be straight, plumb, and the joints shall be watertight. All interior joints shall be coated with a fast setting, quick drying mortar prior to backfill. Prior to connecting to existing manholes, a proposed connection method shall be submitted to the City Engineer for approval. Flows shall be maintained through the manhole during construction without interruption using an approved method. Excavation shall be completely around the existing manhole to avoid unbalanced loading of the manhole. All damage shall be repaired. Existing invert elevations shall be verified prior to constructing the new line. Connections to existing manholes shall be core drilled. Any discrepancies shall be reported to the City Engineer. Existing manhole base shall be rechanneled after connection. 7-05.3(4) Drop Manhole Connection Section 7-05.3(4) is revised to read: Drop manhole connections shall be constructed in accordance with the Plans. Where ductile iron pipe is used for the inside drop, one length of ductile iron pipe shall be provided outside the manhole. When ductile iron pipe is used for a drop manhole connection, the fittings shall be the mechanical joint type, except where flanged fittings are shown on City of Port Orchard Standard Details 925-927. Locking solid metal cover for catch basin will be measured per each. 7-05.5 Payment The last paragraph of Section 7-05.5 is revised to read: POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 141 of 3190 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 The unit Contract price per each for "Drop Manhole Connection" shall be full pay for all Work to furnish and install the connection of the sewer main to the sanitary sewer manhole, including but not limited to, excavation, bedding, compaction, connection of pipes and fittings, rechanneling existing manhole, liner installation, backfilling, and all costs for covers, frames, manhole rings, flat slab tops, risers, interior pipe, fittings, and appurtenances. The price paid per drop connection is in addition to the price paid for manholes and for the specified sewer pipe that is replaced with ductile iron pipe. Section 7-05.5 is supplemented with the following: "Locking Solid Metal Cover for Catch Basin", per each. The unit Contract price per each for "Locking Solid Metal Cover for Catch Basin" shall be full pay for all costs necessary to furnish and install the locking solid metal cover. 7-09 Water Mains 7-09.3 Construction Requirements Section 7-09.3 is supplemented with the following: Existing water mains identified on the Drawings to be abandoned in place and filled shall be filled with a pumpable, flowable cement slurry completely filling the pipe. All CDF used for abandoning pipe shall meet the requirements in Section 2-09.3(1)E. The Contractor shall submit a Pipe Abandonment Plan in accordance with Section 1- 05.3 describing the proposed methods for filling pipes with CDF, specifically addressing how the pipes will be filled in a manner that will prevent air pockets from being left in the abandoned pipe. CDF can be proportioned to be flowable, nonsegregating, or excavatable by hand or machine. Desired flowability can be achieved with the following guidelines: Low Flowability below 6-inch slump Normal Flowability 6- to 8-inch slump High Flowability 8-inch slump or greater CDF shall be placed by any reasonable means into the area to be filled. CDF for pipe abandonment shall be placed in a manner that ensures the complete pipe or piping structure is filled and no void spaces remain. CDF mixing and placing may be started if weather conditions are favorable, when the temperature is 34 degrees F and rising. At the time of placement, CDF must have a temperature of at least 40 degrees F. Mixing and placing shall stop when POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 142 of 3191 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 temperature is 38 degrees F or less and falling. Each filling stage shall be as continuous an operation as is practicable. Mechanical joint plug, cap, or blind flange shall be installed on both ends of pipe to be abandoned. Tracer wire and warning tape shall be installed above all water mains with waterproof splices where necessary. Tracer wire shall be 10-gauge or thicker insulated copper wire and shall be connected to all valves. Locating wire shall also connect to all service lines and meters. Warning tape shall be installed above all water mains and shall be metallic tape, blue colored, 2 inch minimum width, imprinted in 1 inch letters with "Caution Buried Water Line" repeated at not less than four foot intervals. Warning tape shall be installed approximately 18 inches below the finished grade. 7-09.3(10) Backfilling Trenches Section 7-09.3(10) is supplemented with the following: If the trench soil is unsuitable for trench backfill, as determined by the Inspector, the Contractor shall remove and dispose of unsuitable material and backfill the trench with gravel borrow in accordance with Section 9-03.14(1). Gravel borrow used to replace unsuitable trench backfill will be paid only on an as needed basis, and will not be subject to Section 1-04.4 regarding Changes. 7-09.3(21) Concrete Thrust Blocking Section 7-09.3(21) is supplemented with the following: Thrust blocking shall comply with the provisions of City of Port Orchard Standard Detail 803. All fittings which may come in contact with poured thrust blocks shall be wrapped with 8 mil thick plastic sheet. Form thrust blocking so that bolts, joints, gaskets, and flanges of adjacent joints are clear of concrete and so that bolts and joints can be dismantled without removing concrete. 7-09.4 Measurement 43 (******) 44 Section 7-09.4 is supplemented with the following: 45 "Abandon Existing Water Main" will be measured by the linear foot of existing water main 46 pipe that is abandoned and filled with CDF or grout. 47 48 49 7-09.5 Payment 50 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 143 of 31 g2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 Section 7-09.5 is supplemented with the following: Payment will be made for the following Bid item when it is included in the Proposal: "Abandon Existing Water Main", per linear foot. The unit Contract price per linear foot for "Abandon Existing Water Main" shall be full pay for all Work required to abandon existing water mains in place, including but not limited to potholing, excavation, furnishing flowable backfill, cutting, capping, complete filling with approved flowable backfill of water mains to be abandoned, backfilling, compacting, and any other items necessary to abandon the water main not indicated as being covered under other specific bid items. The payment statement for " Pipe for Water Main In. Diam." in Section 7-09.5 is revised to read: The unit Contract price per linear foot for each size and kind of " Pipe for Water Main In. Diam." Shall be full pay for all Work to complete the installation of the water main including but not limited to, potholing, trench excavation, bedding, laying and jointing pipe and fittings, tracer wire, warning tape, backfilling, concrete thrust blocking, testing, disinfecting the pipeline, flushing, dichlorination of water used for flushing, and cleanup. Payment for restoration will be made under the applicable items shown in the Proposal. If no pay items for restoration are included in the Proposal, restoration shall be considered incidental to the Work of constructing the water main, and all costs thereof shall be included in the unit Contract price Bid for " Pipe for Water Main In. Diam." 7-12 Valves for Water Mains 7-12.3 Construction Requirements Section 7-12.3 is supplemented with the following: Valves shall be installed in strict accordance with manufacturer's instructions and as shown on the plans. Buried valves shall have all operators or valve box installed so that wrenches or operators perform freely and without binding or other interference. Bed and backfill buried valves according to the requirements of the pipe to which they are attached. Provide concrete supports for operators where required. Only City personnel are permitted to operate valves on the potable water side of a system and at wet taps. The City will fine the Contractor for system tampering if unauthorized personnel operate water system valves per Port Orchard Municipal Code 13.04.170 Violation. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 144 of 31 g3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Adjust Valve Box Where shown in the Plans or where directed by the Engineer, the existing valve boxes shall be adjusted to the grade as staked or otherwise designated by the Engineer. Existing valve boxes shall be lowered prior to final paving then adjusted to grade after final paving. 7-12.4 Measurement Section 7-12.4 is supplemented with the following: Adjustment of valve boxes will be per each. 7-12.5 Payment Section 7-12.5 is supplemented with the following: "Adjust Valve Box", per each. Service Connections 7-15.5 Payment Section 7-15.5 is revised to read: Payment will be made for the following Bid item when it is included in the Proposal: "Service Connection In. Diam.", per each. The unit Contract price per each for "Service Connection In. Diam." shall be full pay for all Work to furnish and install the service connection, including but not limited to, excavating, tapping the main, laying and jointing the pipe and fittings and appurtenances, relocating and installing water meter boxes, backfilling, testing, flushing, disinfection of the service connections, and all costs for water meter boxes, tracer wire, warning tape, pipe, fittings, and appurtenances. 7-17 Sanitary Sewers 7-17.2 Materials The list immediately following the first paragraph of Section 7-17.2 is supplemented with the following: High -Density Polyethylene (HDPE) The list immediately following the fourth paragraph of Section 7-17.2 is supplemented with the following: POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 145 of 31 g4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 High -Density Polyethylene (HDPE) Pipe 9-05.23 Section 7-17.2 is supplemented with the following: Concrete thrust blocks for sanitary sewer pressure force mains shall be commercial concrete poured in place, per section 6-02.3(2)B. Concrete thrust blocks for sanitary sewer pressure force mains shall be placed at bends, tees, dead ends, and crosses. Concrete thrust blocks shall bear against solid undisturbed earth at the sides and bottom of the trench. Pipe Casing Material Requirements High -density polyethylene (HDPE) pipe used for casing shall conform to the requirements of Section 9-05.23. Casing end seals shall be 1/4-inch (minimum) thickness, pull on style end seals fabricated from EPDM synthetic rubber with stainless steel bands and clamps. End seals shall be as manufactured by PSI Industries or approved equal. Provide custom engineered skids/isolators to isolate the carrier pipe from the casing. The insulator shall consist of a PVC insulating liner (90 mil minimum thickness), 12-inch wide, 12-gauge (minimum) steel bands with steel risers and glass reinforced plastic or ultra- high molecular weight runners. The skids shall be designed to properly support the pipe filled with sanitary sewer. The runners shall be designed so that the carrier pipe joints clear the casing by two inches. The ferrous components of the insulator and steel bands shall be shop coated with a minimum of 10 mils PVC heat fusion coating. All miscellaneous hardware including stud bolts, washers, and nuts shall be 316 stainless steel. Skids shall center the pipe in the casing. Provide skids as manufactured by PSI Industries, Cascade Manufacturing Co., or approved equal. The minimum number of required skids is 3 per pipe length for the entire length of the casing. Skids shall not be located more than one foot from each end of the casing. Skids shall be a minimum of 2 inches and maximum of two feet from carrier pipe joints. Sand used to fill the annular spaces between the casing and carrier pipes shall be clean and shall be free from clay and organic material. 90-100 percent shall pass the No. 4 sieve with not more than 5 percent passing the No. 200 sieve. 7-17.3 Construction Requirements Section 7-17.3 is supplemented with the following: Tracer wire and warning tape shall be installed above all sanitary sewer force mains and side sewers between mains and cleanouts at property lines with waterproof splices where necessary. Tracer wire shall be 10-gauge or thicker insulated copper wire. Warning tape shall be installed above all sewer mains and side sewers and shall be metallic tape, green colored, 2 inch minimum width, imprinted in 1 inch black and POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 146 of 3195 1 white letters with "Caution Buried Sewer Line" repeated at not less than four foot 2 intervals. Warning tape shall be installed approximately 18 inches below the finished 3 grade. 4 5 Caps for sewer main shall be butt fusion HDPE end caps resistant to corrosion and 6 abrasion meeting the same specifications as HDPE pipe used for sewer force main in 7 accordance with Section 9-05.23 of these specifications. A survey nail shall be 8 placed at the finished grade to indicate the end of sewer force main for future 9 connection. 10 11 Pipe casing end seals shall be secured in place with stainless steel bands and shall 12 be watertight. 13 14 If the trench soil is unsuitable for trench backfill, as determined by the Inspector, the 15 Contractor shall remove and dispose of unsuitable material and backfill the trench 16 with gravel borrow in accordance with Section 9-03.14(1). Gravel borrow used to 17 replace unsuitable trench backfill will be paid only on an as needed basis, and will not 18 be subject to Section 1-04.4 regarding Changes. 19 20 7-17.3(2) Cleaning and Testing 21 22 (******) 23 Section 7-17.3(2) is supplemented with the following: 24 25 7-17.3(2)1 Sanitary Sewer Force Main Pressure Testing 26 27 Sanitary sewer force mains shall be tested with the following procedures: 28 29 1. Fill the pipeline with water after it has been laid and bleed off any trapped air. Subject 30 the lowest element in the system to a test pressure that is 1.5 times the design 31 pressure and check for leakage. When, in the opinion of the Engineer, local conditions 32 require that trenches be backfilled immediately after the pipe has been laid, apply the 33 pressure test after backfilling has been completed but not sooner than a time which 34 will allow sufficient curing of any concrete that may have been used. Typical minimum 35 concrete curing times are 36 hours for early strengths and 7 days for normal strengths. 36 2. The test procedures consist of two steps, the initial expansion and the test phase. 37 When test pressure is applied to a water filled pipe, the pipe expands. During the initial 38 expansion of the pipe under test, sufficient make-up water must be added to the 39 system at hourly intervals for 3 hours to maintain the test pressure. After about 4 40 hours, initial expansion should be complete and the actual test can begin. 41 3. When the test is to begin, the pipe is full of water and is subjected to a constant test 42 pressure of 1.5 times the system design pressure. The test phase should not exceed 43 3 hours, after which time any water deficiency must be replaced and measured. Add 44 and measure the amount of make-up water required to return to the test pressure and 45 compare this to the maximum allowance indicated below. 46 4. An alternate leakage test consists of maintaining the pressure (described above) over 47 a period of 4 hours and then dropping the pressure by 1.0 psi (0.69 MPa). If the 48 pressure then remains within 5% of the target value for 1 hour, this indicates there is 49 no leakage in the system. 50 5. Under no circumstances shall the total time under test exceed 8 hours at 1.5 times 51 the system pressure rating. If the test is not complete within this time limit (due to POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 147 of 31 g6 1 leakage, equipment failure, etc.), the test section shall be permitted to "relax" for 8 2 hours prior to the next test sequence. 3 6. Air testing is not recommended. Additional safety precautions may be required. 4 Reference procedure is from PPI Technical Report TR-31 by the Plastic Pipe 5 Institute). 6 7. Allowance for expansion under test pressure for 10" HDPE (for additional pipe sizes, 7 see City of Port Orchard Public Works Engineering Standards and Specifications 8 Chapter 9): 9 a. 1 hour — 0.75 US GALS/100 ft of pipe 10 b. 2 hours— 1.30 US GALS/100 ft of pipe 11 c. 3 hours— 2.10 US GALS/100 ft of pipe 12 13 14 7-17.5 Payment 15 16 17 The list immediately following the first paragraph of Section 7-17.5 is supplemented with the 18 following: 19 20 "High -Density Polyethylene (HDPE) Pipe In. Diam.", per linear foot. 21 "High -Density Polyethylene (HDPE) Casing Pipe In. Diam.", per linear foot. 22 23 The payment statement for all pipes listed in the first paragraph of Section 7-17.5 is revised 24 to read: 25 26 The unit Contract price per linear foot for sewer pipe of the kind and size specified shall 27 be full pay for potholing, furnishing, hauling, and assembling in place the completed 28 installation including all wyes, tees, special fittings, joint materials, caps, concrete thrust 29 blocking, casing fill sand, casing spacers, tracer wire, warning tape, bedding and backfill 30 material, and adjustment of inverts to manholes for the completion of the installation to 31 the required lines and grades. 32 33 7-19 Sewer Cleanouts 34 35 7-19.3 Construction Requirements 36 37 (******) 38 Section 7-19.3 is supplemented with the following: 39 40 In non -pedestrian and unpaved areas, cleanouts shall be brought to finished grade 41 and provided with PVC weld -on fittings that form a female threaded opening and a 42 male threaded plug to be used to seal the cleanout. A fiberglass cleanout box shall be 43 brought to finished grade as shown on City of Port Orchard Standard Detail 960. 44 45 7-19.5 Payment 46 47 (******) 48 Section 7-19.5 is revised to read: 49 50 Payment will be made for the following Bid item when it is included in the Proposal: 51 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 148 of 31 d7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 "Sewer Cleanout", per each. The unit Contract price per each for cleanouts shall be full pay for furnishing and placing the wye, pipe, pipe bends, pipe plug, castings, and collar as specified herein and as shown on the City of Port Orchard Public Works Standards and Specifications. Division 8 Miscellaneous Construction 8-01 Erosion Control and Water Pollution Control 8-01.3 Construction Requirements 8-01.3(1) General 8-01.3(1)B Erosion and Sediment Control (ESC) Lead Item number 3 and 4 in the second paragraph of Section 8-01.3(1)B are revised to read: (October 3, 2022) 3. Submit to the Engineer no later than the end of the next working day following the inspection a TESC Inspection Report that includes: a. When, where, and how BMPs were installed, maintained, modified, and removed. b. Observations of BMP effectiveness and proper placement. c. Recommendations for improving future BMP performance with upgraded or replacement BMPs when inspections reveal TESC BMP deficiencies. d. Identify for each discharge point location whether there is compliance with state water quality standards in WAC 173-201A for turbidity and pH. 8-02 Roadside Restoration 8-02.2 Materials 9-14 Erosion Control and Roadside Planting 9-14.2 Topsoil 9-14.2(1) Topsoil Type A Section 9-14.2(1) is supplemented with the following: (February 25, 2021) Topsoil Type A shall meet the following requirements: POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 149 of 31 d$ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Cation exchange capacity (CEC) of Topsoil Type A shall be a minimum of 5 milliequivalents CEC/100 g dry soil (U.S. EPA Method 9081). 2. Organic content greater than 8-percent but less than 15-percent as measured on a dry weight basis using AASHTO T 267 Determination of Organic Content in Soils by Loss on Ignition. Topsoil Type A shall be 60-percent to 70-percent *** sandy *** Loam and 40-percent to 30-percent *** coarse *** Compost by volume. *** Sandy *** Loam shall be as defined by the US Department of Agriculture Soil Classification System. The Contractor shall submit a Particle Size Analysis as a Type 1 Working Drawing from an independent accredited soils testing laboratory indicating the Material source and compliance with all Topsoil Type A specifications. The laboratory analysis shall be with a sample size of no less than 2 pounds. The *** coarse *** Compost shall conform to the requirements of Section 9- 14.5(8). 8-02.3 Construction Requirements Section 8-02.3 is supplemented with the following: 8-02.3(4) Topsoil 8-02.3(4)A Topsoil Type A Section 8-02.3(4)A is supplemented with the following: (August 3, 2015) Topsoil Type A shall be placed to a non -compacted depth of *** 8 *** inches. The topsoil shall be thoroughly blended prior to placement. The Contractor shall submit a Type 1 Working Drawing consisting of independent test results from an accredited laboratory demonstrating the Topsoil Type A meets the requirements of Section 9-14.1(1). The Type 1 Working Drawing shall also include the Request for Approval of Material in accordance with Section 1-06.1(2). 8-02.3(5) Roadside Seeding, Lawn and Planting Area Preparation Section 8-02.3(5) is supplemented with the following: (August 5, 2013) After initial area weed control, grading, and soil placement are completed, all soil shall be covered with compost. Prior to the placement and incorporation of compost, the application and incorporation methods shall be approved by the Engineer. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 150 of 3199 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Compost shall not be placed when a condition exists, such as frozen or water saturated soil that may be detrimental to successful application, incorporation, or soil structure. The Contractor shall notify the Engineer a minimum of five working days prior to the start of compost work. Compost shall be uniformly and evenly placed in all designated areas at a depth of *** 2 *** inches. After placement of the compost, the Contractor shall incorporate the layer uniformly into the existing soil to a depth of *** 4 *** inches. 8-02.3(6) Mulch and Amendments 8-02.3(6)B Fertilizers Section 8-02.3(6)B is supplemented with the following: (September 3, 2019) Fertilizer shall be a commercially prepared mix of 10-20-20 and shall be applied at the rate of 10 pounds per 1000 square feet. 8-02.3(9) Seeding, Fertilizing, and Mulching 8-02.3(9)B Seeding and Fertilizing Section 8-02.3(9)B is supplemented with the following: (******) Grass seed shall be a commercially prepared mix, made up of low growing species which will grow without irrigation at the project location, and accepted by the Engineer. Seed of the following mix, rate, and analysis shall be applied at the rates shown below on all areas requiring *** seeding and fertilizing *** within the project: Seed by Common Name, (Botanical Name), and "Source Identification" Percent of Mix (by weight): *** Kentucky Bluegrass 30 Creeping Red Fescue 20 Perennial Ryegrass 50 Total 100 Application rate: 8-10 Ibs/1000 sf Purity: Not less than 98 percent Germination: Not less than 90 percent *** POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 151 of 31 @0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 Seed shall meet or exceed Washington State Department of Agriculture Certified Seed Standards and be from within the *** Marine West Coast Forest and Strait of Georgia/Puget Lowland *** Ecoregion(s) as defined by the US Environmental Protection Agency (EPA). The seed certification class shall be Certified (blue tag) in accordance with WAC 16-302 and meet the following requirements: Prohibited Weed 0% max. Noxious Weed 0% max. Other Weed 0.20% max. Other Crop 0.40% max. Seed mix shall include at least two pollinator species. Seed shall be spread by hydroseed/mulch methods. Hydroseeding shall include first application with seed and 10% mulch fiber; second application with no seed and 90% mulch fiber. Wood Cellulose Fiber Mulch shall be in accordance with Section 9- 14.5(2). Tackifier shall be in accordance with Section 9-14.5(7). 8-02.3(11) Mulch Section 8-02.3(11) is supplemented with the following: (April 2, 2012) Bark mulch or wood chip mulch shall be placed to a uniform non -compacted depth of *** 2 inches *** over all planting areas. Bark or wood chip mulch shall not be placed in areas of standing or flowing water. 8-12 Chain Link Fence and Wire Fence 8-12.2 Materials Section 8-12.2 is supplemented with the following: Coated Chain Link Fence Chain link fence fabric shall be hot -dip galvanized with a minimum of 0.8 ounce per square foot of surface area. Fencing materials shall be coated with an ultraviolet -insensitive plastic or other inert material at least 2 mils in thickness. Any pretreatment or coating shall be applied in accordance with the manufacturer's written instructions. The Contractor shall provide the Engineer with the manufacturer's written specifications detailing the product and method of fabrication. The color coating shall be black or as approved by the Engineer. Samples of the coated fencing materials shall have received the Engineer's acceptance prior to installation on the project. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 152 of 31 @1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 The Contractor shall supply the Engineer with 10 aerosol spray cans containing a minimum of 14 ounces each of paint of the color specified above. The touch-up paint shall be compatible with the coating system used. 8-12.5 Payment Section 8-12.5 is supplemented with the following: (April 1, 2002) "Coated Chain Link Fence Type ", per linear foot. Payment for clearing of fence line for "Coated Chain Link Fence Type " shall be in accordance with Section 2-01.5. "Coated End, Gate, Corner, Pull Post for Chain Link Fence", per each. "Double 14 Ft. Coated Chain Link Gate", per each. "Double 20 Ft. Coated Chain Link Gate", per each. "Single 6 Ft. Coated Chain Link Gate", per each. 8-14 Cement Concrete Sidewalks 8-14.3 Construction Requirements Section 8-14.3 is supplemented with the following: (January 7, 2019) Timing Restrictions Curb ramps shall be constructed on one leg of the intersection at a time. The curb ramps shall be completed and open to traffic within five calendar days before construction can begin on another leg of the intersection unless otherwise allowed by the Engineer. Unless otherwise allowed by the Engineer, the five calendar day time restriction begins when an existing curb ramp for the quadrant or traffic island/median is closed to pedestrian use and ends when the quadrant or traffic island/median is fully functional and open for pedestrian access. (January 7, 2019) Layout and Conformance to Grades Using the information provided in the Contract documents, the Contractor shall lay out, grade, and form each new curb ramp, sidewalk, and curb and gutter. 8-14.5 Payment Section 8-14.5 is supplemented with the following: Payment for all costs incurred for Work necessary to restore existing irrigation services impacted by construction of the bid items "Cement Conc. Sidewalk" and "Cement Conc. Curb Ramp Type " shall be included in the cost of those bid items. Irrigation system restoration shall conform to the requirements in Section 8-03. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 153 of 31 @2 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 8-20 Illumination, Traffic Signal Systems, Intelligent Transportation Systems, and Electrical 8-20.2 Materials 9-29.6 Light And Signal Standards Section 9-29.6 is supplemented with the following: (June 6, 2023) Traffic Signal Standards Traffic signal standards shall be furnished and installed in accordance with the methods and materials noted in the applicable Standard Plans, pre -approved plans, or special design plans. All welds shall comply with the latest AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals. Welding inspection shall comply with Section 6-03.3(25)A Welding Inspection. Hardened washers shall be used with all signal arm connecting bolts instead of lockwashers. All signal arm ASTM F 3125 Grade A325 connecting bolts tightening shall comply with Section 6-03.3(33). Traffic signal standard types, applicable characteristics, and foundation types are as follows: Type PPB Pedestrian push button posts shall conform to Standard Plan J-20.10 or to one of the following pre -approved plans: Fabricator Pre -Approved Drawing No. Valmont Ind., DBO1165 Rev. B (4 sheets) Inc. Ameron Pole WA15TR10-1 Rev. C (1 sheet) and Products WA15TR10-3 Rev. B (1 sheet) Division Millerbernd Manufacturing, 74514-WA-PED-PPB Rev J (2 sheets) Co. Foundations shall be as noted in Standard Plan J-20.10 Type PS, Type I, Type RM, and Type FB Type PS pedestrian signal standards, Type I vehicle signal standards, Type RM ramp meter signal standards, and Type FB flashing beacon standards shall conform to Standard Plan J-20.16, J-21.15, J-21.16, and J-22.15 respectively, or to one of the following pre -approved plans: Fabricator Pre -Approved Drawing No. Valmont Ind., DBO1165 Rev. B (4 sheets) Inc. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 154 of 31 @3 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Ameron Pole WA15TR10-1 Rev. C (1 sheet) and Products WA15TR10-2 Rev. C (1 sheet) Division Millerbernd Manufacturing, 74514-WA-PED-FB Rev. H (2 sheets) Co. Millerbernd Manufacturing 74514-WA-PED-SB Rev. H (2 sheets) Co. Foundations shall be as noted in Standard Plan J-21.10. Type II Type II signal standards are single mast arm signal standards with no luminaire arm or extension. Type II standards shall conform to one of the following pre - approved plans. Maximum arm length (in feet) and wind load (XYZ value, in cubic feet) is noted for each manufacturer. Pre -Approved Max. Arm Max. Wind Fabricator Drawing No. Length (ft) Load XYZ ft3 Valmont Ind., DBO1162 Rev. B (5 65 3206 Inc. sheets WA15TR3724-1 Ameron Pole Rev. C Products (sheet 1 of 2), and 65 2935 Division WA15TR3724-2 Rev. D sheet 2 of 2 Millerbernd 74516-WA-TS-II Manufacturing, Rev. L (4 sheets) 65 3697 Co. Foundations shall be as noted in the Plans and Standard Plan J-26.10. Type II signal standards with two mast arms installed 90 degrees apart may use these pre -approved drawings. Standards with two arms at any other angle are Type SD and require special design. Type III Type III signal standards are single mast arm signal standards with one Type 1 (radial davit type) luminaire arm. The luminaire arm has a maximum length of 16 feet and a mounting height of 30, 35, 40, or 50 feet, as noted in the Plans. Type III standards shall conform to one of the following pre -approved plans. Maximum arm length (in feet) and wind load (XYZ value, in cubic feet) is noted for each manufacturer. Wind load limit includes a luminaire arm up to 16 feet in length. Max. Max. Wind Fabricator Pre -Approved Drawing Arm Load No. Len (XYZ) (ft3) jth POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 155 of 31 @4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Valmont Ind., Inc. DB00162 Rev. B (5 sheets), with Type "T luminaire arm 65 3259 WA15TR3724-1 Rev. C Ameron Pole (sheet 1 of 2), and Products WA15TR3724-2 Rev. D 65 2988 Division (sheet 2 of 2), with Series "J" luminaire arm Millerbernd 74516-WA-TS-III-J Rev. L Manufacturing, (5 sheets) 65 3750 Co. Foundations shall be as noted in the Plans and Standard Plan J-26.10. Type III signal standards with two mast arms installed 90 degrees apart may use these pre -approved drawings. Standards with two arms at any other angle are Type SD and require special design. Type IV Type IV strain pole standards shall be consistent with the Plans and Standard Plan J-27.15 or one of the following pre -approved plans: Fabricator Pre -Approved Drawing No. Valmont Ind., DBO1167 Rev. B (2 sheets) Inc. Ameron Pole Products WA15TR15 Rev. A (2 sheets) Division Millerbernd Manufacturing, 74554-WA-SP-IV Rev. H (2 sheets) Co. Foundations shall be as noted in the Plans and Standard Plan J-27.10. Type V Type V strain poles are combination strain pole and light standards, with Type 1 (radial davit type) luminaire arms. Luminaire rams may be up to 16 feet in length, and a mounting height of 40 or 50 feet, as noted in the Plans. Type V strain poles shall be consistent with the Plans and Standard Plan J-27.15 or one of the following pre -approved plans: Fabricator Pre -Approved Drawing No. Valmont Ind., DBO1167 Rev. B (2 sheets), Inc. Ameron Pole Products WA15TR15 Rev. A (2 sheets) Division Millerbernd Manufacturing, 74554-WA-SP-V Rev. J (3 sheets) Co. Foundations shall be as noted in the Plans and Standard Plan J-27.10. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 156 of 31 @5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Type CCTV Type CCTV camera pole standards shall conform to Standard Plan J-29.15 or to one of the following pre -approved plans: Fabricator Pre -Approved Drawing No. Valmont Ind., DBO1166 Rev. C (4 sheets) Inc. Ameron Pole Products WA15CCTV01 Rev. B (2 sheets) Division Millerbernd Manufacturing, 74577-WA-LC1 Rev. H (2 sheets) Co. Millerbernd Manufacturing, 74577-WA-LC2 Rev. H (2 sheets) Co. Millerbernd Manufacturing, 74577-WA-LC3 Rev. H (3 sheets) Co. Foundations shall be as noted in the Plans and Standard Plan J-29.10. Type SD Type SD signal standards are outside the basic requirements of any pre -defined signal standard and require special design. All special design shall be based on the latest AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals and pre -approved plans and as follows: A 115 mph wind loading shall be used. 2. The Mean Recurrence Interval shall be 1700 years. 3. Fatigue category shall be III. Complete calculations for structural design, including anchor bolt details, shall be prepared by a Professional Engineer, licensed under Title 18 RCW, State of Washington, in the branch of Civil or Structural Engineering or by an individual holding valid registration in another state as a civil or structural Engineer. All shop drawings and the cover page of all calculation submittals shall carry the Professional Engineer's original signature, date of signature, original seal, registration number, and date of expiration. The cover page shall include the contract number, contract title, and sequential index to calculation page numbers. Two copies of the associated design calculations shall be submitted for approval along with shop drawings. Details for handholes and luminaire arm connections are available from the Bridges and Structures Office. Foundations for Type SD standards shall be as noted in the Plans. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 157 of 31 @6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 9-29.15 Flashing Beacon Control Section 9-29.15 is supplemented with the following: (January 7, 2019) Rapid Flashing Beacons Rapid Flashing Beacon (RFB) indications shall comply with the dimensional, operational, and flash pattern requirements of Federal Highway Administration (FHWA) Interim Approval 21 (IA-21, Conditions 4, 5, and 6, excluding Condition 5f; https://mutcd.fhwa.dot.gov/resources/interim_approval/ia2l/index.htm). RFB systems shall be capable of providing, at a minimum, the following two -channel flashing patterns: 1. NEMA Standard 50-50: Channel one is ON and channel two is OFF for 0.5 seconds. Channel one is OFF and channel two is ON for 0.5 seconds. (Cycle repeats; the total flashing pattern cycle length is 1.00 second.) 2. RFB "WW+S" Pattern (IA-21 Condition 5b): • Channel one is ON and channel two is OFF for 0.05 seconds. • Both channels are OFF for 0.05 seconds. • Channel one is OFF and channel two is ON for 0.05 seconds. • Both channels are OFF for 0.05 seconds. • Channel one is ON and channel two is OFF for 0.05 seconds. • Both channels are OFF for 0.05 seconds. • Channel one is OFF and channel two is ON for 0.05 seconds. • Both channels are OFF for 0.05 seconds. • Both channels are ON for 0.05 seconds. • Both channels are OFF for 0.05 seconds. • Both channels are ON for 0.05 seconds. • Both channels are OFF for 0.25 seconds. (Cycle repeats; the total flashing pattern cycle length is 0.80 seconds.) The flashing pattern shall be user -selectable in the field. RFB system pushbuttons shall include a locator tone, but shall not include tactile arrows, speech messages, or vibrotactile indications. RFB system pushbuttons may POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 158 of 31 @7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 include speech message and vibrotactile functionality, provided these features can be deactivated. RFB system pushbuttons shall use a 9" x 12" R10-25 sign. The R10- 25 sign may include integral yellow warning lights. RRFB system shall be Carmanah solar RRFB SC315-G Cabinet -Based Rectangular Rapid Flashing Beacon or approved equal. Solar panel and batteries shall be sized per manufacturer's recommendations. 8-21 Permanent Signing 8-21.2 Materials 9-06.16 Roadside Sign Structures Section 9-06.16 is supplemented with the following: (January 3, 2011) Perforated Steel Square Sign Post System Where noted in the Plans, steel sign post systems galvanized steel tubing, that are NCHRP 350 Test approved. The steel sign post system shall include hardware required for a complete sign installation. shall be square, pre -punched Level 3 Certified and FHWA all anchor sleeves, and other System Acceptance Systems listed in the current QPL will be accepted per the QPL approval code. Systems not listed in the QPL will be accepted based on a Supplier's Certificate of Compliance. The Supplier's Certificate of Compliance will be a contract specific letter from the supplier stating the system is NCHRP 350 Test Level 3 compliant. 9-28.12 Reflective Sheeting Section 9-28.12 is revised to read: (February 6, 2023) Reflective sheeting material shall conform to ASTM D4956 — Standard Specification for Retroreflective Sheeting for Traffic Control. The following standard reflective sheeting types have been modified to reflect Contracting Agency requirements: Device Type Use Sheeting Color Allowable Sheeting Types Permanent Signs Permanent Signing All All IV Object Markers All All IV Temporary Construction Signing Warning Signs All Fluorescent Orange V111, IX, X2, XI Regulatory Signs All White IV Regulator Signs Rural White 113, IV Regulatory Signs Urban/Rural White 1113, IV POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 159 of 31 @$ 1 2 3 4 5 6 7 8 9 10 11 12 13 Regulatory Signs All Red III, IV Regulatory Signs All Green 11, IV Regulatory Letters, Border Green 1113, IV3 or Symbols Temporary Construction All All Other 1113, IV Signs Background Colors Other Devices Barricades All White or 1113, IV Orange Barrier Delineators All White or III, IV, V, XI Yellow Bollards All All IV Flexible Guidepost All All III, IV, V Pedestrian Channelization All White or 1113, IV Devices Orange Signal Backplates Portable IV Signals Signal Backplates Permanent See Section Signals 9-29.16 Tall Channelization Devices All Fluorescent 1114, IV4, VIII, 42-inch Orange/White IX, X14 Traffic Cones All White or 1113, IV 28- and 36-inch Higher White Traffic Safety Drums All Fluorescent 1114, IV4, VIII, Orange/White IX, X14 Transportable Attenuators All Yellow and 1113, IV Black Chevron Transportable Attenuators All White and IV Red Chevron Tubular Markers (portable or All White or 1113, IV pavement mounted) Yellow Utilities attached to Bridges All I, See Section 6- 01.10 Notes: Except S Series signs with fluorescent yellow green sheeting shall use Type XI and Overhead Warning Signs and overhead exit only panels with fluorescent yellow shall use Type IV or XI. 2. Former Type X, not shown in ASTM D4956, however meets requirements of Types VII, IX and XI. 3. Only devices in inventory may be used, new fabrication shall use Type IV. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 160 of 31 @9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 4. Type III and Type IV orange and white sheeting may be still used through December 31, 2026. 9-28.14 Sign Support Structures Section 9-28.14 is supplemented with the following: (September 8, 2020) Manufacturers for Steel Roadside Sign Supports The Standard Plans lists several steel sign support types. These supports are patented devices and many are sole -source. All of the sign support types listed below are acceptable when shown in the Plans. Steel Sign Support Type Type TP-A & TP-B Type PL, PL-T & PL-U Type AS Type AP Type ST 1, ST 2, ST 3, & ST 4 Type S13-1, SB-2, & S13-3 Manufacturer Transpo Industries, Inc. Northwest Pipe Co. Transpo Industries, Inc. Transpo Industries, Inc. Ultimate Highway Solutions, Inc., Allied Tube & Conduit Corp. (Mechanical Division), Trinity Highway Products, LLC. Ultimate Highway Solutions, Inc., Xcessories Squared Development and Manufacturing Incorporated, Trinity Highway Products, LLC. 8-24 Rock and Gravity Block Wall and Gabion Cribbing 8-24.2 Materials Section 8-24.2 is supplemented with the following: Rockery caps will be required on all rockeries higher than four (4) feet in the public right-of-way. The cement concrete cap shall be a minimum of two (2) inches thick. Concrete for Rockery Cap shall be Class 3000 or Commercial. Lamp black coloring agent to match the color of the rockery shall be added to the cement concrete during mixing in an amount not to exceed 1.5 pounds per cubic yard of concrete. Where a pedestrian handrail or chain link fence is required, the rockery cap shall be deepened to a minimum of twelve (12) inches for a section six (6) inches either side of each pipe sleeve. Dummy joints shall be constructed at twelve (12) foot intervals. The depth of the dummy joint shall be one-third the depth of the cap. 8-24.3 Construction Requirements POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 161 of 3100 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 8-24.3(1) Rock Wall 8-24.3(1)B Excavation Section 8-24.3(1)B is supplemented with the following: The Contractor is wholly responsible to ensure the safety of the workers when excavating the temporary backwall. The Contractor shall be responsible for determining shoring needs and requirements to complete the work. In addition, the Contractor shall ensure that temporary excavations are not left open for extended periods of time and shall not be left open over weekends and holidays. 8-24.3(1)C Foundation Preparation Section 8-24.3(1)C is supplemented with the following: The keyway shall be comprised of a shallow trench (18-inches minimum depth and 12-inches wide) extending the full length of the wall and as wide as the wall units and the drain rock layer. The keyway shall be slightly inclined back towards the face being protected. Areas of soft subgrade shall be over -excavated and replaced with compacted structural fill. A four -inch diameter perforated or slotted high - density polyethylene (HDPE), smooth interior pipe shall be placed in the trench. It shall be bedded on and surrounded by free -draining, 2-inches to 4-inches crushed rock with 5% fines. This stormwater conveyance pipe shall be installed with sufficient slope to initiate positive drainage and the outfall connected by a solid wall tightline with positive drainage to the nearest catch basin. This connection to the catch basin shall be incidental to the cost of this item and shall be as approved by the Engineer. 8-24.3(1)E Rock Placement and Backfill Section 8-24.3(1)E is revised to read: Rocks shall be placed so there are no continuous joint planes in either the vertical or lateral direction. The first course of rock shall be placed on firm, unyielding soil or onto a layer of compacted crushed rock. There shall be full contact between the rock and the soil or crushed rock surface, which may require shaping of the ground surface or slamming or dropping the rocks into place so that the soil foundation conforms to the rock face bearing on it. The bottom of the first course of rock shall be a minimum of eighteen (18) inches below the lowest adjacent site grade. Where possible, rocks shall be placed so that the rock shall bear on at least two rocks below it. Rocks shall be oriented so that flat surface contact points between adjacent rocks are maximized. Point-to-point contact between adjacent rocks shall be POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 162 of 3101 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 8-24.5 47 minimized. Each rock in a course shall be arranged so that the natural irregularities in the rocks key the rocks together and so that the courses are keyed together. Rocks shall increase in size from the top of the wall to the bottom at a uniform rate. The minimum rock sizes, as referenced from the top of the wall, shall be as follows: Depth From Top of Wall (feet) Minimum Rock Size at Depth From Top of Wall 6 Three Man 9 Four Man 12 Five Man Rocks at the top of the wall shall be Two Man or larger. Because of the shape of rocks used to construct a rockery, it is virtually impossible to avoid creating void spaces between individual rocks. Voids should be minimized for long-term stability. Where voids of greater than six inches in dimension exist in the face of a rockery, they shall be visually examined to determine if contact between the rocks exists within the thickness of the rock wall. If there is no rock contact within the rock wall thickness, the void shall be chinked with a smaller piece of rock from inside the wall so that they are keyed between the rocks or the rocks with the void shall be replaced so that the voids are less than 6-inches. Where gaps are larger than 6- inches, the Engineer reserves the right to have the Contractor replace the rocks at no additional cost to the Contracting Agency. Because of the potential for the chinking rock to fall out with subsequent loss of drain rock or soil behind the rockery wall, the void must be chinked from the inside of the wall if possible. In this way the lateral pressure will force the chink rock into the void. However, if it is impracticable to chink the voids from the inside face and the Contractor elects to chink the void from the outside face and as approved by the Engineer, the chinking rocks should be hammered in to ensure a tight fit. If this action damages the adjacent rocks, those rocks shall be replaced at no additional cost to the Contracting Agency. Chinking rocks must be of the same quality as that for the large rocks. Nonwoven geotextile filter fabric meeting the requirements of Section 9-33.2(2) shall be placed between the backfill for rock wall and the remaining surrounding soil surfaces with seams in the geotextile overlapped a minimum of 2 feet. Geotextile fabric shall be placed such that it fully separates the drainage material and the backfill, and shall be extended over the top of the drainage zone. Backfill for the rock wall shall be placed behind each course in 12-inch lifts and tamped to provide a stable condition prior to placing rocks for the next successive course. A rock drainage filter shall be installed between the rear face of the rock wall and the soil face being protected. This drain rock layer shall be at least twelve (12) inches thick. For rock walls eight (8) feet in height or higher, it shall be at least eighteen (18) inches thick. The material for the drainage filter shall conform to the requirements of Section 9-13.7(2). Payment POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 163 of 31®2 1 (******) 2 The bid item for "Rock for Rock Wall" in Section 8-24.5 is revised to read: 3 4 "Rock for Rock Wall", per ton. 5 6 The unit Contract price per ton for "Rock for Rock Wall" shall also include furnishing and 7 installing chinking materials, furnishing, placement, and compaction of wall drain bedding 8 necessary for the keyway trench, furnishing and placement of the perforated drain pipe 9 for the length of the wall, furnishing and placement of geotextile for separation, and 10 furnishing, placement, and connection of pipe to the nearest catch basin. 11 12 13 Division 9 14 Materials 15 16 9-05 Drainage Structures and Culverts 17 18 9-05.12 Polyvinyl Chloride (PVC) Pipe 19 20 9-05.12(1) Solid Wall PVC Culvert Pipe, Solid Wall PVC Storm Sewer 21 Pipe, and Solid Wall PVC Sanitary Sewer Pipe 22 23 (******) 24 Section 9-05.12(1) is revised to read: 25 26 Solid wall PVC culvert pipe, solid wall PVC storm sewer pipe, and solid wall PVC 27 sanitary sewer pipe and fittings shall be solid wall construction and shall conform to the 28 following requirements: 29 30 For pipe sizes up to 15 inches: ASTM D3034 SDR 35 31 32 For pipe sizes from 18 to 48 inches: ASTM F679 using a minimum pipe stiffness of 46 33 psi in accordance with Table 1. 34 35 Pipe used in sewer installations shall be colored green for in -ground identification as 36 sewer pipe. 37 38 Pipe shall be suitable for use as a gravity sewer conduit. Provisions must be made for 39 contraction and expansion at each joint with a rubber ring. Joints shall conform to ASTM 40 D3212 using elastomeric gaskets conforming to ASTM F477. The bell shall consist of 41 an integral wall section with a solid cross-section rubber ring, factory assembled, 42 securely locked in place to prevent displacement during assembly. 43 44 All fittings and accessories shall be as manufactured by the pipe supplier or approved 45 equal and have bell and/or spigot configurations compatible with that of the pipe. 46 47 Provide factory molded wye fittings with elastomeric gasketed bell end joints. Tapped 48 and solvent welded fittings or fittings strapped to the main sewer are not acceptable. 49 Side sewers shall be connected to the main by means of a wye. A gasketed cap or plug 50 shall be furnished with each wye. The plug or cap shall be banded or otherwise secured 51 to withstand the test pressures to which it will be subjected without leakage. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 164 of 31®3 1 2 3 9-05.13 Ductile Iron Sewer Pipe 4 6 Section 9-05.13 is revised to read: 7 8 Ductile iron pipe shall not be used for a pressure sewer system. Pipe shall be 9 centrifugally cast ductile iron, conforming to AWWA C151. Minimum thickness class 10 shall be as determined in accordance with AWWA C150 but in no case less than 11 Class 52. 12 13 Fittings shall be cast iron or ductile iron conforming to the requirements of AWWA 14 C110 or AWWA C153 and rated for not less than 250 psi working pressure. 15 16 Joints shall be push -on or mechanical joint conforming to AWWA C111. Bolts for 17 mechanical joints shall be ductile iron or Corten tee head bolts. 18 19 Gaskets for mechanical or push -on joints shall be sewage and grease resistant 20 rubber (nitrile or neoprene), conforming to AWWA C111. 21 22 One of the following lining systems shall be used for corrosion resistance: 23 24 1. 40 mil DFT nominal ceramic epoxy lining. 25 2. 40 mil DFT nominal polyurethane lining. 26 3. 30 mil DFT electrostatically applied fusion bonded polymer alloy coating. 27 28 U.S. Pipe or Pacific States pipe and fittings, or approved equal shall be used. 29 30 Tracer wire shall be installed on all force mains and shall be copper wire, No. 10. 31 Waterproof splices shall be used where necessary. 32 33 Polyethylene film underground warning tape with metal core shall be placed. Tape for 34 sanitary sewer shall be green with black and white lettering reading "CAUTION 35 SEWER LINE BURIED BELOW". 36 37 38 9-05.15 Metal Castings 39 40 9-05.15(1) Manhole Ring and Cover 41 42 (******) 43 Section 9-05.15(1) is revised to read: 44 45 Manhole frames and covers shall be ductile iron and shall have the word "SEWER" in 3- 46 inch raised letters. Ring and cover shall be Rexus or East Jordan Iron Works hinged 47 manhole frame and lid. 48 49 50 9-05.23 High -Density Polyethylene (HDPE) Pipe 51 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 165 of 31®4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Section 9-05.23 is supplemented with the following: High -density polyethylene pipe for use as sanitary sewer pressure conduit shall conform to the following specifications and standards 1. Base resin shall conform to all requirements of ASTM D 1248, Type III, Class C, Category 5, Grade P34, with a PPI rating of PE 3408. 2. Cell classification shall be 345434C per ASTM D3350. 3. Environmental stress crack resistance — No cracks after 5,000 hours as determined by ASTM D1693, Condition C. 4. Rating — Long-term hydrostatic strength of 1,600 psi and hydrostatic design stress of 800 psi as determined by ASTM D2837. 5. Working pressure rating shall be 160 psi, SDR 11. 6. Pipe shall be butt -fused and internal weld seams removed. 9-05.50 Precast Concrete Drainage Structures 9-05.50(2) Manholes Section 9-05.50(2) is revised to read: Precast concrete manholes shall be designed for a soil unit weight of 150 Ib/CF and a live loading complying with AASHTO HS-20. All manholes shall conform to ASTM C478. Portland Cement shall be ASTM C150 Type II or Type IV. Precast bases may be separate or integral with the riser section. All manholes shall be installed with a GU Manhole Base Liner, or equal, with plastic invert and nonskid landing area embedded in concrete and 0-ring gaskets for the sewer connection or approved equal. The liner shall have a 5 mm minimum thickness. The depth of the main through channel shall be equal to or larger than the diameter of the largest pipe. Provide riser heights of not less than one foot. Provide riser sections, which have a preformed opening of a minimum size to accommodate the pipe to be inserted. Heights of base sections shall be such that openings for pipes are not located at joints. Joints shall be sewage and grease resistant confined rubber gaskets conforming to ASTM C443. In addition, all joints shall be grout/sealed on all interior surfaces with mortar. Manhole steps shall conform to ASTM D4101 polypropylene encased steel manhole steps with non -slip surface. Steel reinforcing shall be'/2-inch minimum diameterASTM A6156, Grade 60. Alternatively, steps may be knurled 3/4-inch diameter 316 stainless steel steps with a 2-inch hook on the embedment end. Pipe connections to manholes shall be by the following methods: For new manholes that require liners, fiberglass (FRP) manhole base by GU Industries or approved equal with sewage and grease resistant 0-ring gasket conforming to ASTM C443. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 166 of 3105 1 For new and existing manhole bases, sanitary sewer -proof elastomeric boots such as 2 Kor-N Seal I -Wedge Korband by National Pollution Control Systems Inc. or approved 3 equal. 4 5 6 9-05.51 Adjustment Sections 7 9 Section 9-05.51 is revised to read: 10 11 Concrete grade rings meeting the requirements of ASTM C478 shall be used. HDPE 12 grade adjustment rings shall be used to adjust minor variations in grade or slope that 13 concrete grade rings cannot accomplish. HDPE grade adjustment rings shall be Ladtech 14 or approved equal. Grade adjustment rings shall be limited to maximum height of 12 15 inches. In no case shall the "neck -length" (grade rings plus the manhole frame) exceed 16 18 inches. Interior and exterior of all grade rings shall be sealed with mortar. 17 18 Sections 9-05.51(1), 9-05.51(2), 9-05.51(3), 9-05.51(4), and 9-05.51(5) are deleted. 19 20 21 9-30 Water Distribution Materials 22 23 9-30.1 Pipe 24 25 9-30.1(1) Ductile Iron Pipe 26 27 (******) 28 Paragraph one of Section 9-30.1(1) is revised to read: 29 30 1. Ductile iron pipe shall be thickness Class 52 and shall conform to standards of ANSI 31 Standard A21.51 (AWWA C-151). All pipe shall be restrained joint pipe and shall be 32 ductile iron manufactured in accordance with requirements of ANSI A21.51 (AWWA 33 C-151). Push on joints or mechanical joints shall be in accordance with ANSI 21.11 34 (AWWA C-111). Pipe shall be Tyton Joint Pipe or approved equal. Gaskets shall be 35 Field Lok or approved equal. Pipe thickness shall be designed in accordance with 36 ANSI A21.50 (AWWA C-150). Standard thickness cement -mortar lining shall be in 37 accordance with ANSI A21.4 (AWWA C-104). Where Mega -Lug joints are required, 38 they shall be Mega -Lug Series 1100, as manufactured by EBAA Iron, or approved 39 equal. Mega -Lugs shall be used on all mechanical joints. Mega -Lugs shall be used 40 on all mechanical joints. When requested, furnish certification from manufacturer of 41 pipe and gasket being supplied that all of the specified inspections and tests have 42 been made and the results comply with requirements of this standard. 43 44 All pipe shall be laid with one piece of 10-gauge or thicker insulated copper wire. 45 The locating wire shall be situated immediately adjacent to the pipe and connected 46 to all valves. Locating wire shall also connect to all service lines and meters. 47 48 Locator tape will not be used as an alternative to wire but will be used in addition to 49 the wire. Continuous metallic tape, brightly colored, 2-inch minimum width, imprinted 50 with 1-inch letters with "CAUTION BURIED WATER LINE" shall be repeated not POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 167 of 31®6 1 less than 4 foot intervals. Install warning tape above water line approximately 18 2 inches below the finished grade. 3 4 9-30.2 Fittings 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Paragraph one of Section 9-30.2 is supplemented with the following: Bolts shall be zinc or chrome plated cast iron. Stainless steel bolts will not be allowed for use. 9-30.2(1) Ductile Iron Pipe Paragraph one of Section 9-30.2(1) is revised to read: All fittings shall be ductile iron where possible. Steel fittings will not be accepted. Ductile iron fittings shall be short body, cement lined, and have a minimum working pressure of 250 psi. Metal thickness and manufacturing processes shall conform to applicable portions of ANSI Standards A21.20, A21.11, B16.2, and B16.4. Standard cement lining shall be in accordance with ANSI Standard A21.4 (AWWA C-104). Mechanical joint (MJ), ductile iron, compact fittings 3 inches through 24 inches shall be in accordance with AWWA C-153. Ductile iron flange (FL) fittings shall be in accordance with AWWA C-110, with bolt pattern to match adjacent pipe and 250 psi pressure rating. Gasket material for flanges shall be neoprene, bunan, chlorinated butyl, or cloth inserted rubber. Gaskets shall be full face ring type. 9-30.3 Valves 9-30.3(1) Gate Valves (3 to 16 inches) Section 9-30.3(1) is revised to read: All gate valves for water lines 2" and larger shall be of the resilient, wedge -type, non - rising stem and shall meet or exceed the performance requirements of AWWA C-509 and be suitable for installation with the type and class of pipe being installed. The wedge shall be fully encapsulated with vulcanized SBR rubber. Valves to be equipped with mechanical joints or flange ends of Class 125 in accordance with ANSI B16.1 unless otherwise specified. Valve opening direction shall be counter -clockwise. Provide fusion epoxy coating and 2-inch operating nut. Gate valves shall be Dresser, Kennedy, or approved equivalent. 9-30.3(4) Valve Boxes Section 9-30.3(4) is revised to read: POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 168 of 31®7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 All valve boxes shall be two-piece cast iron, and equipped with a suitable extension for a 36-inch to 65-inch trench depth. Top sections and lids will be designed for installation in vehicular areas. Lids will be labeled "WATER", and lid tabs will point in the direction of the water main. The valve boxes shall have a design loading meeting AASHTO H-20. All valves and valve boxes will be set plumb with the valve box centered on the valve. Valve box installation shall comply with City of Port Orchard Standard Detail 884. Cast iron valve boxes shall be Olympic Foundry, Rich Box No. 920 or approved equivalent and must be compatible with the City's system. 9-30.3(8) Tapping Sleeve and Valve Assembly Section 9-30.3(8) is revised to read: Provide restrained mechanical joint with flanged outlet tapping sleeve with a minimum 150 psi rating. The sleeve shall be grade 18-8 type 304 stainless steel and SBR rubber gasket, Romac Style SST, Ford Style FAST, or approved equal. The valve shall be 200 psi pressure rated, resilient seated, non -rising stem, AWWA C- 509, with flanged by mechanical joint connection. The valve shall have a cast or ductile iron body with AWWA C-550 epoxy coating. The valves shall be M&H style 3751-NRS, or approved equal. 9-30.5 Hydrants Section 9-30.5 is supplemented with the following: Fire hydrants shall conform to AWWA Standard C-502 for post -type, dry -barrel, selfdraining hydrants suitable for at least a 54-inch depth. Each hydrant shall have a six-inch inlet, a minimum valve opening of 5-1/4 inches, two 2-1/2 inch hose connections, and a 4- 1/2 inch pumper port with a 5 inch Storz pumper connection. All ports shall have National Standard Threads or other connection devices consistent with local fire protection authority requirements. All valves and caps shall open counterclockwise and have a 1-1/2-inch flat point pentagon operation and cap nuts. Hydrants shall be breakaway traffic models. The configuration of the fire hydrant assembly shall be as shown on Standard Detail 881. The assembly shall have a cast iron tee (with mechanical joint connections to the main) a flanged tee, a six-inch flanged by mechanical joint gate valve with valve box, and a six-inch ductile iron pipe extension. All mechanical joints shall be secured with mega -lugs. Push on pipe joints shall be secured with field lock gaskets. Shackle rods to connect the hydrant to the auxiliary valve at the main are not permitted. Provide a minimum of seven cubic feet of washed gravel surrounding the 90-degree bend below the hydrant. Gravel shall be 1-1/2-inch minus and be retained on 1/4 inch mesh for drain. Hydrants added to existing systems will be installed by wet tap. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 169 of 3108 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 The hydrant shall have at least an 18-inch clearance between the ground and the lower port, and a 36-inch unobstructed radius around it for operation of a hydrant wrench. The steamer/pumper port shall face the street or the most likely direction of emergency approach. Hydrants shall be coated with two coats of yellow Rustoleum paint or equal in accordance with coating manufacturer's recommendations. Fire hydrants shall be Clow Medallion, M&H 129S. Sections 9-30.5(1), 9-30.5(2), 9-30.5(3), 9-30.5(4), 9-30.5(5), and 9-30.5(6) shall be deleted. 9-30.6 Water Service Connections (2 Inches and Smaller) Section 9-30.6 is supplemented with the following: Water service installations shall comply with the City of Port Orchard Standard Detail 860 and 861. The location and type of corporation stop, meter setters, and locating wire on all individual services must be as indicated on Standard Details 860 and 861. In addition, if pressure reducing valves are required for individual service connections where static pressure at the meter exceeds 80 psi, they normally will be installed after the meter. Meter sets and yokes will be specified by the City. 9-30.6(1) Saddles Section 9-30.6(1) is revised to read: Service saddles shall be ductile iron body, stainless steel straps, nuts, and bolts, Buna N or SBR O-ring gasket, with iron pipe tap. Saddles 1'/2 inches and larger shall be double strap. Saddles shall be Romac 101 S or 202S, Smith Blair 311, or approved equal. 9-30.6(2) Corporation Stops Section 9-30.6(2) is revised to read: Corporation stops for one -inch to two-inch service saddles shall be bronze body, male iron pipe threaded inlet, pack joint (compression) outlet, Mueller H- 10013, Ford FB1100, or approved equivalent conforming to AWWA C800. Direct taps for services are not allowed. 9-30.6(3) Service Pipes Section 9-30.6(3) is supplemented with the following: POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 170 of 3109 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Polyethylene pipe for service connections shall conform to AWWA C-901, PE 3406, SDR 9, copper tubing size. Pipe shall have a cell classification meeting ASTM D3350 and a pressure rating of 160 psi. Joints shall be pack joint with stainless steel insert stiffener. Sections 9-30.6(3)A, 9-30.6(3)B, and 9-30.6(3)C are deleted. 9-30.6(5) Meter Setters Section 9-30.6(5) is revised to read: Meter sets shall be installed using a meter yoke equipped with a locking angle meter valve and an angle check valve. Meter yoke inlets and outlets shall have male iron pipe size threads. Meter yoke assemblies shall be Mueller H-1434-2 or H-1422, Ford VH 72-12W with valve, or approved equal. If meters need to be raised, Mueller H-14118 Meter Relocater, or approved equivalent shall be used. 9-30.6(7) Meter Boxes Section 9-30.6(7) is revised to read: Meter boxes shall be SIGMA -Raven HDPE Meter Box Model RMB 1324-SW or RMB 1730-SW and HDPE Lid with touch -read, and meter reader door per standard detail, or approved equal. Individual pressure reducing valves are required where static water pressure exceeds 80 psi and shall be installed after the meter as directed by the City. Individual service pressure reducing valves shall be of bronze body construction with a renewable stainless steel seat, stainless steel integral strainer, and temperature resistant diaphragm. Pressure reducing valves 2-inches and smaller for individual water service lines shall be Wilkins 600 Series or equal. (January 9, 2023) Standard Plans The State of Washington Standard Plans for Road, Bridge and Municipal Construction M21- 01, effective September 30, 2022, is made a part of this contract. The Standard Plans are revised as follows: A-10.30 RISER RING detail (Including SECTION view and RISER RING DIMENSIONS table): The RISER RING detail is deleted from the plan. INSTALLATION detail, SECTION A: The 1/4"" callout is revised to read "+/- 1/4" (SEE CONTRACT - Note: The + 1/4" installation is shown in the Section A view)" POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 171 of 3400 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 B-90.40 Valve Detail — DELETED C-8 DELETED C-8A DELETED C-20.42 Plan View (Case 22A-31), callout, was; "BEAM GUARDRAIL ANCHOR TYPE 10 PAY LIMIT" is revised to read; "BEAM GUARDRAIL ANCHOR TYPE 11 PAY LIMIT' C-23.60 DELETED C-23.70 Sheet 1, Detail A, callout, was — "EIGHT 5/8" x 1/2" (IN) BOLTS W/ HEX NUTS AND WASHERS (SEE NOTE 5)"is revised to read: "EIGHT 5/8" x 1-1/2" (IN) BOLTS W/ HEX NUTS AND WASHERS (SEE NOTE 5)". Sheet 2, ANCHOR RAIL ELEMENT DETAIL and associated Enlarged Detail, 3/4" Diameter hole pattern (8 holes), callout, "3/4" DIAMETER HOLE (TYP.)" is revised to read: "29/32" x 1 1/8" (IN) SLOT (TYP.)" D-2.04 DELETED D-2.06 DELETED D-2.08 DELETED D-2.32 DELETED D-2.34 DELETED D-2.60 DELETED D-2.62 DELETED D-2.64 DELETED D-2.66 DELETED POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 172 of 3401 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 D-2.68 DELETED D-2.80 DELETED D-2.88 DELETED D-3.15 DELETED D-3.16 DELETED D-3.17 DELETED D-3.10 Sheet 1, Typical Section, callout - "FOR WALLS WITH SINGLE SLOPE TRAFFIC BARRIER. USE THE DETAILS ABOVE THE MATCH LINE ON STANDARD PLAN D- 3.15" is revised to read; "FOR WALLS WITH SINGLE SLOPE TRAFFIC BARRIER, SEE CONTRACT PLANS" Sheet 1, Typical Section, callout - "FOR WALLS WITH F-SHAPE TRAFFIC BARRIER. USE THE DETAILS ABOVE THE MATCH LINE ON STANDARD PLAN D-3.16" is revised to read; "FOR WALLS WITH F-SHAPE TRAFFIC BARRIER, SEE CONTRACT PLANS' D-3.11 Sheet 1, Typical Section, callout - ""B" BRIDGE APPROACH SLAB (SEE BRIDGE PLANS) OR PERMANENT GEOSYNTHETIC WALL BARRIER - SEE STANDARD PLANS D-3.15 OR D-3.16" is revised to read; "B" BRIDGE APPROACH SLAB OR MOMENT SLAB (SEE CONTRACT PLANS) Sheet 1, Typical Section, callout - "TYPICAL BARRIER ON BRIDGE APPROACH SLAB (SEE BRIDGE PLANS) OR PERMANENT GEOSYNTHETIC WALL BARRIER - SEE STANDARD PLANS D-3.15 OR D-3.16" is revised to read; "TYPICAL BARRIER ON BRIDGE APPROACH SLAB OR MOMENT SLAB (SEE CONTRACT PLANS) n-1o_1n Wall Type 1 may be used if no traffic barrier is attached on top of the wall. Walls with traffic barriers attached on top of the wall are considered non-standard and shall be designed in accordance with the current WSDOT Bridge Design Manual (BDM) and the revisions stated in the 11/3/15 Bridge Design memorandum. n-1 n 15 Wall Type 2 may be used if no traffic barrier is attached on top of the wall. Walls with traffic barriers attached on top of the wall are considered non-standard and shall be designed in accordance with the current WSDOT BDM and the revisions stated in the 11/3/15 Bridge Design memorandum. D-10.30 Wall Type 5 may be used in all cases. POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 173 of 31tjO2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 D-10.35 Wall Type 6 may be used in all cases. D-10.40 Wall Type 7 may be used if no traffic barrier is attached on top of the wall. Walls with traffic barriers attached on top of the wall are considered non-standard and shall be designed in accordance with the current WSDOT BDM and the revisions stated in the 11/3/15 Bridge Design memorandum. D-10.45 Wall Type 8 may be used if no traffic barrier is attached on top of the wall. Walls with traffic barriers attached on top of the wall are considered non-standard and shall be designed in accordance with the current WSDOT BDM and the revisions stated in the revisions stated in the 11/3/15 Bridge Design memorandum. D-15.10 STD Plans D-15 series "Traffic Barrier Details for Reinforced Concrete Retaining Walls" are withdrawn. Special designs in accordance with the current WSDOT BDM are required in place of these STD Plans. D-15_?0 STD Plans D-15 series "Traffic Barrier Details for Reinforced Concrete Retaining Walls" are withdrawn. Special designs in accordance with the current WSDOT BDM are required in place of these STD Plans. D-15.30 STD Plans D-15 series "Traffic Barrier Details for Reinforced Concrete Retaining Walls" are withdrawn. Special designs in accordance with the current WSDOT BDM are required in place of these STD Plans. F-10.18 Note 2, "Region Traffic engineer approval is needed to install a truck apron lower than 3"." -DELETED J-10.10 Sheet 4 of 6, "Foundation Size Reference Table", PAD WIDTH column, Type 33xD=6' — 3" is revised to read: 7'— 3". Type 342LX / NEMA P44=5' — 10" is revised to read: 6'— 10" Sheet 5 of 6, Plan View, "FOR EXAMPLE PAD SHOWN HERE:, "first bullet" item, "- SPACE BETWEEN TYPE B MOD. CABINETAND 33x CABINET IS 6" (IN)" IS REVISED TO READ: "SPACE BETWEEN TYPE B MOD. CABINET (BACK OF ALL CHANNEL STEEL) AND 33x CABINET IS 6" (IN) (CHANNEL STEEL ADDS ABOUT 5" (IN)" J-10.16 Key Note 1, Standard Plan J-10.30 revised to Standard Plan J-10.14 J-10.17 Key Note 1, Standard Plan J-10.30 revised to Standard Plan J-10.14 J-10.18 Key Note 1, Standard Plan J-10.30 revised to Standard Plan J-10.14 J-20.10 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 174 of 31t03 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 Elevation View, horizontal dimension to edge of sidewalk 10" (IN) OR LESS DESIRABLE - 18" (IN) MAXIMUM is revised to read: "10" (IN) MAXIMUM" .1-?0_?5 Add Note 1, 1. One accessible pedestrian pushbutton station per pedestrian pushbutton post." J-20.16 View A, callout, was - LOCK NIPPLE, is revised to read; CHASE NIPPLE J-21.10 Sheet 1, Elevation View, Round Concrete Foundation Detail, callout - "ANCHOR BOLTS - W (IN) x 30" (IN) FULL THREAD - THREE REQ'D. PER ASSEMBLY" IS REVISED TO READ: "ANCHOR BOLTS - 1/4" (IN) x 30" (IN) FULL THREAD - FOUR REQ'D. PER ASSEMBLY" Sheet 1 of 2, Elevation view (Round), add dimension depicting the distance from the top of the foundation to find 2 #4 reinforcing bar shown, to read; 3" CLR.. Delete "(TYP.)" from the 2'/2" CLR. dimension, depicting the distance from the bottom of the foundation to find 2 # 4 reinf. Bar. Sheet 1 of 2, Elevation view (Square), add dimension depicting the distance from the top of the foundation to find 1 #4 reinforcing bar shown, to read; 3" CLR. Delete "(TYP.)" from the 2'/2" CLR. dimension, depicting the distance from the bottom of the foundation to find 1 # 4 reinf. Bar. Sheet 2 of 2, Elevation view (Round), add dimension depicting the distance from the top of the foundation to find 2 #4 reinforcing bar shown, to read; 3" CLR. Delete "(TYP.)" from the 2'/2" CLR. dimension, depicting the distance from the bottom of the foundation to find 2 # 4 reinf. Bar. Sheet 2 of 2, Elevation view (Square), add dimension depicting the distance from the top of the foundation to find 1 #4 reinforcing bar shown, to read; 3" CLR. Delete "(TYP.)" from the 2'/2" CLR. dimension, depicting the distance from the bottom of the foundation to find 1 # 4 reinf. Bar. Detail F, callout, "Heavy Hex Clamping Bolt (TYP.) - 3/4" (IN) Diam. Torque Clamping Bolts (see Note 3)" is revised to read; "Heavy Hex Clamping Bolt (TYP.) - 3/4" (IN) Diam. Torque Clamping Bolts (see Note 1)" Detail F, callout, "3/4" (IN) x 2'- 6" Anchor Bolt (TYP.) - Four Required (See Note 4)" is revised to read; "3/4" (IN) x 2'- 6" Anchor Bolt (TYP.) - Three Required (See Note 2)" .I-2 1.15 Partial View, callout, was - LOCK NIPPLE - 1 '/2" DIAM., is revised to read; CHASE NIPPLE - 1 '/2" (IN) DIAM. J-21.16 Detail A, callout, was - LOCKNIPPLE, is revised to read; CHASE NIPPLE J-22.15 Ramp Meter Signal Standard, elevation, dimension 4'- 6" is revised to read; 6'-0" (2x) Detail A, callout, was - LOCK NIPPLE - 1 '/2" DIAM. is revised to read; CHASE NIPPLE - 1 W (IN) DIAM. J-40.10 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 175 of 31t04 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 Sheet 2 of 2, Detail F, callout, 12 — 13 x 1 V S.S. PENTA HEAD BOLT AND 12" S. S. FLAT WASHER" is revised to read; 12 — 13 x 1 '/2" S.S. PENTA HEAD BOLT AND 1/2" (IN) S. S. FLAT WASHER" J-40.36 Note 1, second sentence; "Finish shall be # 2B for backbox and # 4 for the cover." Is revised to read; "Finish shall be # 2B for barrier box and HRAP (Hot Rolled Annealed and Pickled) for the cover. J-40.37 Note 1, second sentence; "Finish shall be # 2B for backbox and # 4 for the cover." Is revised to read; "Finish shall be # 213 for barrier box and HRAP (Hot Rolled Annealed and Pickled) for the cover. J-75.20 Key Notes, note 16, second bullet point, wa: Bands", add the following to the end of the nc stainless steel ends, nuts, bolts, and washers bands and associated hardware." J-75.41 DELETED 1/2" (IN) x 0.45" (IN) Stainless Steel te: "Alternate: Stainless steel cable with may be used in place of stainless steel J-75.55 Notes, Note Al, Revise reference, was — G-90.29, should be — G-90.20. K-80.20 DELETED L-5.10 Sheet 2, Typical Elevation, callout - "2'— 0" MIN. LAP SPLICE BETWEEN (mark) A #3 BAR AND WALL REINFORCEMENT — TYPICAL" is revised to read: "2'— 0" MIN. LAP SPLICE BETWEEN (MARK) A #4 BAR AND WALL REINFORCEMENT TYPICAL" Section C, callout; "(mark) A #3" is revised to read: "(mark) A #4", callout - "(mark) B #3" is revised to read: "(mark) B #4", callout - "(mark) C #3 TIE" is revised to read: "(mark) C #4 TIE" Reinforcing Steel Bending Diagram, (mark) B detail, callout — "128 deg." is revised to read: "123 deg.", callout — "51 deg." is revised to read: "57 deg." The following are the Standard Plan numbers applicable at the time this project was advertised. The date shown with each plan number is the publication approval date shown in the lower right-hand corner of that plan. Standard Plans showing different dates shall not be used in this contract. A-10.10-00 ........ 8/7/07 A-30.35-00 ....... 10/12/07 A-50.10-01......... 8/17/21 A-10.20-00 ...... 10/5/07 A-40.00-01 ......... 7/6/22 A-50.40-01......... 8/17/21 A-10.30-00 ...... 10/5/07 A-40.10-04 ......... 7/31/19 A-60.10-03........ 12/23/14 A-20.10-00 ...... 8/31/07 A-40.15-00 ......... 8/11/09 A-60.20-03......... 12/23/14 A-30.10-00 ...... 11/8/07 A-40.20-04 ......... 1/18/17 A-60.30-01.......... 6/28/18 A-30.30-01 ...... 6/16/11 A-40.50-02 ......... 12/23/14 A-60.40-00.......... 8/31/07 B-5.20-03........ 9/9/20 B-30.50-03......... 2/27/18 B-75.20-03.......... 8/17/21 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 176 of 31t05 F, 3 C! B-5.40-02......... 1 /26/ 17 B-5.60-02......... 1 /26/ 17 B-10.20-02........ 3/2/ 18 B-10.40-02 ........ 8/ 17/21 B-10.70-02 ...... 8/17/21 B-15.20-01 ........ 2/7/12 B-15.40-01 ........ 2/7/ 12 B-15.60-02 ........ 1 /26/17 B-20.20-02....... 3/ 16/ 12 B-20.40-04 ....... 2/27/18 B-20.60-03 ....... 3/15/12 B-25.20-02 ........ 2/27/18 B-25.60-02 ......... 2/27/18 B-30.05-00........ 9/9/20 B-30.10-03 ......... 2/27/18 B-30.15-00 ........ 2/27/ 18 B-30.20-04......... 2/2 7/ 18 B-30.30-03......... 2/2 7/ 18 B-30.40-03 .......... 2/27/ 18 C-1.................... 9/8/22 C-1 b...................9/8/22 C-1 d................ 10/31 /03 C-2c..................8/12/19 C-4f................... 8/ 12/ 19 C-6 a ................ 9/8/22 C-7..................... 9/8/22 C-7a...................9/8/22 C-20.10-08......... 9/8/22 C-20.14-05 .......... 9/8/22 C-20.15-02 .......... 6/11 /14 C-20.18-04.......... 9/8/22 C-20.40-09 .......... 9/8/22 C-20.41-04 .......... 8/22/22 C-20.42-05 .......... 7/14/15 C-20.43-00......... 8/22/22 C-20.45.03.......... 9/8/22 C-22.16-07 ........ 9/16/20 B-30.60-00 ........ 9/9/20 B-30.70-04......... 2/2 7/ 18 B-30.80-01.......... 2/2 7/ 18 B-30.90-02 ........ 1 /26/17 B-35.20-00.......... 6/8/06 B-35.40-00 .......... 6/8/06 B-40.20-00 .......... 6/1 /06 B-40.40-02 ........ 1 /26/17 B-45.20-01 .......... 7/11 /17 B-45.40-01 .......... 7/21 /17 B-50.20-00 .......... 6/1 /06 B-55.20-03.......... 8/ 17/21 B-60.20-02.......... 9/9/20 B-60.40-01 .......... 2/27/ 18 B-65.20-01 .......... 4/26/12 B-65.40-00 .......... 6/1 /06 B-70.20-01 .......... 3/15/22 B-70.60-01 .......... 1 /26/17 B-75.50-02.......... 3/ 15/22 B-75.60-00............ 6/8/06 B-80.20-00 ......... 6/8/06 B-80.40-00......... 6/ 1 /06 B-85.10-01......... 6/ 10/08 B-85.20-00 .......... 6/1 /06 B-85.30-00.......... 6/ 1 /06 B-85.40-00.......... 6/8/06 B-85.50-01......... 6/ 10/08 B-90.10-00 .......... 6/8/06 B-90.20-00.......... 6/8/06 B-90.30-00 .......... 6/8/06 B-90.40-01 .......... 1 /26/17 B-90.50-00 .......... 6/8/06 B-95.20-02.......... 8/ 17/21 B-95.40-01.......... 6/28/ 18 C-22.40-09........ 9/8/22 C-22.45-06........ 9/8/22 C-23.70-00........ 8/22/22 C.24.10-03........ 7/24/22 C-24.15-00 ....... 3/ 15/22 C-25.20-07........ 8/20/21 C-25.22-06........ 8/20/21 C-25.26-05........ 8/20/21 C-25.30-01 ....... 8/20/21 C-2 5.80-05........ 8/ 12/ 19 C-60.10-02 ....... 9/8/22 C-60.15-00 ........ 8/ 17/21 C-60.20-01...... 9/8/22 C-60.30-01 ...... 8/17/21 C-60.40-00 ........ 8/ 17/21 C-60.45-00 ........ 8/ 17/21 C-60.50-00 ........ 8/17/21 C-60.60-00 ........ 8/17/21 C-60.70-01...... 9/8/22 C-60.80-01........ 9/8/22 C-70.15-00 ........ 8/ 17/21 C-70.10-03........ 8/20/21 C-75.10-02........ 9/ 16/20 C-75.20-03........ 8/20/21 C-75.30-03........ 8/20/21 C-80.10-02........ 9/ 16/20 C-80.20-01........ 6/ 11 / 14 C-80.30-02........ 8/20/21 C-80.40-01........ 6/ 11 / 14 C-85.10-00........ 4/8/ 12 C-85.11-01........ 9/16/20 C-85.15-02........ 8/27/21 C-85-18-03........ 9/8/22 D-2.36-03........ 6/11/14 D-4.................12/11/98 D-10.35-00......... 7/8/08 D-2.46-02...... 8/13/21 D-6...................6/19/98 D-10.40-01...... 12/2/08 D-2.84-00........ 11/10/05 D-10.10-01...... 12/2/08 D-10.45-01...... 12/2/08 D-2.92-01........ 4/26/22 D-10.15-01...... 12/2/08 D-3.09-00........ 5/17/12 D-10.20-01......... 8/7/19 D-3.10-01...... 5/29/13 D-10.25-01......... 8/7/19 D-3.11-03...... 6/11/14 D-10.30-00......... 7/8/08 E-1....................2/21/07 E-4.................... 8/27/03 E-2....................5/29/98 E-4a.................. 8/27/03 F-10.12-04 ....... 9/24/20 F-10.62-02........ 4/22/14 F-40.15-04........ 9/25/20 F-10.16-00 ....... 12/20/06 F-10.64-03........ 4/22/14 F-40.16-03........ 6/29/16 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 177 of 31t06 E 3 F-10.18-03......... 3/28/22 F-30.10-04........ 9/25/20 F-10.40-04........... 9/24/20 F-40.12-03........ 6/29/16 F-10.42-00......... 1/23/07 F-40.14-03........ 6/29/16 G-10.10-00 ........ 9/20/07 G-26.10-00 ...... 7/31/19 G-20.10-03 ........ 8/20/21 G-30.10-04 ....... 6/23/15 G-22.10-04 .......... 6/28/18 G-50.10-03 ....... 6/28/18 G-24.10-00 ...... 11/8/07 G-90.10-03 ...... 7/11/17 G-24.20-01 ...... 2/7/12 G-90.20-05 ...... 7/11/17 G-24.30-02 ...... 6/28/18 G-90.30-04 ...... 7/11/17 G-24.40-07 ..... 6/28/18 G-95.10-02 ........ 6/28/18 G-24.50-05 ..... 8/7/19 G-95.20-03 ........ 6/28/18 G-24.60-05 ..... 6/28/18 G-95.30-03 ........ 6/28/18 G-25.10-05 ....... 9/ 16/20 H-10.10-00.......... 7/3/08 H-10.15-00.......... 7/3/08 H-30.10-00...... 10/ 12/07 1-10.10-01......... 8/11 /09 1-30.10-02......... 3/22/13 1-30.15-02......... 3/22/13 1-30.16-01......... 7/11 /19 1-30.17-01......... 6/12/19 J-05.50-00 ....... 8/30/22 J-10 .................. 7/ 18/97 J-10.10-04 ...... 9/ 16/2 0 J-10.12-00 ...... 9/16/20 J-10.14-00 ...... 9/ 16/20 J-10.15-01 ........ 6/11 /14 J-10.16-02 ...... 8/ 18/21 J-10.17-02 ...... 8/ 18/21 J-10.18-02 ...... 8/ 18/21 J-10.20-04 ...... 8/ 18/21 J-10.21-02 ...... 8/18/21 J-10.22-02 ........ 8/ 18/21 J-10.25-00 ...... 7/ 11 / 17 J-10.26-00 ....... 8/30/22 J-12.15-00 ...... 6/28/ 18 J-12.16-00 ...... 6/28/ 18 J-15.10-01 ........ 6/11 /14 J-15.15-02 ...... 7/ 10/ 15 J-20.01-00 ....... 8/30/22 J-20.10-04 ........ 7/31 /19 J-20.11-03 ........ 7/31 /19 J-20.15-03 ........ 6/30/ 14 J-20.16-02 ........ 6/30/ 14 J-20.20-02 ........ 5/20/ 13 J-20.26-01 ........ 7/12/12 J-21.10-04 ...... 6/30/ 14 J-21.15-01...... 6/ 10/ 13 H-32.10-00....... 9/20/07 H-60.10-01......... 7/3/08 H-60.20-01......... 7/3/08 1-30.20-00 ......... 9/20/07 1-30.30-02 ......... 6/12/19 1-30.40-02 ....... 6/12/19 1-30.60-02 ......... 6/12/19 1-40.10-00 ......... 9/20/07 J-28.10-02...... 8/7/ 19 F-45.10-03........ 8/ 13/21 F-80.10-04 ........ 7/ 15/ 16 H-70.10-02...... 8/ 17/21 H-70.20-02...... 8/ 17/21 1-40.20-00......... 9/20/07 1-50.20-02.......... 7/6/22 1-60.10-01.......... 6/10/13 1-60.20-01.......... 6/10/13 1-80.10-02.......... 7/ 15/ 16 J-28.22-00....... 8/07/07 J-28.24-02 ....... 9/ 16/20 J-28.26-01 ...... 12/02/08 J-28.30-03...... 6/ 11 / 14 J-28.40-02...... 6/11 /14 J-28.42-01....... 6/11 /14 J-28.43-01....... 6/28/ 18 J-28.45-03....... 7/21 /16 J-28.50-03....... 7/21 /16 J-28.60-03....... 8/27/21 J-28.70-04 ....... 8/30/22 J-29.10-02 ....... 8/26/22 J-29.15-01....... 7/21 /16 J-29.16-02....... 7/21 / 16 J-30.10-01...... 8/26/22 J-40.01-00........ 8/30/22 J-40.05-00...... 7/21 /16 J-40.10-04...... 4/28/ 16 J-40.20-03 ...... 4/28/ 16 J-40.30-04 ...... 4/28/ 16 J-40.35-01...... 5/29/ 13 J-40.36-02...... 7/21 /17 J-40.37-02...... 7/21 /17 J-40.38-01....... 5/20/ 13 J-40.39-00 ...... 5/20/ 13 J-40.40-02...... 7/31 /19 POTTERY AVE NON -MOTORIZED IMPROVEMENTS J-50.25-00 ....... 6/3/ 11 J-50.30-00 ....... 6/3/ 11 J-60.05-01....... 7/21 / 16 J-60.11-00 ....... 5/20/13 J-60.12-00 ....... 5/20/13 J-60.13-00 ....... 6/16/10 J-60.14-01 ...... 7/31 /19 J-75.10-02 ...... 7/10/15 J-75.20-01 ...... 7/10/15 J-75.30-02 ....... 7/10/15 J-75.50-00...... 8/30/22 J-75.55-00...... 8/30/22 J-80.05-00...... 8/30/22 J-80.10-01...... 8/ 18/21 J-80.12- 0 0 ...... 8/ 18/21 J-80.15-00 ...... 6/28/18 J-81.10-02 ...... 8/18/21 J-81.12-0 0 ...... 9/3/21 J-84.05-00...... 8/30/22 J-86.10-00 ...... 6/28/18 J-90.10-03 ....... 6/28/ 18 J-90.20-03 ....... 6/28/ 18 J-90.21-02 ...... 6/28/18 J-90.50-00 ...... 6/28/18 PW2023-002 Page 178 of 31t07 1 E 3 4 5 6 7 8 9 10 11 12 13 14 J-21.16-01...... 6/ 10/ 13 J-21.17-01...... 6/ 10/ 13 J-21.20-01...... 6/ 10/ 13 J-22.15-02 ...... 7/ 10/ 15 J-22.16-03...... 7/ 10/ 15 J-26.10-03 ..... 7/21 /16 J-26.15-01..... 5/ 17/ 12 J-26.20-01..... 6/28/ 18 J-27.10-01 ..... 7/21 /16 J-27.15-00 ..... 3/ 15/ 12 J-28.01-00 ...... 8/30/22 J-45.36-00 ...... 7/21 /17 J-50.05-00 ...... 7/21 /17 J-50.10-01 ....... 7/31 /19 J-50.11-02....... 7/31 / 19 J-50.12-02 ....... 8/7/ 19 J-50.13-01....... 8/30/22 J-50.15-01 ....... 7/21 /17 J-50.16-01 ....... 3/22/13 J-50.18-00 ....... 8/7/ 19 J-50.19-00 ....... 8/7/ 19 J-50.20-00 ....... 6/3/ 11 K-70.20-01....... 6/1/16 K-80.32-00...... 8/17/21 K-80.10-02....... 9/25/20 K-80.34-00...... 8/17/21 L-5.10-00........ 9/19/22 L-20.10-03........ 7/14/15 L-5.15-00........ 9/19/22 L-30.10-02........ 6/11/14 L-10.10-02........ 6/21/12 L-40.15-01........ 6/16/11 M-1.20-04......... 9/25/20 M-1.40-03......... 9/25/20 M-1.60-03......... 9/25/20 M-1.80-03......... 6/3/11 M-2.20-03......... 7/10/15 M-2.21-00........ 7/10/15 M-3.10-04......... 9/25/20 M-3.20-04......... 8/2/22 M-3.30-04......... 9/25/20 M-3.40-04......... 9/25/20 M-3.50-03......... 9/25/20 M-5.10-03......... 9/25/20 M-7.50-01......... 1 /30/07 M-9.50-02......... 6/24/14 M-9.60-00........ 2/10/09 Standard Details M-11.10-04........ 8/2/22 M-12.10-03...... 8/2/22 M-15.10-01 ........ 2/6/07 M-17.10-02 ........ 7/3/08 M-20.10-04 ........ 8/2/22 M-20.20-02 ........ 4/20/15 M-20.30-04 ........ 2/29/ 16 M-20.40-03 ........ 6/24/14 M-20.50-02 ........ 6/3/11 M-24.20-02 ....... 4/20/15 M-24.40-02 ....... 4/20/15 M-24.60-04....... 6/24/ 14 M-24.65-00 ...... 7/11 /17 M-24.66-00 ...... 7/11 /17 M-40.10-03 ...... 6/24/14 K-80.35-01....... 9/ 16/20 K-80.37-01....... 9/ 16/20 L-40.20-02 L-70.10-01 L-70.20-01 M-40.20-00 M-40.30-01 M-40.40-00 M-40.50-00 M-40.60-00 M-60.10-01 M-60.20-03 M-65.10-03 M-80.10-01 M-80.20-00 M-80.30-00 .....6/21/12 .... 5/21 /08 .... 5/21 /08 ....10/12/07 ....7/11/17 ....9/20/07 ....9/20/07 ....9/20/07 ....6/3/11 ....8/17/21 ....8/17/21 ....6/3/11 ....6/10/08 ....6/10/08 The City of Port Orchard Public Works Engineering Standards and Specifications, effective February 2019, is made a part of this contract. The following are the Standard Detail numbers applicable at the time this project was advertised. The date shown with each plan number is the publication approval date shown in the lower right-hand corner of that plan. Standard Details showing different dates shall not be used in this contract. 200......1 /24/19 241.........1 /15/19 201...... 1/15/19 260......... 1/15/19 220...... 1/15/19 221......1 /30/19 222...... 1/15/19 240......1 /15/19 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 179 of 31t08 1 E 3 C! 5 C 300 ......... 1 /29/19 340........1 /31 /19 301.........1 /29/19 341........1 /29/19 320.........1 /29/19 342........1 /31 /19 321.........1 /31 /19 360........1 /31 /19 322.........1 /31 /19 361........1 /31 /19 323........1 /31 /19 400 ................1/29/19 424................ 1/30/19 401 ................1/29/19 425................ 1/30/19 402 ................1/29/19 426................ 1/30/19 403 ................1/29/19 427................ 1/30/19 404 ................1 /24/19 428................1 /31 /19 420 ................1/29/19 429................ 1/31/19 421 ................1/29/19 430................ 1/30/19 422 ................1 /31 /19 431................1 /30/19 423 ................1/31/19 460................ 1/31/19 500........ 2/21 /19 501 A ...... 2/1 /19 501 B........ 1/3O/19 800-B....... 1/3O/19 84OB ........ 1/3O/19 865 ........ 1/23/19 801........ 1/31/19 841......... 1/31/19 866 ........ 1/23/19 802........ 1/30/19 84OA ........ 1/3O/19 880 ........ 1/23/19 803-A....... 1/15/19 84OB ........ 1/3O/19 881 ........ 1/23/19 803-B....... 1/15/19 860........ 1/22/19 882 ........ 1/23/19 820........ 1/30/19 861........ 1/22/19 883 ........ 1/23/19 821........ 1/30/19 863A ........ 1/3O/19 884 ........ 1/23/19 84OA........ 1/3O/19 864........ 1/23/19 900........ 1/23/19 928........ 1/24/19 901........ 1/30/19 940........ 1/31/19 920........ 1/30/19 941........ 1/31/19 921........ 1/30/19 942........ 1/31/19 922........ 1/30/19 943........ 1/30/19 923........ 1/30/19 960........ 1/30/19 924........ 1/30/19 961........ 1/30/19 925........1 /30/19 926........1 /30/19 927........1 /30/19 POTTERY AVE NON -MOTORIZED IMPROVEMENTS PW2023-002 Page 180 of 3409 POTTERY AVE NON -MOTORIZED IMPROVEMENTS CITY OF PORT ORCHARD PUBLIC WORKS DEPARTMENT SHEET INDEX SHEET TITLE DRAWING # SHEET # COVER SHEET CV1 1 GENERAL NOTES GN1 2 SITE PREPARATION AND TESC PLAN SP1-SP12 3-14 PAVING PLAN PVi-PV11 15-25 MISCELLANEOUS DETAILS MD1-MD2 26-27 UTILITY PLAN UT1-UT7 28-34 CHANNELIZATION AND SIGNING PLAN CH1-CH11 35415 0 z 0 a : 3 Stamp G41� � CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 ?2s 7 k` C %3 PHONE: 360.876.4991 llwloxM VICINITY MAP N.T,S NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT AN work done in Accordance with the Crty of Port Orchard Public Works Enpineering Standards Specifications in effect on the date shown above, and supplemented by Project Provisions. ORCHARD. a APPROVED BY: K. CHRIS HAMMER, P.E. CITY ENGINEER CITY OF PORT ORCHARD APPROVED BY: DENIS RYAN PUBLIC WORKS DIRECTOR CITY OF PORT ORCHARD DATE /- d/- F4� DATE o�,TTMo.. ""� "'ON-MOTORIZELj IMPROVEMENTS ��:��M AM PLAN NO. CV 1 SHEET 1 OF 45 Page 181 of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z 0 W� w z 0 U) w w ,r 0 Engineer's Stamp WATER GENERAL NOTES: 1. ALL WORK SHALL CONFORM TO THE CURRENT CITY OF PORT ORCHARD PUBLIC WORKS ENGINEERING STANDARDS AND SPECIFICATIONS. 2. FITTINGS SHALL BE MECHANICAL JOINT CONFORMING TO AWWA C-110, C-111, OR C-153 AND SHALL BE MEGA -LUG SERIES 1100, AS MANUFACTURED BY EBBA IRON, OR APPROVED EQUAL. PIPE SHALL BE TYTON JOINT PIPE WITH FIELD LOK GASKETS, OR APPROVED EQUAL. AN ALTERNATIVE RESTRAINED JOINT SYSTEM MAY BE SUBSTITUTED FOR THE ABOVE ITEMS. 3. ALL PIPE FITTINGS NOT TO BE DISINFECTED IN PLACE PER AWWA C-651 SHALL BE SWABBED WITH 1 % AVAILABLE CHLORINE SOLUTION PRIOR TO INSTALLATION. 4. ALL WATER MAINS AND APPURTENANCES SHALL BE TESTED UNDER A HYDROSTATIC PRESSURE EQUAL TO 250 PSI FOR 1-HOUR. WATER SERVICE LINES WILL BE VISUALLY INSPECTED FOR LEAKAGE. ALL PUMPS, GAUGES, PLUGS, SADDLES, CORPORATION STOPS, BACKFLOW PREVENTION DEVICES, MISCELLANEOUS HOSE AND PIPING, AND OTHER EQUIPMENT SHOWN ON THE CONSTRUCTION PLANS AND THAT ARE NECESSARY FOR PERFORMING THE TEST SHALL BE FURNISHED AND OPERATED BY THE CONTRACTOR. THE PIPELINE TRENCH SHALL BE BACKFILLED SUFFICIENTLY TO PREVENT MOVEMENT OF THE PIPE UNDER PRESSURE. ALL REQUIRED THRUST BLOCKS SHALL BE IN PLACE AND SUFFICIENTLY CURED TO REACH DESIGN STRENGTH BEFORE TESTING. 5. AFTER DISINFECTING THE WATER MAIN, DISPOSE OF CHLORINATED WATER BY DISCHARGING TO THE NEAREST OPERATING SANITARY SEWER. 6. THE NEW WATER MAIN SHALL BE CONNECTED TO THE EXISTING SYSTEM ONLY AFTER NEW MAIN IS PRESSURE TESTED, FLUSHED, DISINFECTED, AND SATISFACTORY BACTERIOLOGICAL SAMPLE RESULTS ARE OBTAINED AND RECEIVED BY PUBLIC WORKS STAFF. 7. WATER MAIN SHUTDOWNS SHALL BE COORDINATED WITH THE PUBLIC WORKS OPERATIONAL STAFF FOR PREFERRED TIMING DURING FLOW CONTROL CONDITIONS. WATER MAIN SHUTDOWNS SHALL NOT BE SCHEDULED TO TAKE PLACE ON FRIDAYS, OR ON THE FIVE DAYS BEFORE NOR ONE DAY AFTER A CITY HOLIDAY, UNLESS OTHERWISE APPROVED BY PUBLIC WORKS. 8. WHEN EXCAVATING AROUND CHARGED WATER MAIN THE CONTRACTOR MUST EXERCISE CARE IN VICINITY OF THRUST BLOCKS THAT ARE PLACED AT ANY BENDS, TEES, OR DEAD ENDS OF WATER MAINS TO AVOID UNDERMINING THE SOIL SUPPORT FOR THE THRUST BLOCKING. 9. DEFLECT THE WATER MAIN ABOVE OR BELOW EXISTING UTILITIES AS REQUIRED TO MAINTAIN 3 FT MINIMUM COVER AND 12-INCH MINIMUM VERTICAL CLEARANCE BETWEEN UTILITIES UNLESS OTHERWISE SPECIFIED. 10. WHERE A NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 12-INCHES OR LESS, AN ETHAFOAM PAD MUST BE PLACED AS A CUSHION BETWEEN UTILITIES. 11. IF DEFLECTING PIPE JOINTS FOR CURVES, HORIZONTAL AND VERTICAL ANGLE POINTS MUST BE CONSTRUCTED BY DEFLECTING A MAXIMUM ONE-HALF OF THE MANUFACTURER'S ALLOWABLE JOINT DEFLECTION FOR PIPE AND FITTINGS, UNLESS OTHERWISE NOTED. 12. THE WATER MAIN SHALL BE INSTALLED ONLY AFTER THE ROADWAY SUBGRADE IS BACKFILLED, GRADED, AND COMPACTED IN CUT AND FILL AREAS. 13. ALL RESIDENTIAL SERVICES SHALL BE INSTALLED PER STANDARD DETAILS 860 OR 861 UNLESS OTHERWISE SPECIFIED. 14. UNIFORM PLUMBING CODE REQUIRES THE INSTALLATION OF PRIVATELY OWNED AND OPERATED PRESSURE REDUCING VALVES WHERE THE OPERATING PRESSURE EXCEEDS 80 PSI. 15. ABANDONMENT OF EXISTING WATER SERVICES SHALL BE ACCOMPLISHED AS FOLLOWS: 15.1. REMOVE EXISTING SERVICE SADDLE FROM WATER MAIN AND REPLACE WITH NEW STAINLESS STEEL REPAIR BAND, ROMAC SS2, FORD SERVICE SADDLE FC101, CC THREADED SADDLE AND A CC THREAD BRASS PLUG, OR APPROVED EQUAL (WILL NOT BE REQUIRED WHEN WATER MAIN IS TO BE ABANDONED). 15.2. REMOVE AND DISPOSE OF EXISTING SETTER AND METER BOX. 15.3. CAP OR CRIMP (IF COPPER) EXISTING SERVICE LINE TO BE ABANDONED IN PLACE, EACH END. 15.4. RETURN EXISTING METER TO PUBLIC WORKS. 16. ABANDONMENT OF EXISTING WATERMAINS SHALL BE ACCOMPLISHED AS FOLLOWS: 16.1. DI PIPE: MECHANICAL JOINT PLUG, CAP, OR BLIND FLANGE TO BE INSTALLED ON BOTH ENDS. 16.2. ALL OTHER PIPE: FILLED WITH CDF AND MECHANICAL JOINT PLUG, CAP, OR BLIND FLANGE TO BE INSTALLED ON BOTH ENDS. 17. AVOID CROSSING WATER OR SEWER MAINS AT HIGHLY ACUTE ANGLES. THE SMALLEST ANGLE MEASURE BETWEEN UTILITIES SHOULD BE 45 TO 90 DEGREES. 18. WHERE WATER MAIN CROSSES ABOVE OR BELOW SANITARY SEWER, ONE FULL LENGTH OF WATER PIPE SHALL BE CENTERED FOR MAXIMUM JOINT SEPARATION. 19. AT POINTS WHERE EXISTING THRUST BLOCKING IS FOUND, MINIMUM CLEARANCE BETWEEN THE CONCRETE BLOCKING AND OTHER BURIED UTILITIES OR STRUCTURES SHALL BE 5 FEET. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 SEWER GENERAL NOTES: 1. ALL WORK SHALL CONFORM TO THE CURRENT CITY OF PORT ORCHARD PUBLIC WORKS ENGINEERING STANDARDS AND SPECIFICATIONS. 2. ALL NEW MANHOLES SHALL BE INSTALLED WITH A GU MANHOLE BASE LINER, OR EQUAL. 3. TOPS OF MANHOLES WITHIN PUBLIC RIGHTS -OF -WAY SHALL NOT BE ADJUSTED TO FINAL GRADE UNTIL JUST PRIOR TO PAVING. 4. ALL MANHOLES IN UNPAVED AREAS SHALL INCLUDE A CONCRETE SEAL AROUND ADJUSTING RINGS PER STANDARD DETAIL 922. 5. THE CONTRACTOR SHALL ADJUST ALL MANHOLE RIMS TO BE FLUSH WITH FINAL FINISHED GRADES, UNLESS OTHERWISE SHOWN. 6. ALL SEWER MAIN EXTENSIONS WITHIN THE PUBLIC RIGHT-OF-WAY OR IN EASEMENTS MUST BE "STAKED" BY A SURVEYOR LICENSED IN WASHINGTON STATE FOR "LINE AND GRADE" PRIOR TO STARTING CONSTRUCTION. 7. THE CONTRACTOR SHALL INSTALL, AT ALL CONNECTIONS TO EXISTING DOWNSTREAM MANHOLES, SCREENS OR PLUGS TO PREVENT FOREIGN MATERIALS FROM ENTERING EXISTING SANITARY SEWER SYSTEM. SCREENS OR PLUGS SHALL REMAIN IN PLACE THROUGHOUT THE DURATION OF CONSTRUCTION AND SHALL BE REMOVED ALONG WITH COLLECTED DEBRIS AT THE TIME OF FINAL INSPECTION AND IN THE PRESENCE OF A REPRESENTATIVE FROM PUBLIC WORKS. 8. THE CONTRACTOR SHALL MAINTAIN A MINIMUM OF TEN FEET (10') HORIZONTAL SEPARATION BETWEEN ALL WATER AND SEWER LINES. ANY CONFLICTS SHALL BE REPORTED TO PUBLIC WORKS AND THE ENGINEER PRIOR TO CONSTRUCTION. 9. THE CONTRACTOR SHALL ENSURE AND VERIFY THAT NO CONFLICTS EXIST BETWEEN SANITARY SEWER LINES AND PROPOSED OR EXISTING UTILITIES PRIOR TO CONSTRUCTION. 10. MINIMUM COVER OVER SEWER PIPE SHALL BE FIVE FEET, UNLESS OTHERWISE SHOWN. 11. AVOID CROSSING WATER OR SEWER MAINS AT HIGHLY ACUTE ANGLES. THE SMALLEST ANGLE MEASURE BETWEEN UTILITIES SHOULD BE 45 TO 90 DEGREES. 12. AT POINTS WHERE EXISTING THRUST BLOCKING IS FOUND, MINIMUM CLEARANCE BETWEEN THE CONCRETE BLOCKING AND OTHER BURIED UTILITIES OR STRUCTURES SHALL BE 5 FEET. 13. ALL SEWER MAINS AND APPURTENANCES SHALL BE AIR TESTED PER SECTION 7-17.3(2)F OF THE WSDOT STANDARD SPECIFICATIONS. ALL TESTING EQUIPMENT SHOWN ON THE CONSTRUCTION PLANS AND THAT ARE NECESSARY FOR PERFORMING THE TEST SHALL BE FURNISHED AND OPERATED BY THE CONTRACTOR. THE PIPELINE TRENCH SHALL BE COMPACTED PRIOR TO TESTING SEWER LINES. 14. ALL TESTING AND CONNECTIONS TO EXISTING MAINS SHALL BE DONE IN THE PRESENCE OF PUBLIC WORKS STAFF. 15. THE CONTRACTOR SHALL PROVIDE COLOR CCTV EQUIPMENT INCLUDING TELEVISION CAMERAS, A TELEVISION MONITOR, CABLES, POWER SOURCES, SIDE -LAUNCH CAPABLE IF NECESSARY, AND OTHER EQUIPMENT. FOCAL DISTANCE SHALL BE ADJUSTABLE THROUGH A RANGE FROM 6 INCHES TO INFINITY. THE CCTV EQUIPMENT SHALL INCLUDE A DISTANCE MEASURING INSTRUMENT (DMI) TO MEASURE THE HORIZONTAL DISTANCE TRAVELED BY THE CAMERA. THE DMI READOUT SHALL APPEAR CONTINUOUSLY ON THE VIDEO PRODUCED BY THE INSPECTION AND SHALL BE ACCURATE TO LESS THAN 1 PERCENT ERROR OVER THE LENGTH OF THE SECTION OF PIPELINE BEING INSPECTED. FOR STORM OR SANITARY SEWERS, THE LENGTH IS MEASURED FROM THE CENTERLINE OF THE MANHOLE OR CATCH BASIN TO THE CENTERLINE OF THE NEXT MANHOLE OR CATCH BASIN. ADA GENERAL NOTES: I 1. MINIMUM RAMP LENGTH FOR TYPE PERPENDICULAR RAMPS SHALL BE 4.0 FEET, WITH A RAMP RUNNING SLOPE NOT TO EXCEED 7.5%. RAMP SHALL BE LENGTHENED TO ACHIEVE 7.5% OR LESS SLOPE TO A MAXIMUM LENGTH OF 7 8 FEET. THE LENGTH OF THE RAMP MUST ALLOW FOR A MINIMUM 4 FOOT TURNING SPACE BEHIND THE RAMP. THE LENGTH AND RUNNING SLOPE OF THE RAMP MUST BE APPROVED BY THE ENGINEER PRIOR TO PLACING CEMENT CONCRETE. 2. THE INTENDED CROSS SLOPE FOR ALL RAMPS AND ALL TURNING SPACES IS 1.5%. DUE TO EXISTING GUTTER AND ROADWAY SLOPES, ACHIEVING 1.5% 8 MAY NOT BE POSSIBLE. CONTRACTOR SHALL CONSTRUCT WITH CROSS SLOPE AS CLOSE TO 1.5% (OR LESS) AS POSSIBLE WITHIN EXISTING CONDITIONS. MINIMUM CROSS SLOPES SHALL BE 0.5%. CROSS SLOPE MUST BE APPROVED BY THE ENGINEER PRIOR TO PLACING CEMENT CONCRETE. 3. AVOID PLACING JUNCTION BOXES OR OTHER OBSTRUCTIONS IN FRONT OF 9 RAMP ACCESS AREAS. 4. REPLACE SIDEWALK PANEL ADJACENT TO CURB RAMPS FOR A MINIMUM 10 LENGTH OF 5 FEET, OR TO NEAREST JOINT BEYOND 5 FEET UNLESS NOTED OTHERWISE. THE REPLACEMENT LENGTH SHALL BE SUFFICIENT TO PROVIDE A SMOOTH RUNNING SLOPE AND CROSS SLOPE TRANSITION BETWEEN NEW 11 AND EXISTING SIDEWALK. THE REPLACEMENT LENGTH AND MATCH IN POINT MUST BE APPROVED BY THE ENGINEER PRIOR TO PLACING CEMENT CONCRETE. 5. BACK OF WALK LIMITS VARY FOR EACH CURB RAMP LOCATION, SEE PAVING PLANS FOR PLAN VIEW FOR EACH CURB RAMP. NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 182 of 316 DRAINAGE GENERAL NOTES: 1. ALL STORM PIPE AND APPURTENANCES SHALL BE LAID IN ACCORDANCE TO PORT ORCHARD DESIGN AND CONSTRUCTION STANDARDS. THIS SHALL INCLUDE LEVELING AND COMPACTING THE TRENCH BOTTOM, THE TOP OF THE FOUNDATION MATERIAL, AND ANY REQUIRED BEDDING TO A UNIFORM GRADE SO THAT THE ENTIRE DRAINAGE FACILITY IS SUPPORTED BY A UNIFORMLY DENSE UNYIELDING BASE. 2. ALL STORM PIPE SHALL BE SUBJECT TO A LOW-PRESSURE AIR TEST IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 7-04.3(1)F AND A VIDEO INSPECTION IN ACCORDANCE WITH THE PORT ORCHARD DESIGN STANDARDS. 3. STORM PIPE COVER MEASURED FROM THE FINISHED GRADE ELEVATION TO THE TOP OF THE OUTSIDE SURFACE OF THE PIPE, SHALL BE 2 FEET MINIMUM, UNLESS AUTHORIZED BY THE CITY OF PORT ORCHARD CITY ENGINEER UNDER THE FOLLOWING CIRCUMSTANCES: 3.1. UNDER DRIVEWAYS THE PIPE COVER MAY BE REDUCED TO 1 FOOT MINIMUM IF THE 2 FEET CANNOT BE ACHIEVED AND THE COVER IS CONSISTENT WITH THE PIPE MANUFACTURER'S RECOMMENDATIONS. 3.2. IN AREAS NOT SUBJECT TO VEHICULAR LOADS, SUCH AS LANDSCAPE PLANTERS AND YARDS, THE PIPE COVER MAY BE REDUCED TO 1 FOOT MINIMUM. 3.3. IF DUCTILE IRON PIPE OR C900 PIPE IS USED, THE PIPE COVER MAY BE REDUCED TO 1 FOOT MINIMUM. 4. ANY DRAINAGE STRUCTURE, SUCH AS A CATCH BASIN OR A MANHOLE, NOT RECEIVING SURFACE RUNOFF AND NOT LOCATED WITHIN A TRAVELED ROADWAY OR SIDEWALK SHALL HAVE A SOLID LOCKING LID. 5. ALL CATCH BASIN GRATES SHALL CONFORM TO THE CURRENTLY ADOPTED STORMWATER MANAGEMENT MANUAL AND THE WSDOT STANDARD PLANS WHEN LOCATED WITHIN THE RIGHT-OF-WAY, AND SHALL INCLUDE A COMBINATION INLET FRAME (OPEN -CURB -FACE FRAME), WHEN LOCATED IN A SUMP CONDITION OR BEFORE AN INTERSECTION WITH A 4% GRADE OR GREATER. ALL CATCH BASINS WITHIN THE GUTTER LINE SHALL BE INSTALLED IN ACCORDANCE WITH THE CITY OF PORT ORCHARD STANDARD DETAILS AS APPLICABLE. MAXIMUM CATCH BASIN HEIGHT FROM FINISHED GRADE TO PIPE INVERT SHALL BE PER THE APPLICABLE DETAIL. 6. FOR ANY CURB GRADE LESS THAN 0.8% (0.0080 FT/FT), INCLUDING CURB RETURNS, A PROFESSIONAL LAND SURVEYOR, CURRENTLY LICENSED IN THE STATE OF WASHINGTON, SHALL VERIFY THAT THE CURB FORMS OR STRING LINES ARE AT THE GRADES NOTED ON THE APPROVED PLANS PRIOR TO PLACEMENT OF CONCRETE. THE CONTRACTOR IS RESPONSIBLE FOR SURVEY COORDINATION AND COSTS. 7. FOR ANY DRAINAGE PIPE GRADE LESS THAN 0.5% (0.0050 FT/FT), A PROFESSIONAL LAND SURVEYOR, LICENSED IN THE STATE OF WASHINGTON, SHALL VERIFY THAT THE AS -BUILT PIPE MATCHES THE GRADES NOTED ON THE APPROVED PLANS PRIOR TO COMPLETION OF SUBGRADE. THE CONTRACTOR IS RESPONSIBLE FOR SURVEY COORDINATION AND COSTS. MINIMUM FLARE LENGTH SHALL BE 4 FEET, WITH A MAXIMUM SLOPE OF 10.0%. FLARE SHALL BE LENGTHENED TO ACHIEVE A SLOPE OF 10.0% OR LESS. FINAL LENGTHS AND SLOPES MUST BE APPROVED BY THE ENGINEER PRIOR TO PLACING CEMENT CONCRETE. MINIMUM RAMP LENGTH FOR TYPE PARALLEL, COMBINATION, AND SINGLE DIRECTION RAMPS SHALL BE 4 FEET, WITH A RAMP RUNNING SLOPE NOT TO EXCEED 7.5%. RAMP MAY BE LENGTHENED TO ACHIEVE 7.5% OR LESS SLOPE TO A MAXIMUM LENGTH OF 15 FEET. THE LENGTH AND RUNNING SLOPE OF THE RAMP MUST BE APPROVED BY THE ENGINEER PRIOR TO PLACING CEMENT CONCRETE. CURB RAMP LENGTHS SHALL BE ADJUSTED TO ACHIEVE REQUIRED SLOPES TO ACCOMMODATE EXISTING SITE CONDITIONS. ALL SLOPES AND LENGTHS MUST BE APPROVED BY THE ENGINEER PRIOR TO POURING CEMENT CONCRETE. TO MEET ADA GUIDELINES A MAXIMUM CROSS SLOPE OF 2.0% IS ALLOWED ON SIDEWALKS AND RAMPS. THE LENGTH AND WIDTH OF CURB RAMPS SHALL BE MEASURED TO AND FROM THE FINISHED EDGES OF CONCRETE AND EXCLUDING JOINTS. THE BID ITEM "CEMENT CONC. CURB RAMP TYPE " DOES NOT INCLUDE THE ADJACENT CURB & GUTTER, DEPRESSED CURB & GUTTER, PEDESTRIAN CURB, OR SIDEWALKS. CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ADA REQUIREMENTS FOR ALL PEDESTRIAN FACILITIES AND TO MAKE SURE THAT MAXIMUM ALLOWABLE SLOPES ARE NOT EXCEEDED IN ANY LOCATION. CONTACT THE ENGINEER DURING CONSTRUCTION IF THERE ARE ANY AREAS THAT ADA COMPLIANCE IS NOT POSSIBLE FOR UNFORESEEN REASONS. 9L44C HARD_ EROSION AND SEDIMENT CONTROL GENERAL NOTES: 1. APPROVAL OF THESE TEMPORARY EROSION AND SEDIMENT CONTROL (TESC) PLANS DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G., SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES, UTILITIES, ETC.). 2. THE IMPLEMENTATION OF THESE TESC PLANS AND THE CONSTRUCTION MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE TESC FACILITIES IS THE RESPONSIBILITY OF THE APPLICANT/CESCL UNTIL ALL CONSTRUCTION IS APPROVE. 3. THE BOUNDARIES OF THE CLEARING LIMITS SHALL BE CLEARLY FLAGGED BY A CONTINUOUS LENGTH OF FENCING PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/CESCL FOR THE DURATION OF CONSTRUCTION. 4. THE TESC FACILITIES SHOWN ON THESE PLANS ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT FOR CHANGING SITE CONDITIONS (E.G., ADDITIONAL COVER MEASURES, ADDITIONAL SUMP PUMPS, RELOCATION OF DITCHES AND SILT FENCES, ADDITIONAL PERIMETER PROTECTION, ETC.), AS DIRECTED BY THE CITY ENGINEER. 5. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/CESCL AND MAINTAINED TO ENSURE CONTINUED PROPER FUNCTIONING. WRITTEN RECORDS SHALL BE KEPT OF WEEKLY REVIEWS OF THE TESC FACILITIES AND SAMPLES TAKEN DURING THE WET SEASON (OCTOBER 1 TO APRIL 30) AND OF MONTHLY REVIEWS DURING THE DRY SEASON (MAY 1 TO SEPTEMBER 30). 6. ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON OR SEVEN DAYS DURING THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED TESC METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.). 7. ANY AREA NEEDING TESC MEASURES NOT REQUIRING IMMEDIATE ATTENTION SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS. 8. AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO FINAL INSPECTION. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATER INTO A DOWNSTREAM SYSTEM. 9. PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1), ALL DISTURBED AREAS SHALL BE REVIEWED TO IDENTIFY WHICH AREAS CAN BE SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. A MAP OF THOSE AREAS TO BE SEEDED AND THOSE TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY OF PORT ORCHARD CITY ENGINEER. THE INSPECTOR CAN REQUIRE SEEDING OF ADDITIONAL AREAS IN ORDER TO PROTECT SURFACE WATERS, ADJACENT PROPERTIES, OR DRAINAGE FACILITIES. 10. USE OF STRAW FOR EROSION AND SEDIMENTATION CONTROL IS NOT ALLOWED AS A BMP FOR MAJOR PROJECTS. RECOMMENDED CONSTRUCTION SEQUENCE: 1. CONDUCT A PRE -CONSTRUCTION MEETING WITH THE PUBLIC WORKS DEPARTMENT. 2. POST "NOTICE OF CONSTRUCTION ACTIVITY" SIGN WITH NAME AND PHONE NUMBER OF THE CESCL. 3. FENCE CLEARING LIMITS AND SIGNIFICANT TREES. 4. INSTALL CATCH BASIN PROTECTION. 5. INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). 6. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY OF PORT ORCHARD STANDARDS AND MANUFACTURER'S RECOMMENDATIONS. 7. RELOCATE SURFACE WATER CONTROLS AND EROSION CONTROL MEASURES, OR INSTALL NEW MEASURES TO ENSURE THAT AS SITE CONDITIONS CHANGE, THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE CITY OF PORT ORCHARD EROSION AND SEDIMENT CONTROL STANDARDS. 8. COVER ALL AREAS THAT WILL BE IDLE FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING, OR EQUIVALENT. 9. STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 10. SEED OR SOD ANY AREAS TO REMAIN IDLE UNTIL SEED OR SOD IS ESTABLISHED. 11. UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BEST MANAGEMENT PRACTICES REMOVED, IF APPROPRIATE. POTTERY AVE NON -MOTORIZED IMPROVEMENTS GENERAL NOTES PL-f l N1 GN1 SHEET 2 OF 45 SEC. 2 & 3 T.23N. R.1 E. W.M. 0 0 EXISTING OVERHEAD POWER (TYP) 0 z 0 w > =W z 0 w w Q C) DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS Engineer's Stamp INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 0 0 NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 CHECKED KCH OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 GENERAL NOTES: 1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS TO BE REMOVED. 4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN. 5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE ENGINEER. 6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING WORK. 7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE NOTED. 8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE PERSONNEL PRIOR TO PROJECT ACCEPTANCE. 9. ALL SIDEWALK MATCH -IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE NEAREST JOINT. 10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP IMPACTS. 11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN 1-80.10. 12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. N w 13. CO UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT w PLANS FOR FURTHER INFORMATION. v = 14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY < N WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE w DISTURBED. CO 15. CONTRACTOR SHALL CALL ONE -CALL BEFORE ANY EXCAVATION BEGINS AT 811. 16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR SIGN REMOVALS. 17. SEE UT PLANS FOR UTILITY RELATED REMOVALS. 18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED PER WSDOT STD. PLANS 1-10.10 AND 1-30.17 AS DIRECTED BY THE ENGINEER 19. SEE DWG. GN1 FOR ADDITIONAL NOTES.. / CONSTRUCTION NOTES: 0 INSTALL INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 EXISTING RIGHT-OF-WAY 20 SAWCUT 33) EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE) WSDOT LIMITED ACCESS RIGHT-OF-WAY ® PROTECT AND MAINTAIN EXISTING UTILITY POLE 5) REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION INCL. HAUL) NAME OR INITIALS AND DATE PROJECT MANAGER: K. CHRIS HAMMER REVIEWED: OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 183 of 316 © REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL) 70 PROTECT AND MAINTAIN EXISTING POWER PEDESTAL ® REMOVE PAINT LINE REMOVE PLASTIC CROSSWALK LINE 10 REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL. HAUL). 11 REMOVE PLASTIC TRAFFIC MARKING 12 EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK) 13 PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD LEGEND: ROADWAY EXCAVATION INCL. HAUL PLANING BITUMINOUS PAVEMENT - 2" SAWCUTTING Z 20 10 0 20 40 SCAFF IN FEET PLAN No. 9L44 POTTERY AVE NON -MOTORIZED IMPROVEMENTS SP1 OR".,D.s SHEET SITE PREPARATION AND TESC PLAN 30F45 WSDOT LIMITED ACCESS RIGHT-OF-WAY EXISTING RIGHT-OF-WAY w—w—w DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. SEC. 2 & 3 T.23N. V) WSDOT LIMITED GENERAL NOTES: 1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS TO BE REMOVED. 4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN. 5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE ENGINEER. 6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING WORK. 7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE NOTED. 8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE PERSONNEL PRIOR TO PROJECT ACCEPTANCE. 9. ALL SIDEWALK MATCH -IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE NEAREST JOINT. 10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP IMPACTS. w cf) 11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN ui 1-80.10. 0 = 12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN Q w ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR cui f) WESTERN WASHINGTON. 13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT PLANS FOR FURTHER INFORMATION. 14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE DISTURBED. 15. CONTRACTOR SHALL CALL ONE -CALL BEFORE ANY EXCAVATION BEGINS AT 811. 16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR SIGN REMOVALS. 17. SEE UT PLANS FOR UTILITY RELATED REMOVALS. 18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED PER WSDOT STD. PLANS 1-10.10 AND 1-30.17 AS DIRECTED BY THE ENGINEER 19. SEE DWG. GN1 FOR ADDITIONAL NOTES.. CONSTRUCTION NOTES: EXISTING RIGHT-OF-WAY S RIGHT-OF-WAY 10 INSTALL INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 22) SAWCUT 33) EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE) ® PROTECT AND MAINTAIN EXISTING UTILITY POLE 50 REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION INCL. HAUL) © REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL) 70 PROTECT AND MAINTAIN EXISTING POWER PEDESTAL ® REMOVE PAINT LINE 90 REMOVE PLASTIC CROSSWALK LINE 10 REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL. HAUL). 11 REMOVE PLASTIC TRAFFIC MARKING 12 EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK) 13 PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD LEGEND: ROADWAY EXCAVATION INCL. HAUL PLANING BITUMINOUS PAVEMENT - 2" SAWCUTTING Z 20 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS PLAN N11 S P2 Page 184 of 316 SITE PREPARATION AND TESC PLAN SHEET 4OF45 -0— P[J— P[1— Fri GIZoHP — DHP — DHP — HHP - --❑HP SD— SD—SD—SD—SD- WSDOT LIMITED ACCESS RIGHT -OF -WA BEGIN SIDEWALK REMOVAL e `�l yI Y b BEGIN CURB REMOVAL I BEGIN SIDEWALK REMOVAL b S SSSSSSA—SS— _ DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. SEC. 2 & 3 T.23N. EXISTING RIGHT-OF-WAY — —f END CURB REMOVAL END SIDEWALK REMOVAL — — — tIVU NUtVVALY\ KUVIUVHL EXISTING OVERHEAD POWER (TYP) cs—sS—� E ISTING RIGHT-OF-WAY — uHH — PHP — ❑HP — OHP — ❑HP s—ss—ss—ss—ss—ss—ss ss—ss—ss—ss s GENERAL NOTES: 1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS TO BE REMOVED. 4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN. 5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE ENGINEER. 6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING WORK. 7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE NOTED. 8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE PERSONNEL PRIOR TO PROJECT ACCEPTANCE. 9. ALL SIDEWALK MATCH -IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE NEAREST JOINT. 10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP IMPACTS. 11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN 1-80.10. 12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. z N 13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT w PLANS FOR FURTHER INFORMATION. v = 14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY Q "' WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE UJ w DISTURBED. 15. CONTRACTOR SHALL CALL ONE -CALL BEFORE ANY EXCAVATION BEGINS AT 811. 16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR SIGN REMOVALS. 17. SEE UT PLANS FOR UTILITY RELATED REMOVALS. 18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED PER WSDOT STD. PLANS 1-10.10 AND 1-30.17 AS DIRECTED BY THE ENGINEER 19. SEE DWG. GN1 FOR ADDITIONAL NOTES.. CONSTRUCTION NOTES: 10 INSTALL INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 22) SAWCUT 30 EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE) ® PROTECT AND MAINTAIN EXISTING UTILITY POLE 50 REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION INCL. HAUL) © REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL) 70 PROTECT AND MAINTAIN EXISTING POWER PEDESTAL ® REMOVE PAINT LINE 90 REMOVE PLASTIC CROSSWALK LINE 10 REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL. HAUL). 11 REMOVE PLASTIC TRAFFIC MARKING 12 EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK) 13 PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD LEGEND: ROADWAY EXCAVATION INCL. HAUL PLANING BITUMINOUS PAVEMENT - 2" SAWCUTTING Z 20 10 0 20 40 SCAFF IN FEET PL-f l N11 POTTERY AVE NON -MOTORIZED IMPROVEMENTS SP3 Page 185 of 316 SHEET SITE PREPARATION AND TESC PLAN 5 OF 45 co KIZ w z_ ") ui J ~ 2 w c=in `, % — w — < w w—w—w—w w W ULVIIV r/111V I LIIVL I\LIVIV VI1L _ _ EXISTING RIGHT-OF-WAY EXISTING OVERHEAD POWER (TYP) EXISTING RIGHT-OF-WAY DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. SEC. 2 & 3 T.23N. END PAINT LINE/REMOVAL� BEGIN PAINT LINE REMOVAL END PAINT LINE REMOVAL BEGIN PAINT LINE REMOVAL END PAINT LINE REMOVAL BEGIN PAINT LINE REMOVAL BEGIN PAINT LINE REMOVAL V. M . GENERAL NOTES: 1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS TO BE REMOVED. 4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN. 5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE ENGINEER. 6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING WORK. 7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE NOTED. BEGIN PAINT LINE REMOVAL 8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED END PAINT LINE REMOVAL— IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE PERSONNEL PRIOR TO PROJECT ACCEPTANCE. 8 9. ALL SIDEWALK MATCH -IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE — — — _ NEAREST JOINT. 10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY ----- — — — BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP -_-- IMPACTS. 11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN I-80.10. ss — ss ss — ss — ss 12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN — s POTTERY AVE ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. LO z N 13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT w PLANS FOR FURTHER INFORMATION. v = 14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY w— w— w— w— w WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE w— w— w DISTURBED. U, ss ss s s s s s ss ss s 15. CONTRACTOR SHALL CALL ONE -CALL BEFORE ANY EXCAVATION BEGINS AT - ss ss ss s ss 811. 16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR ❑ H — HP SIGN REMOVALS. — HP —HP ❑HP ❑HP =OHP — ❑HP 17. SEE UT PLANS FOR UTILITY RELATED REMOVALS. — ❑H�— OH P — oHP ❑HP 8 2 I HP —oHP —�_- 18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED 2 PER WSDOT STD. PLANS 1-10.10 AND 1-30.17 AS DIRECTED BY THE ENGINEER 19. SEE DWG. GN1 FOR ADDITIONAL NOTES.. BEGIN PAINT LINE REMOVAL CONSTRUCTION NOTES: �\ 8 0 INSTALL INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SAWCUT PAINT LINE REMOVALS 30 EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE) ® PROTECT AND MAINTAIN EXISTING UTILITY POLE 50 REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION INCL. HAUL) REMOVE EXISTING CURB INCL. IN ROADWAY EXCAVATION INCL. HAUL �- 70 PROTECT AND MAINTAIN EXISTING POWER PEDESTAL ® REMOVE PAINT LINE 90 REMOVE PLASTIC CROSSWALK LINE 10 REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL. HAUL). 11 REMOVE PLASTIC TRAFFIC MARKING 12 EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK) 13 PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD LEGEND: ROADWAY EXCAVATION INCL. HAUL PLANING BITUMINOUS PAVEMENT - 2" SAWCUTTING Z 20 10 0 20 40 SCAFF IN FEET PL-f l N11 POTTERY AVE NON -MOTORIZED IMPROVEMENTS SP4 Page 186 of 316 SHEET SITE PREPARATION AND TESC PLAN 6 OF 45 SEC. 2 & 3 T.23N. R.1 E. W.M. I I I IBEGIN PAINT LINE REMOVAL I END PAINT LINE REMOVAL EXISTING RIGHT-OF-WAY END PAINT LINE REMOVAL I END PAINT LINE REMOVAL � END PAINT LINE REMOVAL BEGIN PAINT LINE REMOVAL BEGIN PAINT LINE REMOVAL 2 END PAINT LINE REMOVAL 8 � g BEGIN PAINT LINE REMOVAL ENDiPAINT LINE REMOVAL \ \ 2 —SS—SS—SS—SS W a_ z `n LLJ J ~ 2 W H � 2E w �— W— W— W— w- cn SSSSSS SSSS z 0 w > �W z 0 W ch w Q 0 = 0 HP — a — 8 2 S � ---- I S— SS S—S —2:S SS SS S —SS � � SD —SD �—I-ss—ss—ss1--Ss—s —S SS—SS—S —SS— SS ss sS SS SS Ss SS — sS ss sIS sS _ss —W—W—W—W—W—W—W—W—W �W—W—W—W—W—W— —W—W— W _J a 8) ��BH P BEGIN PAINT LINE REMOVAL —�2i END PAINT LINE REMOVAL BEGIN PAINT LINE REMOVAL 0 _ BHP—OHP �N Hn — dHo — dHU - ---- -- 8 EXISTING( RIGHT-OF-WAY END (PAINT LINE REMOVAL BEGIN PAINT LINE REMOVAL I EXISTING OVERHEAD POWER (TYP) BEGIN PAINT LINE REMOVAL END PAINT LINE REMOVAL DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 0;;/— d SD SD— _SD S — �S S —SS S— SSSS SS —W G— dH dHO dH l7 END PAINT LINE REMOVAL END PAINT LINE REMOVAL BEGIN CURB REMOVAL- C2 I<1 d NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 CHECKED KCH OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 187 of 316 —sS —�'_�Ss —SD—SD S BEGIN PAINT LINE REMOVAL BEGIN PAINT LINE REMOVAL __1 —SD SD —SD —SD 0 _ � SS--SS—SS—SS—SSA co -------- �S—ss—SS—S —S z can POTTERY AVE J I- W ---- W — W — dH[] W=�f = = wdH❑ W dH❑ ❑HP — BHP — BHP — HP Q _dH❑ w—w—W—W—w _ m w dH❑ r% / 7—/-7 �� 7— T W U) 0 2) 0 BEGIN PAINT LINE REMOVAL 1 END PAINT LINE REMOVAL BEGIN PAINT LINE REMOVAL 9L44 OR— C8 GENERAL NOTES: 1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NOWHARDSCAPED LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS TO BE REMOVED. 4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN. 5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE ENGINEER. 6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING WORK. 7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE NOTED. 8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE PERSONNEL PRIOR TO PROJECT ACCEPTANCE. 9. ALL SIDEWALK MATCH -IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE NEAREST JOINT. 10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP IMPACTS. 11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN 1-80.10. 12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. 13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT PLANS FOR FURTHER INFORMATION. 14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE DISTURBED. 15. CONTRACTOR SHALL CALL ONE -CALL BEFORE ANY EXCAVATION BEGINS AT 811. 16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR SIGN REMOVALS. 17. SEE UT PLANS FOR UTILITY RELATED REMOVALS. 18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED PER WSDOT STD. PLANS 1-10.10 AND 1-30.17 AS DIRECTED BY THE ENGINEER 19. SEE DWG. GN1 FOR ADDITIONAL NOTES.. CONSTRUCTION NOTES: 10 INSTALL INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 22) SAWCUT 33) EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE) ® PROTECT AND MAINTAIN EXISTING UTILITY POLE 50 REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION INCL. HAUL) © REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL) 70 PROTECT AND MAINTAIN EXISTING POWER PEDESTAL ® REMOVE PAINT LINE 90 REMOVE PLASTIC CROSSWALK LINE 10 REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL. HAUL). 11 REMOVE PLASTIC TRAFFIC MARKING 12 EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK) 13 PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD ROADWAY EXCAVATION INCL. HAUL PLANING BITUMINOUS PAVEMENT - 2" SAWCUTTING Z 0 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS SITE PREPARATION AND TESC PLAN PLAN N11 SP5 SHEET 7OF45 L0 w a_ z_ `n J ~ W = w U 2 Q U) 2E w w U) 0 W w o' 0 U w U 0 z 0 U) w 0 U) z 0 C0 w > �W z 0 W w Q 0 Engineer's Stamp SEC. 2 & 3 T.23N. R.1 E. W.M. WA nr/l I AI nA IAIT I IA Ir r)r'R A/1\/AI DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. GENERAL NOTES: 1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS TO BE REMOVED. 4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN. 5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE ENGINEER. 6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING WORK. 7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE NOTED. 8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE PERSONNEL PRIOR TO PROJECT ACCEPTANCE. 9. ALL SIDEWALK MATCH -IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE )VAL NEAREST JOINT. 10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP IMPACTS. 11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN 1-80.10. 12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. ti z N 13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT w PLANS FOR FURTHER INFORMATION. v = 14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE wWITH DISTURBED. U, 15. CONTRACTOR SHALL CALL ONE -CALL BEFORE ANY EXCAVATION BEGINS AT 811. 16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR SIGN REMOVALS. 17. SEE UT PLANS FOR UTILITY RELATED REMOVALS. 18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED PER WSDOT STD. PLANS 1-10.10 AND 1-30.17 AS DIRECTED BY THE ENGINEER 19. SEE DWG. GN1 FOR ADDITIONAL NOTES.. CONSTRUCTION NOTES: 10 INSTALL INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 22) SAWCUT 33) EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE) ® PROTECT AND MAINTAIN EXISTING UTILITY POLE 50 REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION INCL. HAUL) © REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL) 70 PROTECT AND MAINTAIN EXISTING POWER PEDESTAL ® REMOVE PAINT LINE 90 REMOVE PLASTIC CROSSWALK LINE 10 REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL. HAUL). 11 REMOVE PLASTIC TRAFFIC MARKING 12 EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK) 13 PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD I FC;FNn. ROADWAY EXCAVATION INCL. HAUL PLANING BITUMINOUS PAVEMENT - 2" SAWCUTTING Z '0 10 0 20 40 SCAFF IN FEET NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE PL - I I N1 CITY OF PORT ORCHARD CAPITAL PROJECTS DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER POTTERY AVE NON -MOTORIZED IMPROVEMENTS SP6 CHECKED KCH OCT 2023 REVIEWED: OCT 2023 9L&4 216 PROSPECT STREET, PORT ORCHARD, WA 98366 DRAWN CAW OCT 2023 PHONE: 360.876.4991 CHECKED KCH OCT 2023 REVISED AS -BUILT _ -CH R} SHEET A D -co All work done in accordance with the City of Port Orchard Public Works Engineering Standards and __ •�� - SITE P R E PA RATION AND T E S C PLAN 8 OF 45 Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 188 of 316 w a_ z_ C/) J ~ W = w U 2 Q � 2w E w CO 0 W w o' 0 U w U 0 z 0 U) w 0 U) z 0 C0 w > �W z 0 W w Q 0 Engineer's Stamp SEC. 2 & 3 T.23N. R.1 E. W.M. DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. GENERAL NOTES: 1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS TO BE REMOVED. 4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN. 5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE ENGINEER. 6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING WORK. 7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE NOTED. 8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE PERSONNEL PRIOR TO PROJECT ACCEPTANCE. 9. ALL SIDEWALK MATCH -IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE NEAREST JOINT. 10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP IMPACTS. 11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN 1-80.10. 12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. 00 z N 13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT w PLANS FOR FURTHER INFORMATION. v = 14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE wWITH DISTURBED. U, 15. CONTRACTOR SHALL CALL ONE -CALL BEFORE ANY EXCAVATION BEGINS AT 811. 16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR SIGN REMOVALS. 17. SEE UT PLANS FOR UTILITY RELATED REMOVALS. 18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED PER WSDOT STD. PLANS 1-10.10 AND 1-30.17 AS DIRECTED BY THE ENGINEER 19. SEE DWG. GN1 FOR ADDITIONAL NOTES.. CONSTRUCTION NOTES: 10 INSTALL INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 22) SAWCUT 33) EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE) ® PROTECT AND MAINTAIN EXISTING UTILITY POLE 50 REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION INCL. HAUL) © REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL) 70 PROTECT AND MAINTAIN EXISTING POWER PEDESTAL ® REMOVE PAINT LINE 90 REMOVE PLASTIC CROSSWALK LINE 10 REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL. HAUL). 11 REMOVE PLASTIC TRAFFIC MARKING 12 EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK) 13 PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD I FC;FNn. ROADWAY EXCAVATION INCL. HAUL PLANING BITUMINOUS PAVEMENT - 2" SAWCUTTING Z 10 0 20 40 SCAFF IN FEET NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE PL-11 N1 CITY OF PORT ORCHARD CAPITAL PROJECTS DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER POTTERY AVE NON -MOTORIZED IMPROVEMENTS SP7 CHECKED KCH OCT 2023 REVIEWED: OCT 2023 9L44 216 PROSPECT STREET, PORT ORCHARD, WA 98366 DRAWN CAW OCT 2023 PHONE: 360.876.4991 CHECKED KCH OCT 2023 REVISED AS -BUILT 0 _P". 0 SHEET All work done in accordance with the City of Port Orchard Public Works Engineering Standards and SITE PREPARATION AND T E S C PLAN 9 OF 45 Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 189 of 316 END PAINT�LINE REMOVAL BEGIN PAINT iLINE REMOVAL END PAINT LINE REMOVAL R -- — — H❑ dH❑ --\--\dH❑ —7L dH❑ dH❑ d —SSSS ——�- w Ss J LL1 = Lu - U 2 Q CO dH❑ �O—� /HE dH dH❑ dH SD ED / SS L LSS SS SS SS SS LLJLL] SS SS SS SS SS SS SS SS SS SS SS SS SS w w w w w—w—w w—w w w w w w w—w—ww- 0 W w 0 w 0 z w 0 co z 0 w > �W z 0 w w Q 0 BEGIN PAINT LINE REM( BEGIN PAINT LINE REMOVAL DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. SEC. 2 & 3 T.23N. R.1 E. W.M. & SEC. 34 & 35 T.24N. R.1 E. W.M. EXISTING OVERHEAD POWER (TYP) \ dH❑ dHo 8T--rD T--dHi;— _dHE o CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 EXISTING RIGHT-OF-WAY END PAINT LIP — ❑ H - []Hp - 0 _ ❑F� SIP = POTTERY AVE END PAINT LINE REMOVAL NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 190 of 316 7 w W rW 9L44 OR". GENERAL NOTES: 1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS TO BE REMOVED. 4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN. 5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE ENGINEER. 6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING WORK. 7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE NOTED. 8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE EXISTING RIGHT-OF-WAY PERSONNEL PRIOR TO PROJECT ACCEPTANCE. 9. ALL SIDEWALK MATCH -IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE ❑HP ❑HP — - oHP NEAREST JOINT. 10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP IMPACTS. 11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN rn 1-80.10. z N 12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN = Uj ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR w 0 = WESTERN WASHINGTON. Uj 13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT w C/) PLANS FOR FURTHER INFORMATION. ✓ w w w W W 14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE DISTURBED. - 15. CONTRACTOR SHALL CALL ONE -CALL BEFORE ANY EXCAVATION BEGINS AT 11 8 811. EXISTING RIGHT-OF-WAY 16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR BEGIN PAINT LINE REMOVAL SIGN REMOVALS. 17. SEE UT PLANS FOR UTILITY RELATED REMOVALS. 18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED PER WSDOT STD. PLANS 1-10.10 AND 1-30.17 AS DIRECTED BY THE ENGINEER 19. SEE DWG. GN1 FOR ADDITIONAL NOTES.. CONSTRUCTION NOTES: U INSTALL INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 22) SAWCUT 0 EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE) ® PROTECT AND MAINTAIN EXISTING UTILITY POLE REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION INCL. HAUL) © REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL) 0 PROTECT AND MAINTAIN EXISTING POWER PEDESTAL ® REMOVE PAINT LINE REMOVE PLASTIC CROSSWALK LINE 10 REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL. HAUL). 11 REMOVE PLASTIC TRAFFIC MARKING 12 EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK) 13 PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD ROADWAY EXCAVATION INCL. HAUL PLANING BITUMINOUS PAVEMENT - 2" SAWCUTTING Z 10 0 20 40 Sdd IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS SITE PREPARATION AND TESC PLAN PL-f l N❑ SP8 SHEET 10OF45 SEC. 34 & 35 T.24N. R.1 E. W.M. GENERAL NOTES: 00 w a_ z_ C/) J ~ W = w U 2 Q � 2w E w CO 0 W w 0 U w U 0 z w 0 U) z 0 Un w > El- 0 W w Q 0 END PAINT LINE REMOVAL ❑HP 7❑kP 0 H P ❑HP -_j []HP www H // -- ❑HP ❑HP ❑HP POTTERY AVE BEGIN PAINT LINE REMOVAL EXISTING RIGHT-OF-WAY EXISTING OVERHEAD POWER (TYP) END PAINT LINE REMOVAL ❑HP ❑HP ❑H - - SHH ❑HP ❑HP ❑HP ❑HP ❑HP -) dH❑ dH❑ dH❑ dH dH❑ dH❑ d T d d d d � d d d d d �SDSDSD SDSDSD SD dH❑ dH❑ dH❑77dH dH��❑RF-QHP ❑FTC=❑HP-0-HP BHP OHP I a = SSS—SSss Sss SS—SSSSSSSS—SSssss SS—SS—SSSSSSSS—SSSSSSss C3 ❑ — SS SS Ss SS SS SS SS SS ss ss ss ss �� w wwwww— wgwwwww wwwwwwww —w w wwwwwwwwwwww wwwwww o ❑ - � w w w w w w w w- 8CD a 11 BEGIN PAINT LINE REMOVAL / 0 8 END PAINT LINE REMOVAL 47 ❑ EXISTING RIGHT-OF-WAY EXISTING RIGHT-OF-WAY CD I I � z U) i.-j o I � a I � L - DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 CHECKED KCH OCT 2023 NAME OR INITIALS AND DATE PROJECT MANAGER: K. CHRIS HAMMER REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 191 of 316 9L&4 CHARD --.* 1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NOWHARDSCAPED LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS TO BE REMOVED. 4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN. 5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE ENGINEER. 6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING WORK. 7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE NOTED. 8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE ❑ PERSONNEL PRIOR TO PROJECT ACCEPTANCE. 9. ALL SIDEWALK MATCH -IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE NEAREST JOINT. 10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP IMPACTS. 11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN 0 1-80.10. z cwi, 12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN J I ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR LIJ WESTERN WASHINGTON. Q pi13. � UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT w v PLANS FOR FURTHER INFORMATION. 14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE DISTURBED. 15. CONTRACTOR SHALL CALL ONE -CALL BEFORE ANY EXCAVATION BEGINS AT 811. 16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR SIGN REMOVALS. 17. SEE UT PLANS FOR UTILITY RELATED REMOVALS. 18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED PER WSDOT STD. PLANS 1-10.10 AND 1-30.17 AS DIRECTED BY THE ENGINEER 19. SEE DWG. GN1 FOR ADDITIONAL NOTES.. CONSTRUCTION NOTES: U INSTALL INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 22) SAWCUT 33) EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE) ® PROTECT AND MAINTAIN EXISTING UTILITY POLE 50 REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION INCL. HAUL) © REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL) 70 PROTECT AND MAINTAIN EXISTING POWER PEDESTAL ® REMOVE PAINT LINE 90 REMOVE PLASTIC CROSSWALK LINE 10 REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL. HAUL). 11 REMOVE PLASTIC TRAFFIC MARKING 12 EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK) 13 PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD ROADWAY EXCAVATION INCL. HAUL PLANING BITUMINOUS PAVEMENT - 2" SAWCUTTING Z 10 0 20 40 SCAFF IN FEET PL-f l N❑ POTTERY AVE NON -MOTORIZED IMPROVEMENTS SP9 SITE PREPARATION AND TESC PLAN SHEET 11 OF 45 LJ I - � c I EXISTING OVERHEAD POWER (TYP) SD SD I — SD SD - - - li - �S SD - d EXISTING RIGHT-OF-WAY �_W W � w V) V) SDSDSDSD S SDSD�SD- SEC. 34 & 35 T.24N. R.1 E. W.M. / W W IP F' - uHi' - LJNP ❑HP e - ❑HP ❑HP - - ❑HP ❑HP ❑HP HP — P —I❑HP — ❑HP — ❑HP- ❑HP ❑HP P ]HP — ❑HP ❑HP — ❑HP — ❑HP ❑HP ❑HP ❑ d END PAINT LINE REMOVAL v z w a_ d z_ co J ~ LIJ S S - = Lu U 2 Q� 2Lu E W (0 d 0 A d d 0 W w 0 U w U 0 z w 0 z 0 Un w > o- W z 0 W ch w Q 0 SS SS SS SS SS W --i xv W — W V) � SS —SS —SS —SS SS —SS— _ GGGG G G SSG�S—GS-65��-SSG $G G G G G Cl - SS—SS—SS—S POTTERY AVE S PP I T W W W END PAINT LINE REMOVAL C SS SS EXISTING RIGHT-OF-WAY DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 SSSSSS D — S k SO SD SD S —EXISTING RIGHT-OF-WAY ❑HP ❑HP ❑HP ❑HP --G- nHp — e NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 192 of 316 G G -T G 9L&4ORCHARD--.*- EXISTING RIGHT-OF-WAY GENERAL NOTES: 1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS TO BE REMOVED. 4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN. 5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE ENGINEER. 6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING WORK. 7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE NOTED. 8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE PERSONNEL PRIOR TO PROJECT ACCEPTANCE. — ❑HP 9. ALL SIDEWALK MATCH -IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE NEAREST JOINT. 10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY G BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP IMPACTS. 11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN I-80.10. z U) 12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN = w ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR 0 = WESTERN WASHINGTON. LIJ 13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT v PLANS FOR FURTHER INFORMATION. 14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE DISTURBED. — ss 15. CONTRACTOR SHALL CALL ONE -CALL BEFORE ANY EXCAVATION BEGINS AT 811. —� 16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR SIGN REMOVALS. 17. SEE UT PLANS FOR UTILITY RELATED REMOVALS. 18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED PER WSDOT STD. PLANS 1-10.10 AND 1-30.17 AS DIRECTED BY THE ENGINEER 19. SEE DWG. GN1 FOR ADDITIONAL NOTES.. CONSTRUCTION NOTES: 10 INSTALL INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 2H SAWCUT 33) EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE) ® PROTECT AND MAINTAIN EXISTING UTILITY POLE 50 REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION INCL. HAUL) © REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL) 70 PROTECT AND MAINTAIN EXISTING POWER PEDESTAL ® REMOVE PAINT LINE 9H REMOVE PLASTIC CROSSWALK LINE 10 REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL. HAUL). 11 REMOVE PLASTIC TRAFFIC MARKING 12 EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK) 13 PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD ROADWAY EXCAVATION INCL. HAUL PLANING BITUMINOUS PAVEMENT - 2" SAWCUTTING Z 10 0 20 40 SCAFF IN FEET PLAN N❑ POTTERY AVE NON -MOTORIZED IMPROVEMENTS SP10 SITE PREPARATION AND TESC PLAN SHEET 12OF45 WE w a_ z_ cn J � Z LU U u.l I— _ QCO 7; w w CO 0 w w o' 0 U w U 0 z 0 U) w 0 U) z 0 C0 w > w z 0 w w Q 0 Engineer's Stamp SEC. 34 & 35 T.24N. R.1 E. W.M. MATCH LINE SEE SHEET SP12 DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. GENERAL NOTES: 1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS TO BE REMOVED. 4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN. 5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE ENGINEER. 6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING WORK. 7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE NOTED. 8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE PERSONNEL PRIOR TO PROJECT ACCEPTANCE. 9. ALL SIDEWALK MATCH -IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE NEAREST JOINT. 10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP IMPACTS. 11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN 1-80.10. 12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. 13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT PLANS FOR FURTHER INFORMATION. 14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE DISTURBED. 15. CONTRACTOR SHALL CALL ONE -CALL BEFORE ANY EXCAVATION BEGINS AT 811. 16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR SIGN REMOVALS. 17. SEE UT PLANS FOR UTILITY RELATED REMOVALS. 18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED PER WSDOT STD. PLANS 1-10.10 AND 1-30.17 AS DIRECTED BY THE ENGINEER 19. SEE DWG. GN1 FOR ADDITIONAL NOTES.. CONSTRUCTION NOTES: 10 INSTALL INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 22) SAWCUT 33) EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE) ® PROTECT AND MAINTAIN EXISTING UTILITY POLE 50 REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION INCL. HAUL) © REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL) 70 PROTECT AND MAINTAIN EXISTING POWER PEDESTAL ® REMOVE PAINT LINE 90 REMOVE PLASTIC CROSSWALK LINE 10 REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL. HAUL). 11 REMOVE PLASTIC TRAFFIC MARKING 12 EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK) 13 PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD I FC;FNn. ROADWAY EXCAVATION INCL. HAUL PLANING BITUMINOUS PAVEMENT - 2" SAWCUTTING Z 10 0 20 40 SCAFF IN FEET NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE PLAN N11 CITY OF PORT ORCHARD CAPITAL PROJECTS DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER POTTERY AVE NON -MOTORIZED IMPROVEMENTS SP11 CHECKED KCH OCT 2023 REVIEWED: OCT 2023 9L44 216 PROSPECT STREET, PORT ORCHARD, WA 98366 DRAWN CAW OCT 2023 PHONE: 360.876.4991 CHECKED KCH OCT 2023 REVISED AS -BUILT _OP.' 0 SHEET All work done in accordance with the City of Port Orchard Public Works Engineering Standards and SITE PREPARATION AND T E S C PLAN 13 OF 45 Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 193 of 316 z 0 co w > wW z 0 w w Q 0 Engineer's Stamp 0 F------, ----- - - - - - - DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. SEC. 34 T.24N. R.1 E. W.M. MATCH LINE SEE SHEET SP11 GENERAL NOTES: 1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS TO BE REMOVED. 4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN. 5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE ENGINEER. 6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING WORK. 7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE NOTED. 8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE PERSONNEL PRIOR TO PROJECT ACCEPTANCE. 9. ALL SIDEWALK MATCH -IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE NEAREST JOINT. 10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP IMPACTS. 11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN 1-80.10. 12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. 13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT PLANS FOR FURTHER INFORMATION. 14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE DISTURBED. 15. CONTRACTOR SHALL CALL ONE -CALL BEFORE ANY EXCAVATION BEGINS AT 811. 16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR SIGN REMOVALS. 17. SEE UT PLANS FOR UTILITY RELATED REMOVALS. 18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED PER WSDOT STD. PLANS 1-10.10 AND 1-30.17 AS DIRECTED BY THE ENGINEER 19. SEE DWG. GN1 FOR ADDITIONAL NOTES.. CONSTRUCTION NOTES: 10 INSTALL INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 22) SAWCUT 33) EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE) ® PROTECT AND MAINTAIN EXISTING UTILITY POLE 55) REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION INCL. HAUL) © REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL) 70 PROTECT AND MAINTAIN EXISTING POWER PEDESTAL ® REMOVE PAINT LINE 9� REMOVE PLASTIC CROSSWALK LINE 10 REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL. HAUL). 11 REMOVE PLASTIC TRAFFIC MARKING 12 EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK) 13 PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD LEGEND: ROADWAY EXCAVATION INCL. HAUL PLANING BITUMINOUS PAVEMENT - 2" SAWCUTTING Z 20 10 0 20 40 SCAFF IN FEET NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE PLAN N11 CITY OF PORT ORCHARD CAPITAL PROJECTS DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER POTTERY AVE NON -MOTORIZED IMPROVEMENTS SP12 CHECKED KCH OCT 2023 REVIEWED: OCT 2023 9L44 216 PROSPECT STREET, PORT ORCHARD, WA 98366 DRAWN CAW OCT 2023 PHONE: 360.876.4991 CHECKED KCH OCT 2023 REVISED AS -BUILT 0 _P". 0 SHEET All work done in accordance with the City of Port Orchard Public Works Engineering Standards and SITE PREPARATION AND T E S C PLAN 14 OF 45 Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 194 of 316 z 0 co w > � w z 0 w w Q 0 Engineer's Stamp SEC. 2 & 3 T.23N. R.1 E. W.M. 0 0 EXISTING OVERHEAD POWER (TYP) 0 0 0 HMA SHALL BE PLACED IN 2 LIFT.q SAWCUT EXISTING GROUND- 2" CS' 6" HMA CL 1/2 IN. PG 58-« FINISHED GRADE SAWCUT XSTING SURGRAnF PAVEMENT PATCH SECTION N.T.S DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. EXISTING RIGHT-OF-WAY WSDOT LIMITED ACCESS RIGHT-OF-WAY NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE CITY OF PORT ORCHARD CAPITAL PROJECTS DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 9L44 216 PROSPECT STREET, PORT ORCHARD, WA 98366 DRAWN CAW OCT 2023 PHONE: 360.876.4991 CHECKED KCH OCT 2023 REVISED AS -BUILT _OP—— All work done in accordance with the City of Port Orchard Public Works Engineering Standards and __ •�� Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 195 of 316 GENERAL NOTES: 1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED WITH THE CITY OF PORT ORCHARD ENGINEER. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT. 5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS. 7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED OTHERWISE. 8. SEE DWG. GN1 FOR ADDITIONAL NOTES. 9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE COMPLETED BY HYDROSEEDING. CONSTRUCTION NOTES: 1 ) ASPHALT TRANSITION RAMP INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD. PLAN F-80.10 30 INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER WSDOT STD. PLAN F-40.15 U INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD. PLAN F-40.12 INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD. PLAN 300 © ADJUST VALVE BOX TO GRADE w J w 7� ADJUST CATCH BASIN TO GRADE = w N ® ADJUST MANHOLE TO GRADE w INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12 10 PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL ON DWG. MD2 11 INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA REQUIREMENTS 12 CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301 13 INSTALL ROCKERY PER DETAIL ON DWG. MD1 LEGEND: 6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC 6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 2" HMA CL. 1/2 IN. PG 58H-22 DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341 CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2" a CSTC 3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC + + + + + LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD. 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS PAVING PLAN PL-f l N11 PV1 SHEET 15OF45 w > z_ w J ~ W = W ' U = H Cf) a � w Cn U) z 0 w > W z 0 w w Q 0 Engineer's Stamp SEC. 2 & 3 T.23N. R.1 E. W.M. WSDOT LIMITED ACCESS RIGHT-OF-WAY EXISTING RIGHT-OF-WAY DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE CITY OF PORT ORCHARD CAPITAL PROJECTS DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 9L44 216 PROSPECT STREET, PORT ORCHARD, WA 98366 DRAWN CAW OCT 2023 PHONE: 360.876.4991 CHECKED KCH OCT 2023 REVISED AS -BUILT _OP—— All work done in accordance with the City of Port Orchard Public Works Engineering Standards and __ •�� Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 196 of 316 M w > z_ w J ~ w = w U 2 Q U) w w CIO V) EXISTING RIGHT-OF-WAY WSDOT LIMITED ACC�SS RIGHT-OF-WAY GENERAL NOTES: 1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED WITH THE CITY OF PORT ORCHARD ENGINEER. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT. 5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS. 7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED OTHERWISE. 8. SEE DWG. GN1 FOR ADDITIONAL NOTES. 9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE COMPLETED BY HYDROSEEDING. CONSTRUCTION NOTES: 1 ) ASPHALT TRANSITION RAMP INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD. PLAN F-80.10 30 INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER WSDOT STD. PLAN F-40.15 U INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD. PLAN F-40.12 INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD. PLAN 300 © ADJUST VALVE BOX TO GRADE 7� ADJUST CATCH BASIN TO GRADE ® ADJUST MANHOLE TO GRADE g� INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12 10 PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL ON DWG. MD2 11 INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA REQUIREMENTS 12 CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301 13 INSTALL ROCKERY PER DETAIL ON DWG. MD1 LEGEND: 6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC 6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 2" HMA CL. 1/2 IN. PG 58H-22 DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341 CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2" a CSTC 3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC + + + + + LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD. 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS PAVING PLAN PL-f l N1 PV2 SHEET 16OF45 5?_ N w Z_ O_ J ~ w = w ' U = a "' � w w Cn 0 W w o' 0 w U 0 z 0 U) w 0 U) z 0 w > W z 0 w w Q 0 Engineer's Stamp wEdEd.iI'll r�rEd.lrurmrd -SS SS SS —SSA SS SS SS SS SS SS SS SS SS SE SS SS SEC. 2 & 3 T.23N. R.1 E. W.M. \—E ISTING RIGHT-OF-WAY _SS—SS—SS—SS—SS—SS—��- SS—SS GENERAL NOTES: 1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED WITH THE CITY OF PORT ORCHARD ENGINEER. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT. 5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS. 7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED OTHERWISE. 8. SEE DWG. GN1 FOR ADDITIONAL NOTES. 9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE COMPLETED BY HYDROSEEDING. CONSTRUCTION NOTES: C ASPHALT TRANSITION RAMP INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD. PLAN F-80.10 0 INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER WSDOT STD. PLAN F-40.15 U INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD. PLAN F-40.12 INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD. PLAN 300 © ADJUST VALVE BOX TO GRADE w J w 7� ADJUST CATCH BASIN TO GRADE = w = ® ADJUST MANHOLE TO GRADE Q w g0 INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12 10 PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL ON DWG. MD2 11 INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA REQUIREMENTS 12 CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301 13 INSTALL ROCKERY PER DETAIL ON DWG. MD1 6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC 6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 2" HMA CL. 1/2 IN. PG 58H-22 DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341 a CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2" CSTC 3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC + + + + + LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD. ROCKERY PER DETAIL ON DWG. MD1 ROCKERY PER DETAIL ON DWG. MD1 36' VARIES VARIES VARIES , 1 6 13 6 0'-5' 0'-23' FINISHED GRADE 3'-61 1 CEMENT CONC. FINISHED GRADE v CEMENT CONC. CURB AND CURB AND GUTTER Q EXISTING GROUND GUTTER �- — a--------------------- a a a ------ -- ----- — — — — — — ---------- \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\\\\\\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\ \\ — — — — — — 2" GRIND AND OVERLAY EXISTING SUBGRADE 1 6" HMA CL 1/2 IN. PG 58H-22 CEMENT CONC. SIDEWALK OVER 8" CSTC. PLACE HMA OVER 2" CSTC IN 2 LIFTS DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 TYPICAL SECTION A -A N.T.S 6" HMA CL 1/2 IN. PG 58H-22 OVER 2" CSTC. PLACE HMA IN 2 LIFTS NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 197 of 316 6" HMA CL 1/2 IN. PG 58H-22 OVER 8" CSTC. PLACE HMA IN 2 LIFTS CEMENT CONC. SIDEWALK OVER 2" CSTC EXISTING SUBGRADE 21% '0 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS PAVING PLAN PL-f l N1 PV3 SHEET 17OF45 U) z 0 w > W z 0 w w Q 0 Engineer's Stamp SEC. 2 & 3 T.23N. R.1 E. W.M. w—w—w ❑HP —e— OHP — OHP — OHP — — EXISTING OVERHEAD POWER (TYP) DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. EXISTING RIGHT-OF-WAY POTTERY — utiP ---- ❑HP — U' ❑HP _ HP — ❑HP_ ❑HP OHP— OHP `—EXISTING RIGHT-OF-WAY 1p 1p �� 1p1p 1p1p NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE CITY OF PORT ORCHARD CAPITAL PROJECTS DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 216 PROSPECT STREET, PORT ORCHARD, WA 98366 DRAWN CAW OCT 2023 PHONE: 360.876.4991 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 198 of 316 SS—ss— 9L44 OR". GENERAL NOTES: 1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED WITH THE CITY OF PORT ORCHARD ENGINEER. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT. 5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS. 7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED OTHERWISE. 8. SEE DWG. GN1 FOR ADDITIONAL NOTES. 9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE COMPLETED BY HYDROSEEDING. CONSTRUCTION NOTES: 1 ) ASPHALT TRANSITION RAMP INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD. PLAN F-80.10 30 INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER WSDOT STD. PLAN F-40.15 U INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD. PLAN F-40.12 INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD. PLAN 300 © ADJUST VALVE BOX TO GRADE w J w 7� ADJUST CATCH BASIN TO GRADE = w = ® ADJUST MANHOLE TO GRADE Q w INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12 10 PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL ON DWG. MD2 11 INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA REQUIREMENTS 12 CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301 13 INSTALL ROCKERY PER DETAIL ON DWG. MD1 I �r�nln 6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC 6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 2" HMA CL. 1/2 IN. PG 58H-22 DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341 a a CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2" CSTC 3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC + + + + + LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD. 0 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS PAVING PLAN PL-f l N1 PV4 SHEET 18OF45 W O_ J W 2 W Q � 2w E w z 0 co w > �W z 0 w w Q 0 —SSSS EXISTING OVERHEAD POWER (TYP) CEMENT CONC. TRAFFIC CURB U Q EXISTING GROUND C/) 6" HMA CL 1/2 IN. PG 58H-22 OVER 8" CSTC. PLACE HMA IN 2 LIFTS EXISTING SUBGRADE I EXISTING RIGHT-OF-WAY � 1 � SS—SS—SS—SS—SS—SS—SS—SS-4SS—SS—SSA El t—SS—SS—S—SS---cc — UHF = BHP — OHP VARIES UlzIVItzIN I WINO. JIUtVVALrx OVER 2" CSTC OVER NATIVE MATERIAL REFUGE ISLAND SECTION B-B N.T.S DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. 2' _aHU — — 6" HMA CL 1/2 IN. PG 58H-22 OVER 8" CSTC. PLACE HMA IN 2 LIFTS CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 ME SEC. 2 & 3 T.23N. R.1 E. W.M. 3L—�'11—SD—SD EXISTING GROUND 6.5' CEMENT CONC. TRAFFIC CURB (TYP) SEEDING, FERTILIZING, AND MULCHING DETECTABLE WARNING SURFACE /—FINISHED GRADE EXISTING RIGHT-OF-WAY 4.5' +++++ +++++ ++++++ +++++ ++++++ ++ +++++ +++++ ++++++ ++ ++++ + ++++ +++++ ++ + + + +++ ++ + + + + + + + + + 4 O + + + + + ++ d Q 4 + + + + + + + + + + + + + + + + + + + ++ ++ ++ ++ + + + + + + + + + + + + + + + + + + + + + + + + + + +++ + + + + + \ \ \ \ \ \ + + +++ + ++ + + 2" BARK OR WOODS CEMENT CONC. SIDEWALK CHIP MULCH OVER OVER 2" CSTC OVER 2" BARK OR WOOD 8" TOPSOIL TYPE A NATIVE MATERIAL CHIP MULCH OVER EXISTING SUBGRADE 8" TOPSOIL TYPE A REFUGE ISLAND SECTION C-C N.T.S NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 199 of 316 9L44 OR". GENERAL NOTES: 1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED WITH THE CITY OF PORT ORCHARD ENGINEER. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT. 5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS. 7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED OTHERWISE. 8. SEE DWG. GN1 FOR ADDITIONAL NOTES. 9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE COMPLETED BY HYDROSEEDING. CONSTRUCTION NOTES: 1 ) ASPHALT TRANSITION RAMP INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD. PLAN F-80.10 30 INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER WSDOT STD. PLAN F-40.15 — — — U INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD. PLAN F-40.12 INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD. PLAN 300 © ADJUST VALVE BOX TO GRADE w � w 7� ADJUST CATCH BASIN TO GRADE IP — HP 0 = ® ADJUST MANHOLE TO GRADE — w— w U INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12 10 PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL ON DWG. MD2 11 INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA REQUIREMENTS 12 CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301 13 INSTALL ROCKERY PER DETAIL ON DWG. MD1 i rnrnin. 6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC 6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 2" HMA CL. 1/2 IN. PG 58H-22 DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341 a CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2" CSTC 3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC + + + + + LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD. 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS PAVING PLAN PL-f l N1 PV5 SHEET 19OF45 L0 w > z_ a J ~ W 2 W Q U) 2E w w U) z 0 co w > z 0 w w Q 0 Engineer's Stamp SEC. 2 & 3 T.23N. R.1 E. W.M. EXISTING RIGHT-OF-WAY DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE CITY OF PORT ORCHARD CAPITAL PROJECTS DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 9L44 216 PROSPECT STREET, PORT ORCHARD, WA 98366 DRAWN CAW OCT 2023 PHONE: 360.876.4991 CHECKED KCH OCT 2023 REVISED AS -BUILT _OP­ D.Co All work done in accordance with the City of Port Orchard Public Works Engineering Standards and __ •�� Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 200 of 316 GENERAL NOTES: 1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED WITH THE CITY OF PORT ORCHARD ENGINEER. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT. 5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS. 7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED OTHERWISE. 8. SEE DWG. GN1 FOR ADDITIONAL NOTES. 9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE COMPLETED BY HYDROSEEDING. CONSTRUCTION NOTES: 1 ) ASPHALT TRANSITION RAMP INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD. PLAN F-80.10 30 INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER WSDOT STD. PLAN F-40.15 U INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD. PLAN F-40.12 INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD. PLAN 300 © ADJUST VALVE BOX TO GRADE w J > w 7� ADJUST CATCH BASIN TO GRADE = w = ® ADJUST MANHOLE TO GRADE Q w INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12 10 PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL ON DWG. MD2 11 INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA REQUIREMENTS 12 CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301 13 INSTALL ROCKERY PER DETAIL ON DWG. MD1 LEGEND: 6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC 6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 2" HMA CL. 1/2 IN. PG 58H-22 DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341 a CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2" CSTC 3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC + + + + + LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD. 0 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS PAVING PLAN PL-f l N11 PV6 SHEET 20 OF 45 w > z_ w J ~ W 2 W Q � 2w E w z 0 co w > �W z 0 w w Q 0 Engineer's Stamp A 3'1 AA. SEEDING AND FERTILIZING VLIVILIV 1 VVIVV. JIVLVVlILf\ OVER 2" CSTC DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. SEC. 2 & 3 T.23N. R.1 E. W.M. VARIES 0'-11.9' CEMENT CONC. CURB AND n'_I ITTED EXISTING SUBGRADE TYPICAL SECTION D-D N.T.S 2" BARK OR WOOD CHIP MULCH OVER 8" TOPSOIL TYPE A NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE CITY OF PORT ORCHARD CAPITAL PROJECTS DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 9L44 216 PROSPECT STREET, PORT ORCHARD, WA 98366 DRAWN CAW OCT 2023 PHONE: 360.876.4991 CHECKED KCH OCT 2023 REVISED AS -BUILT _OP—— All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 201 of 316 FINISHED GRADE U Q EXISTING GROUND 6" HMA CL 1/2 IN. PG 58H-22 OVER 8" CSTC. PLACE HMA IN 2 LIFTS GENERAL NOTES: 1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED WITH THE CITY OF PORT ORCHARD ENGINEER. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT. 5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS. 7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED OTHERWISE. 8. SEE DWG. GN1 FOR ADDITIONAL NOTES. 9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE COMPLETED BY HYDROSEEDING. CONSTRUCTION NOTES: 1 ) ASPHALT TRANSITION RAMP INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD. PLAN F-80.10 30 INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER WSDOT STD. PLAN F-40.15 U INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD. PLAN F-40.12 INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD. PLAN 300 © ADJUST VALVE BOX TO GRADE w J > w 7� ADJUST CATCH BASIN TO GRADE = w = ® ADJUST MANHOLE TO GRADE Q w INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12 10 PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL ON DWG. MD2 11 INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA REQUIREMENTS 12 CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301 13 INSTALL ROCKERY PER DETAIL ON DWG. MD1 I �r�nln 6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC 6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 2" HMA CL. 1/2 IN. PG 58H-22 DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341 a CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2" CSTC 3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC + + + + + LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD. 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS PAVING PLAN PL-f l N1 PV7 SHEET 21 OF 45 SEC. 2 & 3 T.23N. R.1 E. W.M. & SEC. 34 & 35 T.24N. R.1 E. W.M. GENERAL NOTES: SEEDING, FERTILIZING, AND MULCHING I� 50' - 0o I p o o _ o — dH❑ dH❑ dH❑ dH❑ dH❑� SD ED I �D EXISTING OVERHEAD POWER (TYP) ❑ dH❑ dH❑ dH d dH❑ JH0 0 z > L �134.5'ss —ss�— ss ssssss ssssss ssssss ssssss ssss ss w U 2 - o O < CIO �� a 2E w SSSSSSSSS SSSSSSSSSSSSSSSSSSSS SSSSSSSS N �s — o s = a wwwww— w— wwwwwwww— w—wwww wwww—w—www4—w/ w 0 W w 0 w 0 z w 0 U) z 0 w > W z 0 w w Q 0 DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 EXISTING RIGHT-OF-WAY — ❑ H —_nH P — ❑-HP —11H P ❑#;� I _ SS _ ❑F� SIP = POTTERY AVE —w—wwwwwwww w—w w NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 202 of 316 w W—W rw 9L44 OR". G RIGHT-OF-WAY ww - —w EXISTING RIGHT-OF-WAY 1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED WITH THE CITY OF PORT ORCHARD ENGINEER. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT. 5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS. 7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED OTHERWISE. 8. SEE DWG. GN1 FOR ADDITIONAL NOTES. 9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE COMPLETED BY HYDROSEEDING. CONSTRUCTION NOTES: 1 ) ASPHALT TRANSITION RAMP INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD. PLAN F-80.10 30 INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER WSDOT STD. PLAN F-40.15 U INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD. PLAN F-40.12 INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD. PLAN 300 © ADJUST VALVE BOX TO GRADE 7� ADJUST CATCH BASIN TO GRADE ® ADJUST MANHOLE TO GRADE g� INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12 10 PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL ON DWG. MD2 11 INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA REQUIREMENTS 12 CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301 13 INSTALL ROCKERY PER DETAIL ON DWG. MD1 6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC 6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 7 2" HMA CL. 1/2 IN. PG 58H-22 DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341 a CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2" CSTC 3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC + + + + + LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD. Z 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS PAVING PLAN PL -Il N❑ PV8 SHEET 22 OF 45 SD- --GSDSD� d EXISTING RIGHT-OF-WAY 4P IP ❑HP — ❑Hr LHP e - oHP = d d V) d SS H SS SS SS SS SS d i L, I L, EXISTING OVERHEAD POWER (TYP) SD - ❑HP HP ❑HP ❑HP ❑HP HP — P wowwww - - d I A d d 0 W w 0 w U 0 z 0 w 0 U) z 0 w > W z 0 W w Q 0 1� z V) X) SD SD SD V) —I❑HP — ❑HP — ❑HP �- ❑HP ❑HP —SS—SS—SS—SS—SS- -G -G GGGS GSS G SSG SSG —SAS POTTERY AVE V - I � wwww—wwwwwwwW-ww— P❑ S❑ P❑ P❑ P❑ P❑ P❑ H❑ F-nW F7n F-n EXISTING RIGHT-OF-WAY DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 SEC. 34 & 35 T.24N. R.1 E. W.M. 5�-�-� � SSG�S� $ SS GSS G SS G ❑ G G SS —SS —SS —SS CD CD ssssss ssss GIs b ❑HP ❑HP NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 203 of 316 SD SDI SD SD S Id —EXISTING RIGHT-OF-WAY ❑HP ❑HP HP — e G G G G 9L44 OR— EXISTING RIGHT-OF-WAY GENERAL NOTES: 1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED WITH THE CITY OF PORT ORCHARD ENGINEER. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT. 5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS. 7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED OTHERWISE. 8. SEE DWG. GN1 FOR ADDITIONAL NOTES. 9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE COMPLETED BY HYDROSEEDING. CONSTRUCTION NOTES: G1G ASPHALT TRANSITION RAMP INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD. PLAN F-80.10 — ❑HP 0 INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER WSDOT STD. PLAN F-40.15 G U INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD. PLAN F-40.12 � INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD. w z0- z:i w PLAN 300 = Lu Q © ADJUST VALVE BOX TO GRADE �w L 7� ADJUST CATCH BASIN TO GRADE ® ADJUST MANHOLE TO GRADE INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12 -SS 10 PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER —� MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL ON DWG. MD2 11 INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA REQUIREMENTS 12 CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301 13 INSTALL ROCKERY PER DETAIL ON DWG. MD1 6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC 6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 2" HMA CL. 1/2 IN. PG 58H-22 o00o_ DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341 v U ° CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2" CSTC 3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC + + + + + LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD. Z 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS PAVING PLAN PL -Il N1 PV9 SHEET 23 OF 45 z 0 w > z 0 W ch w Q 0 Engineer's Stamp SEC. 34 & 35 T.24N. R.1 E. W.M. MATCH LINE SEE SHEET PV11 DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE CITY OF PORT ORCHARD CAPITAL PROJECTS DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 9L44 216 PROSPECT STREET, PORT ORCHARD, WA 98366 DRAWN CAW OCT 2023 PHONE: 360.876.4991 CHECKED KCH OCT 2023 REVISED AS -BUILT _OP­ D.Co All work done in accordance with the City of Port Orchard Public Works Engineering Standards and __ •�� Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 204 of 316 GENERAL NOTES: 1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED WITH THE CITY OF PORT ORCHARD ENGINEER. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT. 5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS. 7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED OTHERWISE. 8. SEE DWG. GN1 FOR ADDITIONAL NOTES. 9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE COMPLETED BY HYDROSEEDING. CONSTRUCTION NOTES: C ASPHALT TRANSITION RAMP INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD. PLAN F-80.10 0 INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER WSDOT STD. PLAN F-40.15 U INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD. PLAN F-40.12 INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD. PLAN 300 © ADJUST VALVE BOX TO GRADE 7� ADJUST CATCH BASIN TO GRADE ® ADJUST MANHOLE TO GRADE g� INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12 10 PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL ON DWG. MD2 11 INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA REQUIREMENTS 12 CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301 13 INSTALL ROCKERY PER DETAIL ON DWG. MD1 LEGEND: 6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC 6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 2" HMA CL. 1/2 IN. PG 58H-22 DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341 a CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2" CSTC 3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC + + + + + LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD. 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS PAVING PLAN PL-f l N11 PV10 SHEET 24 OF 45 U) z 0 w > w W z 0 w w Q 0 Engineer's Stamp SEC. 34 T.24N. R.1 E. W.M. ----------- DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. MATCH LINE SEE SHEET PV10 GENERAL NOTES: 1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED WITH THE CITY OF PORT ORCHARD ENGINEER. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND GUTTER IN THE CORRECT LOCATION. 4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT. 5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS. 7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED OTHERWISE. 8. SEE DWG. GN1 FOR ADDITIONAL NOTES. 9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE COMPLETED BY HYDROSEEDING. CONSTRUCTION NOTES: 1 ) ASPHALT TRANSITION RAMP INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD. PLAN F-80.10 30 INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER WSDOT STD. PLAN F-40.15 U INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD. PLAN F-40.12 INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD. PLAN 300 © ADJUST VALVE BOX TO GRADE 7� ADJUST CATCH BASIN TO GRADE ® ADJUST MANHOLE TO GRADE g� INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12 10 PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL ON DWG. MD2 11 INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA REQUIREMENTS 12 CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301 13 INSTALL ROCKERY PER DETAIL ON DWG. MD1 LEGEND: 6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC 6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 2" HMA CL. 1/2 IN. PG 58H-22 DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341 a CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2" CSTC 3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC 6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC + + + + + LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD. 20 10 0 20 40 SCAFF IN FEET NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE PLAN N11 CITY OF PORT ORCHARD CAPITAL PROJECTS DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER POTTERY AVE NON -MOTORIZED IMPROVEMENTS PV11 CHECKED KCH OCT 2023 REVIEWED: OCT 2023 9L44 216 PROSPECT STREET, PORT ORCHARD, WA 98366 DRAWN CAW OCT 2023 PHONE: 360.876.4991 CHECKED KCH OCT 2023 REVISED AS -BUILT 0 _P". 0 SHEET All work done in accordance with the City of Port Orchard Public Works Engineering Standards and PAVING PLAN 25 OF 45 Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 205 of 316 LEGEND NOTFS ROCK FOR ROCK WALLS AND ­,,,"NOTE 9 CHINKING MATERIAL PER WSDOT STD SPEC SECTION 9-13.7(1) \ U) z 0 C0 w; �W z 0 w w Q 0 Engineer's Stamp —NOTE 1 1 1 �2 1 o 0 0 0 co 3❑ \\�\\ o Uj 0 0 3❑ \\ NOTE 2 z 0 1.0' MIN o 0 0 ® o 0 SIDEWALK \\�\ NOTE 6 141 NOTE 5 ROCK WALL SECTION 0110 ROCK WALL ELEVATION DC U,:DUC:7UCDUCDU BACKFILL FOR ROCK WALL PER WSDOT STD SPEC SECTION9 ° CONCRETE ROCKERY CAP 2. a ° UNDISTURBED NATIVE SOIL 3. SEED OR SOD ON 12" OF TOPSOIL WITH UNDERLAYER OF FILTER FABRIC 4. 4 INCH DIAMETER, HDPE OR SDR35 PVC, PERFORATED OR SLOTTED, WITH SMOOTH 5• INTERIOR PIPE, WRAPPED W/ CONSTRUCTION GEOTEXTILE. SET SLIGHTLY NOTE 8 LOWER THAN THE BASE ROCK TO PREVENT 6. DAMAGE. LAY WITH A POSITIVE SLOPE TO DISCHARGE AWAY FROM ROCKERY 7. DESIGNATES SIZE OF ROCK, I.E. 4 MAN. SEE NOTE 11 EQUAL TO H. 8. ALL. (CAVATION WITHIN ;ERY. (CAVATION OR HIND ROCKERY ISTANCE EQUAL TO KCAVATION BELOW (A LINE V OUT FROM ( WITH A SLOPE OF ICE EQUAL TO 2/3H ASE. kDE OR PERMANENT VED BY A FROM ( WITH A SLOPE OF _IISTANCE EQUAL TO H FROM ROCKERY BASE. DESIGN AND POST CONSTRUCTION LIMITATIONS CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 7 10 PLACEMENT NOTES 1. APPROVAL FOR THE PLACEMENT OF THE ROCKERY 11. WILL DEPEND ON EXISTING AND PROPOSED UNDERGROUND UTILITY LOCATIONS. ROCKERY DETAIL NAME OR INITIALS AND DATE N.T.S NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 206 of 316 9L&4 CHARD MAXIMUM INCLINATION OF THE SLOPES ABOVE AND BEHIND ROCK WALL SHALL BE 2:1 (HORIZONTAL:VERTICAL). MINIMUM THICKNESS OF ROCK FILTER LAYER B=12 INCHES. MINIMUM EMBEDMENT D=18 INCHES. MAXIMUM ROCK WALL HEIGHT H=8 FEET. ROCK WALLS GREATER THAN 8 FEET IN HEIGHT SHALL BE DESIGNED BYACIVIL ENGINEER LICENSED IN THE STATE OF WASHINGTON. ROCK SHALL BE PLACED TO GRADUALLY DECREASE IN SIZE WITH INCREASING WALL HEIGHT. MINIMUM WIDTH OF KEYWAY EXCAVATION W, SHALL BE EQUAL TO THE THICKNESS OF THE BASE ROCK PLUS B (ROCK FILTER). THE LONG DIMENSION OF THE ROCKS SHALL EXTEND BACK TOWARD THE CUT OR FILL FACE TO PROVIDE MAXIMUM STABILITY. WHENEVER POSSIBLE EACH ROCK SHALL BEAR ON TWO OR MORE ROCKS BELOW IT, WITH GOOD FLAT -TO -FLAT CONTACT. WHERE VOIDS OF GREATER THAN 6 INCHES IN DIMENSIONS EXIST IN THE ROCK FACE AND THERE IS NO ROCK CONTACT WITHIN THE ROCK WALL THICKNESS, THE VOID SHALL BE CHINKED WITH SMALL PIECES OF ROCK. ROCKERIES MORE THAN 30 INCHES ABOVE GRADE OR FLOOR BELOW SHALL BE PROTECTED BY A BLACK COATED CHAIN LINK FENCE TYPE 4 PER WSDOT STD. PLAN L-20.10. ROCKERIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE "ROCK WALL CONSTRUCTION GUIDELINES", PREPARED BY THE ASSOCIATED ROCKERY CONTRACTORS. THE DENSITY OF ROCK MATERIAL SHALL BE A MINIMUM OF 155 PCF. THE SIZE CATEGORIES FOR ROCKS SHALL BE AS FOLLOWS: SIZE APPROXIMATE WEIGHT - LBS APPROXIMATE DIAMETER - INCHES 1 MAN 2 MAN 50-200 200-700 12-18 18-28 3 MAN 700-2000 28-36 4 MAN 2000-4000 36-48 5 MAN 4000-6000 48-54 6 MAN 6000-8000 54-60 POTTERY AVE NON -MOTORIZED IMPROVEMENTS MISCELLANEOUS DETAILS PL 1I P10 MD1 SHEET 26 OF 45 U) z 0 w; �W z 0 w w Q 0 Engineer's Stamp SOLAR PANEL, PA"'�' SHALL BE ORIEN TO FACE SO CONTR( CABINI Si. 36" x 3E LIGHT E W 16-71 24" x 112 WSDOT TYPE FB POLE PUSHBUTTON ASSEMBLY WITH R10-25 (9"x12") CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 CHECKED KCH OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 RRFB DETAIL N.T.S NAME OR INITIALS AND DATE PROJECT MANAGER: K. CHRIS HAMMER REVIEWED: OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 207 of 316 NOTES 1. RECTANGULAR RAPID FLASHING BEACON SHALL BE SOLAR POWERED UNLESS NOTED OTHERWISE IN THE DRAWINGS. 2. RECTANGULAR RAPID FLASHING BEACON SHALL HAVE SIGNS AND LIGHT BAR ON BOTH SIDES OF PEDESTAL FOR POLE IN CENTER REFUGE ISLAND, AND BE ORIENTED TO FACE ONCOMING VEHICULAR TRAFFIC UNLESS NOTED OTHERWISE IN THE DRAWINGS. 3. PEDESTRIAN PUSHBUTTON SHALL BE PROVIDED FOR OUTER REFUGE ISLANDS ONLY. CENTER OF BUTTON SHALL BE 3'-6" AS MEASURED FROM WALKING SURFACE. 4. PEDESTRIAN PUSHBUTTON SHALL BE INSTALLED PARALLEL TO CROSSWALK. 5. ALL POLES SHALL BE SLIP BASE. 6. POLE FOUNDATIONS SHALL BE PER WSDOT STD. 0" PLAN J-20.11 WHEN UTILIZING A CURB BASE, OTHERWISE POLE FOUNDATIONS SHALL BE PER WSDOT STD. PLAN J-21.10. 9L&4 CHARD POTTERY AVE NON -MOTORIZED IMPROVEMENTS MISCELLANEOUS DETAILS PLAN No MD2 SHEET 27 OF 45 0 W w 0 U w U 0 z w 0 U) z 0 u� w > w z 0 W L 0 EXISTING RIGHT-OF-WAY —SD—SD—SD— D—SD—SD—SD— SD—SD—SD—SD—SD—SD—SD— --- SD -JJ-S - SIDNEY RD SW —w—w w w w—w—w—w—w—w— w—W—w—w—w LEGEND: w Q 0 Engineer's Stamp SD SS SD -w- ❑HP -Cl - Pn BP EXISTING WATER MAIN OR SERVICE EXISTING SEWER MAIN EXISTING STORM DRAIN LINE PROPOSED SEWER MAIN PROPOSED STORM MAIN PROPOSED WATER MAIN OR SERVICE EXISTING OVERHEAD POWER EXISTING GAS MAIN EXISTING FIBER OPTIC LINE EXISTING BURIED POWER EXISTING BURIED TELEPHONE DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. SEC. 2 & 3 T.23N. R.1 E. W.M. CAP SEWER FOR FU' EXTEN 0 0 EXISTING OVERHEAD POWER (TYP) 0 CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 0 0 _ EXISTING RIGHT-OF-WAY WSDOT LIMITED ACCESS RIGHT-OF-WAY NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 208 of 316 9L44 CHARD -.* i GENERAL NOTES: 1. SEE DWG. GN1 FOR ADDITIONAL UTILITY NOTES. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. UTILITY TRENCHING AND ROADWAY RESTORATION SHALL BE IN ACCORDANCE WITH COPO STD. PLANS 404, 801, AND 900. 4. ALL EXISTING UTILITIES SHALL BE PROTECTED UNLESS NOTED OTHERWISE. 5. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 36 INCHES OVER THE TOP OF THE WATER MAIN. 6. EXISTING WATER MAIN SHALL REMAIN IN OPERATION UNTIL THE NEW WATER MAIN IS OPERATIONAL. 7. THE BOTTOM OF THE WATER MAIN SHALL BE 18 INCHES MINIMUM ABOVE THE TOP OF THE SEWER MAIN. IF IT IS DETERMINED THAT THIS IS NOT FEASIBLE, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY. 8. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 60 INCHES OVER THE TOP OF THE SEWER MAIN OR CASING PIPE. 9. ROADWAY AND SHOULDERS SHALL BE RESTORED IN -KIND UNLESS NOTED OTHERWISE. 10. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO POTHOLE EXISTING UTILITIES TO CONFIRM DEPTHS AND CONFIRM THERE WILL BE NO CONFLICTS WITH PROPOSED INSTALLATIONS. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY ANTICIPATED CONFLICTS. 11. SEE DWG. GN1 FOR ADDITIONAL NOTES. CONSTRUCTION NOTES: 10 PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.30 2 CONNECTION TO DRAINAGE STRUCTURE 0 PROVIDE AND INSTALL LOCKING SOLID METAL COVER FOR CATCH BASIN PER WSDOT STD. PLAN B-30.20 z_ 0 DROP MANHOLE CONNECTION PER DETAIL ON DWG. UT4 J LI J v = 5 SALVAGE EXISTING WATER METER BOX TO COPO OPERATIONS AND I— C/) w MAINTENANCE. CAP EXISTING WATER SERVICE LINE. RELOCATE WATER U) METER TO NEW WATER METER BOX © PLACE THRUST BLOCK FOR 90° BEND PER COPO STD. PLANS 803-A AND 803-B 7 PROVIDE AND INSTALL WATER METER BOX, METER SETTER, AND WATER SERVICE LINE PER COPO STD. PLAN 860. EXISTING PRIVATE SIDE SERVICE LINES SHALL BE EXTENDED TO CONNECT TO NEW METER SETTER ® DROP MANHOLE CONNECTION PER COPO STD. PLAN 925 9O PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR BI-DIRECTIONAL VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.40 10 WET TAP EXISTING 8" DUCTILE IRON WATER MAIN PER COPO STD. DETAIL 802. EXISTING MAIN SHALL BE POTHOLED PRIOR TO WET TAP TO CONFIRM MATERIAL 11'; PROVIDE AND INSTALL SIDE SEWER SERVICE AND CLEANOUT PER COPO STD. PLANS 940 AND 941 C2) REMOVE EXISTING BLIND FLANGE AND CONNECT WATER MAIN TO EXISTING VALVE ASSEMBLY 13 RELOCATE EXISTING FIRE HYDRANT ASSEMBLY AND CONNECT TO EXISTING VALVE ASSEMBLY PER COPO STD. PLAN 881 14 EXISTING AC WATER MAIN TO BE ABANDONED IN PLACE 15 REMOVE AND DISPOSE OF EXISTING VALVE BOX ASSEMBLY 16 PROVIDE AND INSTALL MANHOLE PER COPO STD. PLANS 920, 922, AND 924 17 EXISTING CAST IRON WATER MAIN TO BE ABANDONED IN PLACE jz 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS UTILITY PLAN PLAN No UT1 SHEET 28 OF 45 Lu ~ z_ ZD J ~ W = w U = H Cf) a � w Cn U) z 0 w> �W z 0 w LEGEND: S� SD SS SD -w ❑HP -Cl - Hn BP w BI Q 0 Engineer's Stamp / WSDOT LIMITED ACCESS RIGHT-OF-WAY EXISTING RIGHT-OF-WAY i EXISTING WATER MAIN OR SERVICE EXISTING SEWER MAIN EXISTING STORM DRAIN LINE PROPOSED SEWER MAIN PROPOSED STORM MAIN PROPOSED WATER MAIN OR SERVICE EXISTING OVERHEAD POWER EXISTING GAS MAIN EXISTING FIBER OPTIC LINE EXISTING BURIED POWER EXISTING BURIED TELEPHONE 12" WIDE, 12 GAUGE MIN. STEEL BANDS WITH STEEL RISERS AND GLASS REINFORCE PLASTIC OR ULTRA HIGH MOLECULAR WEIGHT RUNNERS 0.25" MIN. THICKNESS PULL ON STYLE RUBBER END SEALS WITH STAINLESS STEEL BANDS AND CLAMPS i CARRIER PIPE JOINT SPACERS SHALL BE A MINIMUM OF 2" FROM CARRIER PIPE JOINTS. END SPACER SHALL BE PLACED 1' MAX. FROM END OF CASING DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. 1.5" SAND PORTS EVERY 10' MAX. DISTANCE BETWEEN SPACERS SHALL BE 6' OC. 3 SKIDS MIN. PER PIPE LENGTH —16" HDPE CASING 10" HDPE SS FORCE MAIN FILL ANNULAR SPACE WITH SAND PROFILE VIEW CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 SEC. 2 & 3 T.23N. R.1 E. W.M. `15" HDPE CASINGCASING SHALL , ONFORM TO AWWA C900 AND IEET WORKING PRESSURE ATING OF 160 PSI, SDR 11 PROVIDE 1" MIN CLEAR BETWEEN SKIDS AND CASING 10" HDPE SEWER FORCE MAIN SECTION VIEW FORCE MAIN CASING DETAIL N.T.S NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 209 of 316 M LL] ~ J ~ W 2 Lu U 2 QU) w w U) EXISTING RIGHT-OF-WAY V) WSDOT LIMITED ACC SS RIGHT-OF-WAY GENERAL NOTES: 1. SEE DWG. GN1 FOR ADDITIONAL UTILITY NOTES. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. UTILITY TRENCHING AND ROADWAY RESTORATION SHALL BE IN ACCORDANCE WITH COPO STD. PLANS 404, 801, AND 900. 4. ALL EXISTING UTILITIES SHALL BE PROTECTED UNLESS NOTED OTHERWISE. 5. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 36 INCHES OVER THE TOP OF THE WATER MAIN. 6. EXISTING WATER MAIN SHALL REMAIN IN OPERATION UNTIL THE NEW WATER MAIN IS OPERATIONAL. 7. THE BOTTOM OF THE WATER MAIN SHALL BE 18 INCHES MINIMUM ABOVE THE TOP OF THE SEWER MAIN. IF IT IS DETERMINED THAT THIS IS NOT FEASIBLE, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY. 8. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 60 INCHES OVER THE TOP OF THE SEWER MAIN OR CASING PIPE. 9. ROADWAY AND SHOULDERS SHALL BE RESTORED IN -KIND UNLESS NOTED OTHERWISE. 10. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO POTHOLE EXISTING UTILITIES TO CONFIRM DEPTHS AND CONFIRM THERE WILL BE NO CONFLICTS WITH PROPOSED INSTALLATIONS. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY ANTICIPATED CONFLICTS. 11. SEE DWG. GN1 FOR ADDITIONAL NOTES. CONSTRUCTION NOTES: 10 PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.30 22) CONNECTION TO DRAINAGE STRUCTURE 33) PROVIDE AND INSTALL LOCKING SOLID METAL COVER FOR CATCH BASIN PER WSDOT STD. PLAN B-30.20 ® DROP MANHOLE CONNECTION PER DETAIL ON DWG. UT4 50 SALVAGE EXISTING WATER METER BOX TO COPO OPERATIONS AND MAINTENANCE. CAP EXISTING WATER SERVICE LINE. RELOCATE WATER METER TO NEW WATER METER BOX © PLACE THRUST BLOCK FOR 90° BEND PER COPO STD. PLANS 803-A AND 803-B L PROVIDE AND INSTALL WATER METER BOX, METER SETTER, AND WATER SERVICE LINE PER COPO STD. PLAN 860. EXISTING PRIVATE SIDE SERVICE LINES SHALL BE EXTENDED TO CONNECT TO NEW METER SETTER ® DROP MANHOLE CONNECTION PER COPO STD. PLAN 925 9O PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR BI-DIRECTIONAL VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.40 10 WET TAP EXISTING 8" DUCTILE IRON WATER MAIN PER COPO STD. DETAIL 802. EXISTING MAIN SHALL BE POTHOLED PRIOR TO WET TAP TO CONFIRM MATERIAL 11 PROVIDE AND INSTALL SIDE SEWER SERVICE AND CLEANOUT PER COPO STD. PLANS 940 AND 941 12 REMOVE EXISTING BLIND FLANGE AND CONNECT WATER MAIN TO EXISTING VALVE ASSEMBLY 13 RELOCATE EXISTING FIRE HYDRANT ASSEMBLY AND CONNECT TO EXISTING VALVE ASSEMBLY PER COPO STD. PLAN 881 14 EXISTING AC WATER MAIN TO BE ABANDONED IN PLACE 15 REMOVE AND DISPOSE OF EXISTING VALVE BOX ASSEMBLY 16 PROVIDE AND INSTALL MANHOLE PER COPO STD. PLANS 920, 922, AND 924 17 EXISTING CAST IRON WATER MAIN TO BE ABANDONED IN PLACE 10 0 20 40 SCAFF IN FEET PL -Il N1 9 L44 POTTERY AVE NON -MOTORIZED IMPROVEMENTS UT2 ORSHEET } _ UTILITY PLAN 29 OF 45 SEC. 2 & 3 T.23N. R.1 E. W.M. GENERAL NOTES: U) z 0 w> �W z 0 w w Q 0 SD C-1 3' 520 LF 16" HDPE SS FORCE MAIN CASING PROVIDE T MINIMUM HORIZONTAL CLEARANCE BETWEEN STORM AND SANITARY SEWER UTILITIES. PROVIDE 1' MINIMUM VERTICAL CLEARANCE. 1503 LF 10" HDPE SS FORCE MAIN 3.5' MIN tsD— D— i sD — =S SD—SD—S�/ S D — Ss —— SS —W—W—W—W—W—W—W—W / X— w EXISTING RIGHT-OF-WAY 2 3 / 12"SD / 13 LF MIN. SLOPE = 0.5% / 1 ' PROVIDE 3' MINIMUM HORIZONTAL EXISTING 6" SS FORCE MAIN CLEARANCE BETWEEN STORM AND SANITARY SEWER UTILITIES. PROVIDE 1' ___==----- MINIMUM VERTICAL CLEARANCE. ---------------- _______________________ F- 16.2' d _ I S—SS—SS—SS—SS—SS—SS— � � SS —SS —SS —SS —SS —SS —SS S SS SS—SS—SS—SS—sS— ss—ss—ss—ss—ss Ss—ss—ss—ss—ss—ss— SS —Ss —SS —SS— SS —SS SS—SS- W—W—W_ SS—SS—SS—SS—sS i w—W—W—W—W—W—W—W—W—W—W—W—W—W W— ❑— P❑— F❑— F❑— F❑— F — — ❑`����0D—SD—SD— W—W- - — SD —SD W W- / ®—SD—SD—SD— 6F(L�F0 SD—SD—SD—SD—�; SD— — SD SD —-- „ _ ❑HP — ❑HP — HP — ❑HP — ❑HP �����❑ _ ❑_ a 17.8' �—ss—ss—ss—ss—ss—ss— ss—ss—ss—ss—ss—ss—ss— ss—ss—ss—ss—ss—ss—ss—ss—ss—ss—ss—ss— SS POTTERY AVE-W-W-W-W-W—W_W_W_ w—W—W --SD — SD SD — SD SD — HP ❑HP — ❑HP — P — _Lj — / j SD — SD 12" SD 1 ❑HP — ❑HP — ❑HP — ❑HP — ❑HP — ❑H — ❑HP 13 LF _ o — ❑HP — ❑HP — ❑HP — ❑HP — ❑HP — — — _ WSDOT LIMITED ACCESS RIGHT-OF-WAY I MIN. SLOPE 0.5/0 ❑HP ❑HP — OHP �_ ❑HP — ❑HP — ❑HP — — _ — b 2 3 ❑HP — ❑HP — ❑HP — ❑HP — ❑HP — I ❑HP — ❑HP — ❑HP — ❑HP ❑ END CASING OF 10" HDPE SS FORCE — MAIN PER CASING DETAIL, DWG. UT2 tel EXISTING OVERHEAD POWER (TYP) — SS _ SS _ SS _ ss — ss -� _ s—ss—ss—ss—ss—ss—ss ssssssC/)-ssssss- -��-- SSSSSSSS� - 1 r-/' r-A Ir'%. EXISTING WATER MAIN OR SERVICE s� EXISTING SEWER MAIN sD EXISTING STORM DRAIN LINE ss PROPOSED SEWER MAIN —SD— PROPOSED STORM MAIN w PROPOSED WATER MAIN OR SERVICE ❑HP - EXISTING OVERHEAD POWER Cl — EXISTING GAS MAIN HFI EXISTING FIBER OPTIC LINE Bp EXISTING BURIED POWER D EXISTING BURIED TELEPHONE DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 SS—SS—� \—E ISTING RIGHT-OF-WAY I NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 210 of 316 9L44 OR". 1. SEE DWG. GN1 FOR ADDITIONAL UTILITY NOTES. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. UTILITY TRENCHING AND ROADWAY RESTORATION SHALL BE IN ACCORDANCE WITH COPO STD. PLANS 404, 801, AND 900. 4. ALL EXISTING UTILITIES SHALL BE PROTECTED UNLESS NOTED OTHERWISE. 5. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 36 INCHES OVER THE TOP OF THE WATER MAIN. 6. EXISTING WATER MAIN SHALL REMAIN IN OPERATION UNTIL THE NEW WATER MAIN IS OPERATIONAL. 7. THE BOTTOM OF THE WATER MAIN SHALL BE 18 INCHES MINIMUM ABOVE THE TOP OF THE SEWER MAIN. IF IT IS DETERMINED THAT THIS IS NOT FEASIBLE, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY. 8. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 60 INCHES OVER THE TOP OF THE SEWER MAIN OR CASING PIPE. 9. ROADWAY AND SHOULDERS SHALL BE RESTORED IN -KIND UNLESS NOTED OTHERWISE. 10. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO POTHOLE EXISTING UTILITIES TO CONFIRM DEPTHS AND CONFIRM THERE WILL BE NO CONFLICTS WITH PROPOSED INSTALLATIONS. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY ANTICIPATED CONFLICTS. 11. SEE DWG. GN1 FOR ADDITIONAL NOTES. CONSTRUCTION NOTES: 10 PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.30 22) CONNECTION TO DRAINAGE STRUCTURE 33) PROVIDE AND INSTALL LOCKING SOLID METAL COVER FOR CATCH BASIN PER WSDOT STD. PLAN B-30.20 z ® DROP MANHOLE CONNECTION PER DETAIL ON DWG. UT4 J w = w 50 SALVAGE EXISTING WATER METER BOX TO COPO OPERATIONS AND QUj w MAINTENANCE. CAP EXISTING WATER SERVICE LINE. RELOCATE WATER METER TO NEW WATER METER BOX © PLACE THRUST BLOCK FOR 90- BEND PER COPO STD. PLANS 803-A AND 803-B C PROVIDE AND INSTALL WATER METER BOX, METER SETTER, AND WATER SERVICE LINE PER COPO STD. PLAN 860. EXISTING PRIVATE SIDE SERVICE LINES SHALL BE EXTENDED TO CONNECT TO NEW METER SETTER ® DROP MANHOLE CONNECTION PER COPO STD. PLAN 925 O PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR BI-DIRECTIONAL VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.40 10 WET TAP EXISTING 8" DUCTILE IRON WATER MAIN PER COPO STD. DETAIL 802. EXISTING MAIN SHALL BE POTHOLED PRIOR TO WET TAP TO CONFIRM MATERIAL 11'; PROVIDE AND INSTALL SIDE SEWER SERVICE AND CLEANOUT PER COPO STD. PLANS 940 AND 941 12 REMOVE EXISTING BLIND FLANGE AND CONNECT WATER MAIN TO EXISTING VALVE ASSEMBLY 13 RELOCATE EXISTING FIRE HYDRANT ASSEMBLY AND CONNECT TO EXISTING VALVE ASSEMBLY PER COPO STD. PLAN 881 14 EXISTING AC WATER MAIN TO BE ABANDONED IN PLACE 15 REMOVE AND DISPOSE OF EXISTING VALVE BOX ASSEMBLY 16 PROVIDE AND INSTALL MANHOLE PER COPO STD. PLANS 920, 922, AND 924 17 EXISTING CAST IRON WATER MAIN TO BE ABANDONED IN PLACE 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS UTILITY PLAN PLAN N11 UT3 SHEET 30 OF 45 SEC. 2 & 3 T.23N. R.1 E. W.M. GENERAL NOTES: M W ~ J ~ W = w Q � 2E w w U) z 0 C0 w> �W z 0 w w Q 0 17.8' I 1503 LF 10" HDPE SS FORCE MAIN EXISTING 6" SS FORCE MAIN ss—ss—ss—ss—ss— � ss ss—ss—ss—ss—ss—ss—ss—ss— S—SS—SS —SS—SS—SS—SS—SS—SS—SS— SS—SS—SS—SS—SS—S —SS—SS—SS—SS—SS—SS S—SS—SS- ----------------- W—W—W— -- `s1 ---- w -- W — W — w—w—w—W—W—w— _ W— W— W— W— W— W— W— W— W- 1�1 41 �—SS—SS—SS—SS—SS—S� POTTF RY A\/F 4� EXISTING RIGHT-OF-WAY ----SS—SS—SS—SS—SS—SS—SS—S.` SD —SD —SD —SD —SD —SD —SD —SD —SD— W—W—W—W—W-- _ __ P—❑HP—❑❑ _ SS SS S�P athtp ❑ P — SS SS S SS SS SS SS SS SS SS — SS — SS SS — SS — SS SS — SS SS — SS — SS SS — SS SS SS �� SS SS SS SS SS — SS SS SS SS SS S� ❑HP — ❑HP — ❑HP — ❑HP — ❑HP — ❑HP ❑HP — ❑HP — ❑HP — ❑HP — ❑HP —" ❑HP — / ❑ P — ❑HP — ❑HP — ❑HP — ❑HP - - ❑HP= ❑HP _❑HP — nHp --- ❑HP — ❑HP - HP — ❑HP — ❑HP — ❑HP — ❑HP — ❑H[? — ❑HP _ ❑HP — ❑HP= ❑HP — ❑HP — =�— — — — — — — EXISTING OVERHEAD POWER (TYP) EXISTING RIGHT-OF-WAY — �1j) 1 r-nr-A Iri EXISTING WATER MAIN OR SERVICE s� EXISTING SEWER MAIN sD EXISTING STORM DRAIN LINE ss PROPOSED SEWER MAIN SD PROPOSED STORM MAIN w PROPOSED WATER MAIN OR SERVICE ❑HP — EXISTING OVERHEAD POWER Cl — EXISTING GAS MAIN HP EXISTING FIBER OPTIC LINE Bp EXISTING BURIED POWER B EXISTING BURIED TELEPHONE DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. EXISTING MANHOLE FRAME & COVER 12" EXTENSION REPLACE EXISTING CONE TOP SET IN Z WITH CONCENTRIC FLAT TOP GROUT TEE (12"x10") FORCE MAIN N FLEXIBLE COUPLING MA 0 UJ J (D Q m Z Q U Q 0 12" DUCTILE IRON > iN DROP STRUCTURE PIPING PIPE SUPPORT ELEV. 245.8' a a (SEE DETAIL) RECHANNEL EXISTING 2" TYP\_900 MANHOLE ELBOW FORCE MAIN INSIDE DROP/RECEIVING MANHOLE N.T.S CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 211 of 316 STRAP SUPPOR- ROUND OR CHAMFERED CORNER (TYP) 2"x1/4" (MIN) STAINLESS STEEL STRAPS STAINLESS STEEL ANCHOR NUTS AND WASHERS (TYP CONCRETE MANHOLE 1/2" SELF DRILLING h1l4ii IUr.Q nrn-rind PLAN N (TYP) I= 3"0 (MIN) STAINLESS STEEL z) JTS, BOLTS AND LOCK U) ASHERS (TYP) O I — FORCE MAIN DROP CLIP SUPPORT N.T.S 9L44 CHARD .0 1. SEE DWG. GN1 FOR ADDITIONAL UTILITY NOTES. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. UTILITY TRENCHING AND ROADWAY RESTORATION SHALL BE IN ACCORDANCE WITH COPO STD. PLANS 404, 801, AND 900. 4. ALL EXISTING UTILITIES SHALL BE PROTECTED UNLESS NOTED OTHERWISE. 5. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 36 INCHES OVER THE TOP OF THE WATER MAIN. 6. EXISTING WATER MAIN SHALL REMAIN IN OPERATION UNTIL THE NEW WATER MAIN IS OPERATIONAL. 7. THE BOTTOM OF THE WATER MAIN SHALL BE 18 INCHES MINIMUM ABOVE THE TOP OF THE SEWER MAIN. IF IT IS DETERMINED THAT THIS IS NOT FEASIBLE, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY. 8. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 60 INCHES OVER THE TOP OF THE SEWER MAIN OR CASING PIPE. 9. ROADWAY AND SHOULDERS SHALL BE RESTORED IN -KIND UNLESS NOTED OTHERWISE. 10. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO POTHOLE EXISTING UTILITIES TO CONFIRM DEPTHS AND CONFIRM THERE WILL BE NO CONFLICTS WITH PROPOSED INSTALLATIONS. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY ANTICIPATED CONFLICTS. 11. SEE DWG. GN1 FOR ADDITIONAL NOTES. CONSTRUCTION NOTES: 10 PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.30 22) CONNECTION TO DRAINAGE STRUCTURE 33) PROVIDE AND INSTALL LOCKING SOLID METAL COVER FOR CATCH BASIN PER WSDOT STD. PLAN B-30.20 ® DROP MANHOLE CONNECTION PER DETAIL ON DWG. UT4 50 SALVAGE EXISTING WATER METER BOX TO COPO OPERATIONS AND MAINTENANCE. CAP EXISTING WATER SERVICE LINE. RELOCATE WATER METER TO NEW WATER METER BOX © PLACE THRUST BLOCK FOR 90° BEND PER COPO STD. PLANS 803-A AND 803-B 7 PROVIDE AND INSTALL WATER METER BOX, METER SETTER, AND WATER SERVICE LINE PER COPO STD. PLAN 860. EXISTING PRIVATE SIDE SERVICE LINES SHALL BE EXTENDED TO CONNECT TO NEW METER SETTER ® DROP MANHOLE CONNECTION PER COPO STD. PLAN 925 9O PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR BI-DIRECTIONAL VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.40 10 WET TAP EXISTING 8" DUCTILE IRON WATER MAIN PER COPO STD. DETAIL 802. EXISTING MAIN SHALL BE POTHOLED PRIOR TO WET TAP TO CONFIRM MATERIAL 11'; PROVIDE AND INSTALL SIDE SEWER SERVICE AND CLEANOUT PER COPO STD. PLANS 940 AND 941 12 REMOVE EXISTING BLIND FLANGE AND CONNECT WATER MAIN TO EXISTING VALVE ASSEMBLY 13 RELOCATE EXISTING FIRE HYDRANT ASSEMBLY AND CONNECT TO EXISTING VALVE ASSEMBLY PER COPO STD. PLAN 881 14 EXISTING AC WATER MAIN TO BE ABANDONED IN PLACE 15 REMOVE AND DISPOSE OF EXISTING VALVE BOX ASSEMBLY 16 PROVIDE AND INSTALL MANHOLE PER COPO STD. PLANS 920, 922, AND 924 17 EXISTING CAST IRON WATER MAIN TO BE ABANDONED IN PLACE 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS UTILITY PLAN PLAN N11 UT4 SHEET 31 OF 45 m Its i EXISTING 8" SD PIPE I o d11710.0I LU � I e � EXISTING 6" SS FORCE MAIN d EXISTING RIGHT-OF-WAY 11 LFSID 2 3 I I �2 \ � � __ — — —MIN. SLOPE = 0.5%1 -- — 0 C") O I� —SD—SD SD —SD —SD— — — S D I SD SD S—S : I _ ,,—POTTERY AVE _ dHo I S - - — SS — SS — S—�B Sd+�dH❑ — dH❑ dH❑ dH0 — — dH❑ — o. �71f�—SS— \—�N�I—\ \ BT—BT—ET— BT BT SSB SS —SS —SS —SS —SS —SS —SS—\\ I o T PT— — — BT — BT — BT — BT ASS SS —,SS _ SSI\ o W—W—W FO SD -- =SD_ SDFO --F❑— F❑— F❑— F❑— F❑— F❑— F❑— F❑— F-❑— © v \BI tFO F� -- EXISTING RIGHT-OF-WAY SD—SD—SD—SD—SD—SD—SDSD S — — — D — SD SD—SD\S D C \I I � I D—SD\ \ d I ss z 0 co w > � w z 0 w w w Q 0 Engineer's Stamp EXISTING WATER MAIN OR SERVICE sn EXISTING SEWER MAIN sD EXISTING STORM DRAIN LINE ss PROPOSED SEWER MAIN PROPOSED STORM MAIN PROPOSED WATER MAIN OR SERVICE EXISTING OVERHEAD POWER — EXISTING GAS MAIN EXISTING FIBER OPTIC LINE EXISTING BURIED POWER EXISTING BURIED TELEPHONE SD w ❑HP - - Fn BP DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 20 PHONE: 360.876.4991 SEC. 2 & 3 T.23N. R.1 E. W.M. SSSS— W_ W W— W— W W W W W W W W— W— W W EXISTING RIGHT-OF-WAY rt NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Po Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 212 of 316 GENERAL NOTES: 1. SEE DWG. GN1 FOR ADDITIONAL UTILITY NOTES. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. UTILITY TRENCHING AND ROADWAY RESTORATION SHALL BE IN ACCORDANCE WITH COPO STD. PLANS 404, 801, AND 900. 4. ALL EXISTING UTILITIES SHALL BE PROTECTED UNLESS NOTED OTHERWISE. 5. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 36 INCHES OVER THE TOP OF THE WATER MAIN. 6. EXISTING WATER MAIN SHALL REMAIN IN OPERATION UNTIL THE NEW WATER MAIN IS OPERATIONAL. 7. THE BOTTOM OF THE WATER MAIN SHALL BE 18 INCHES MINIMUM ABOVE THE TOP OF THE SEWER MAIN. IF IT IS DETERMINED THAT THIS IS NOT FEASIBLE, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY. 8. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 60 INCHES OVER THE TOP OF THE SEWER MAIN OR CASING PIPE. 9. ROADWAY AND SHOULDERS SHALL BE RESTORED IN -KIND UNLESS NOTED OTHERWISE. 10. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO POTHOLE EXISTING UTILITIES TO CONFIRM DEPTHS AND CONFIRM THERE WILL BE NO CONFLICTS WITH PROPOSED INSTALLATIONS. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY ANTICIPATED CONFLICTS. 11. SEE DWG. GN1 FOR ADDITIONAL NOTES. CONSTRUCTION NOTES: 9L44 0 PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.30 CONNECTION TO DRAINAGE STRUCTURE PROVIDE AND INSTALL LOCKING SOLID METAL COVER FOR CATCH BASIN PER WSDOT STD. PLAN B-30.20 ® DROP MANHOLE CONNECTION PER DETAIL ON DWG. UT4 SALVAGE EXISTING WATER METER BOX TO COPO OPERATIONS AND MAINTENANCE. CAP EXISTING WATER SERVICE LINE. RELOCATE WATER METER TO NEW WATER METER BOX © PLACE THRUST BLOCK FOR 90° BEND PER COPO STD. PLANS 803-A AND 803-B '7 PROVIDE AND INSTALL WATER METER BOX, METER SETTER, AND WATER SERVICE LINE PER COPO STD. PLAN 860. EXISTING PRIVATE SIDE SERVICE LINES SHALL BE EXTENDED TO CONNECT TO NEW METER SETTER ® DROP MANHOLE CONNECTION PER COPO STD. PLAN 925 9O PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR BI-DIRECTIONAL VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.40 10 WET TAP EXISTING 8" DUCTILE IRON WATER MAIN PER COPO STD. DETAIL 802. EXISTING MAIN SHALL BE POTHOLED PRIOR TO WET TAP TO CONFIRM MATERIAL 11'; PROVIDE AND INSTALL SIDE SEWER SERVICE AND CLEANOUT PER COPO STD. PLANS 940 AND 941 12 REMOVE EXISTING BLIND FLANGE AND CONNECT WATER MAIN TO EXISTING VALVE ASSEMBLY 13 RELOCATE EXISTING FIRE HYDRANT ASSEMBLY AND CONNECT TO EXISTING VALVE ASSEMBLY PER COPO STD. PLAN 881 14 EXISTING AC WATER MAIN TO BE ABANDONED IN PLACE 15 REMOVE AND DISPOSE OF EXISTING VALVE BOX ASSEMBLY 16 PROVIDE AND INSTALL MANHOLE PER COPO STD. PLANS 920, 922, AND 924 17 EXISTING CAST IRON WATER MAIN TO BE ABANDONED IN PLACE 10 0 20 40 SCATT IN TEST POTTERY AVE NON —MOTORIZED IMPROVEMENTS UTILITY PLAN PLAN No, UT5 SHEET 32 OF 45 SD w ❑HP - - Fn BP DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 20 PHONE: 360.876.4991 SEC. 2 & 3 T.23N. R.1 E. W.M. SSSS— W_ W W— W— W W W W W W W W— W— W W EXISTING RIGHT-OF-WAY rt NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Po Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 212 of 316 GENERAL NOTES: 1. SEE DWG. GN1 FOR ADDITIONAL UTILITY NOTES. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. UTILITY TRENCHING AND ROADWAY RESTORATION SHALL BE IN ACCORDANCE WITH COPO STD. PLANS 404, 801, AND 900. 4. ALL EXISTING UTILITIES SHALL BE PROTECTED UNLESS NOTED OTHERWISE. 5. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 36 INCHES OVER THE TOP OF THE WATER MAIN. 6. EXISTING WATER MAIN SHALL REMAIN IN OPERATION UNTIL THE NEW WATER MAIN IS OPERATIONAL. 7. THE BOTTOM OF THE WATER MAIN SHALL BE 18 INCHES MINIMUM ABOVE THE TOP OF THE SEWER MAIN. IF IT IS DETERMINED THAT THIS IS NOT FEASIBLE, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY. 8. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 60 INCHES OVER THE TOP OF THE SEWER MAIN OR CASING PIPE. 9. ROADWAY AND SHOULDERS SHALL BE RESTORED IN -KIND UNLESS NOTED OTHERWISE. 10. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO POTHOLE EXISTING UTILITIES TO CONFIRM DEPTHS AND CONFIRM THERE WILL BE NO CONFLICTS WITH PROPOSED INSTALLATIONS. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY ANTICIPATED CONFLICTS. 11. SEE DWG. GN1 FOR ADDITIONAL NOTES. CONSTRUCTION NOTES: 9L44 0 PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.30 CONNECTION TO DRAINAGE STRUCTURE PROVIDE AND INSTALL LOCKING SOLID METAL COVER FOR CATCH BASIN PER WSDOT STD. PLAN B-30.20 ® DROP MANHOLE CONNECTION PER DETAIL ON DWG. UT4 SALVAGE EXISTING WATER METER BOX TO COPO OPERATIONS AND MAINTENANCE. CAP EXISTING WATER SERVICE LINE. RELOCATE WATER METER TO NEW WATER METER BOX © PLACE THRUST BLOCK FOR 90° BEND PER COPO STD. PLANS 803-A AND 803-B '7 PROVIDE AND INSTALL WATER METER BOX, METER SETTER, AND WATER SERVICE LINE PER COPO STD. PLAN 860. EXISTING PRIVATE SIDE SERVICE LINES SHALL BE EXTENDED TO CONNECT TO NEW METER SETTER ® DROP MANHOLE CONNECTION PER COPO STD. PLAN 925 9O PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR BI-DIRECTIONAL VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.40 10 WET TAP EXISTING 8" DUCTILE IRON WATER MAIN PER COPO STD. DETAIL 802. EXISTING MAIN SHALL BE POTHOLED PRIOR TO WET TAP TO CONFIRM MATERIAL 11'; PROVIDE AND INSTALL SIDE SEWER SERVICE AND CLEANOUT PER COPO STD. PLANS 940 AND 941 12 REMOVE EXISTING BLIND FLANGE AND CONNECT WATER MAIN TO EXISTING VALVE ASSEMBLY 13 RELOCATE EXISTING FIRE HYDRANT ASSEMBLY AND CONNECT TO EXISTING VALVE ASSEMBLY PER COPO STD. PLAN 881 14 EXISTING AC WATER MAIN TO BE ABANDONED IN PLACE 15 REMOVE AND DISPOSE OF EXISTING VALVE BOX ASSEMBLY 16 PROVIDE AND INSTALL MANHOLE PER COPO STD. PLANS 920, 922, AND 924 17 EXISTING CAST IRON WATER MAIN TO BE ABANDONED IN PLACE 10 0 20 40 SCATT IN TEST POTTERY AVE NON —MOTORIZED IMPROVEMENTS UTILITY PLAN PLAN No, UT5 SHEET 32 OF 45 SEC. 34 & 35 T.24N. R.1 E. W.M. MATCH LINE SEE SHEET UT7 GENERAL NOTES: EXISTING RIGHT-OF-WAY — ❑HP — ❑HP — ❑HP —❑HP — ❑HPI ❑HP — G G G— G d POTTERY AVE WwwW� I F Fn Fn SSSSSSSSSS PROPOSED RIGHT-OF-WAY 5 7 11 1 WATER SERVICE (Cl - 8" 900 BEND (RJ) �I- ❑HP ❑HP - � a IS I V, -w WWwww�J SS SSSSSS SSS 11 LF 8" DI S= / SS 10 EXISTING RIGHT-OF-WAY �SS SS 0 w LEGEND: w BEGIN ABANDON/CAP EXISTING WATER MAIN BEGIN FILL EXISTING WATER MAIN WITH GROUT/CDF CAP EXISTING WATER MAIN 1" WATER SERVICE ❑HP ❑HP — ❑HP- P — b Z WS W W— W W— W W— W W— W_ W41W b z� WW WW WWWW W SS SS SS SS SS SS S z �— CAP EXISTING ❑ V _IGs WATER MAIN �- cis — CIS �I V) �I V) Co �I Q �I VI V) EXISTING WATER MAIN OR SERVICE s� EXISTING SEWER MAIN 0 o sD EXISTING STORM DRAIN LINE ss PROPOSED SEWER MAIN z 0 SD PROPOSED STORM MAIN w> w PROPOSED WATER MAIN OR SERVICE o - ❑HP - EXISTING OVERHEAD POWER W — Cl — EXISTING GAS MAIN FH EXISTING FIBER OPTIC LINE Bp EXISTING BURIED POWER w Q 0 EXISTING BURIED TELEPHONE DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. 1" WATER SERVICE 226 LF 8" DI BEGIN ABANDON/CAP EXISTING WATER MAIN BEGIN FILL EXISTING WATER MAIN WITH GROUT/CDF CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 6" PVC SS- 20 LF m 12.5' SLOPE = 2.0% z A J NOTE: EXISTING UTILITY DEPTHS ARE UNKNOWN. FIELD VERIFICATION WILL BE REQUIRED PRIOR TO STORM PIPE INSTALLATION. POTENTIAL MODIFICATIONS TO THIS PLAN MAY BE REQUIRED. END ABANDON/CAP EXISTING WATER MAIN END FILL EXISTING WATER 7 (4) MAIN WITH GROUT/CDF (4) 1" WATER SERVICES (4) 18 LF 6" DI CAP EXISTING 15 WATER MAIN - d dH ciHLT c-HL dHf�-- -dt= ❑ dH❑ dH❑ dH❑ — ❑— F❑— F❑— F❑— F❑— F❑— F-❑— F❑— — W— W— \ —W� W—WW—WWW—W 8" PVC SS 224 LF APPROX. COVER = 8' 12" SD �75 LF MIN. SLOPE = 0.5% —EXISTING OVERHEAD POWER (TYP) 2 ❑ — HF�= ❑H — ❑HP — ❑HP — ❑H — CJHP ❑SDI — F❑— F❑ F❑— F❑— F❑ � w—w —w o w ---mow w w w w T w w w o � � IWW WWWWWWW W F❑ — ss—SS—SS— —— — 1"WATER SERVICE — ss ss ss — s� — ss — s ss — F�— F❑ F❑ F Ss � G 7 14 12 15 sD sNSD SD - END ABANDON/CAP I 8 PVC SS —CAP EXISTING EXISTING WATER MAIN WATER MAIN END FILL EXISTING WATER 61 LF MAIN WITH GROUT/CDF ° APPROX. COVER = 8 I 5' DROP CONNECTION EXISTING RIGHT-OF-WAY NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 213 of 316 W z � I 9 3 �HP —OHP ❑Hf S 0 0 ❑ — F❑ — F F�,— � � � 1---10' M I N 9L44 OR". 1. SEE DWG. GN1 FOR ADDITIONAL UTILITY NOTES. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. UTILITY TRENCHING AND ROADWAY RESTORATION SHALL BE IN ACCORDANCE WITH COPO STD. PLANS 404, 801, AND 900. 4. ALL EXISTING UTILITIES SHALL BE PROTECTED UNLESS NOTED OTHERWISE. 5. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 36 INCHES OVER THE TOP OF THE WATER MAIN. 6. EXISTING WATER MAIN SHALL REMAIN IN OPERATION UNTIL THE NEW WATER MAIN IS OPERATIONAL. 7. THE BOTTOM OF THE WATER MAIN SHALL BE 18 INCHES MINIMUM ABOVE THE TOP OF THE SEWER MAIN. IF IT IS DETERMINED THAT THIS IS NOT FEASIBLE, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY. 8. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 60 INCHES OVER THE TOP OF THE SEWER MAIN OR CASING PIPE. 9. ROADWAY AND SHOULDERS SHALL BE RESTORED IN -KIND UNLESS NOTED OTHERWISE. 10. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO POTHOLE EXISTING UTILITIES TO CONFIRM DEPTHS AND CONFIRM THERE WILL BE NO CONFLICTS WITH PROPOSED INSTALLATIONS. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY ANTICIPATED CONFLICTS. 11. SEE DWG. GN1 FOR ADDITIONAL NOTES. CONSTRUCTION NOTES: 10 PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.30 2 CONNECTION TO DRAINAGE STRUCTURE 33) PROVIDE AND INSTALL LOCKING SOLID METAL COVER FOR CATCH BASIN PER WSDOT STD. PLAN B-30.20 ® DROP MANHOLE CONNECTION PER DETAIL ON DWG. UT4 5 SALVAGE EXISTING WATER METER BOX TO COPO OPERATIONS AND MAINTENANCE. CAP EXISTING WATER SERVICE LINE. RELOCATE WATER METER TO NEW WATER METER BOX © PLACE THRUST BLOCK FOR 90° BEND PER COPO STD. PLANS 803-A AND 803-B 7 PROVIDE AND INSTALL WATER METER BOX, METER SETTER, AND WATER SERVICE LINE PER COPO STD. PLAN 860. EXISTING PRIVATE SIDE SERVICE LINES SHALL BE EXTENDED TO CONNECT TO NEW METER SETTER ® DROP MANHOLE CONNECTION PER COPO STD. PLAN 925 9O PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR BI-DIRECTIONAL VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.40 10 WET TAP EXISTING 8" DUCTILE IRON WATER MAIN PER COPO STD. DETAIL 802. EXISTING MAIN SHALL BE POTHOLED PRIOR TO WET TAP TO CONFIRM MATERIAL 11'; PROVIDE AND INSTALL SIDE SEWER SERVICE AND CLEANOUT PER COPO STD. PLANS 940 AND 941 12 REMOVE EXISTING BLIND FLANGE AND CONNECT WATER MAIN TO EXISTING VALVE ASSEMBLY 13 RELOCATE EXISTING FIRE HYDRANT ASSEMBLY AND CONNECT TO EXISTING VALVE ASSEMBLY PER COPO STD. PLAN 881 14 EXISTING AC WATER MAIN TO BE ABANDONED IN PLACE 15 REMOVE AND DISPOSE OF EXISTING VALVE BOX ASSEMBLY 16 PROVIDE AND INSTALL MANHOLE PER COPO STD. PLANS 920, 922, AND 924 17 EXISTING CAST IRON WATER MAIN TO BE ABANDONED IN PLACE Z 10 0 20 40 SCAL-F IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS UTILITY PLAN PL-f l N1 UT6 SHEET 33 OF 45 LEGEND: U) z 0 w > w z 0 w w Q 0 Engineer's Stamp S� SD SS SD -w ❑HP -Cl - Hn BP EXISTING WATER MAIN OR SERVICE EXISTING SEWER MAIN EXISTING STORM DRAIN LINE PROPOSED SEWER MAIN PROPOSED STORM MAIN PROPOSED WATER MAIN OR SERVICE EXISTING OVERHEAD POWER EXISTING GAS MAIN EXISTING FIBER OPTIC LINE EXISTING BURIED POWER EXISTING BURIED TELEPHONE DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 SEC. 34 T.24N. R.1 E. W.M. EXISTING RIGHT-OF-WAY NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 214 of 316 MATCH LINE SEE SHEET UT6 9L44 OR". EXISTING RIGHT-OF-WAY 8" PVC SS 224 LF APPROX. COVER = 8' GENERAL NOTES: 1. SEE DWG. GN1 FOR ADDITIONAL UTILITY NOTES. 2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN 1-40.20 SHALL BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS. 3. UTILITY TRENCHING AND ROADWAY RESTORATION SHALL BE IN ACCORDANCE WITH COPO STD. PLANS 404, 801, AND 900. 4. ALL EXISTING UTILITIES SHALL BE PROTECTED UNLESS NOTED OTHERWISE. 5. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 36 INCHES OVER THE TOP OF THE WATER MAIN. 6. EXISTING WATER MAIN SHALL REMAIN IN OPERATION UNTIL THE NEW WATER MAIN IS OPERATIONAL. 7. THE BOTTOM OF THE WATER MAIN SHALL BE 18 INCHES MINIMUM ABOVE THE TOP OF THE SEWER MAIN. IF IT IS DETERMINED THAT THIS IS NOT FEASIBLE, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY. 8. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL BE SUCH AS TO GIVE A MINIMUM COVER OF 60 INCHES OVER THE TOP OF THE SEWER MAIN OR CASING PIPE. 9. ROADWAY AND SHOULDERS SHALL BE RESTORED IN -KIND UNLESS NOTED OTHERWISE. 10. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO POTHOLE EXISTING UTILITIES TO CONFIRM DEPTHS AND CONFIRM THERE WILL BE NO CONFLICTS WITH PROPOSED INSTALLATIONS. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY ANTICIPATED CONFLICTS. 11. SEE DWG. GN1 FOR ADDITIONAL NOTES. CONSTRUCTION NOTES: 10 PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.30 0 CONNECTION TO DRAINAGE STRUCTURE 0 PROVIDE AND INSTALL LOCKING SOLID METAL COVER FOR CATCH BASIN PER WSDOT STD. PLAN B-30.20 ® DROP MANHOLE CONNECTION PER DETAIL ON DWG. UT4 5 SALVAGE EXISTING WATER METER BOX TO COPO OPERATIONS AND MAINTENANCE. CAP EXISTING WATER SERVICE LINE. RELOCATE WATER METER TO NEW WATER METER BOX © PLACE THRUST BLOCK FOR 90° BEND PER COPO STD. PLANS 803-A AND 803-B 7 PROVIDE AND INSTALL WATER METER BOX, METER SETTER, AND WATER SERVICE LINE PER COPO STD. PLAN 860. EXISTING PRIVATE SIDE SERVICE LINES SHALL BE EXTENDED TO CONNECT TO NEW METER SETTER ® DROP MANHOLE CONNECTION PER COPO STD. PLAN 925 O PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR BI-DIRECTIONAL VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.40 10 WET TAP EXISTING 8" DUCTILE IRON WATER MAIN PER COPO STD. DETAIL 802. EXISTING MAIN SHALL BE POTHOLED PRIOR TO WET TAP TO CONFIRM MATERIAL 11'; PROVIDE AND INSTALL SIDE SEWER SERVICE AND CLEANOUT PER COPO STD. PLANS 940 AND 941 12 REMOVE EXISTING BLIND FLANGE AND CONNECT WATER MAIN TO EXISTING VALVE ASSEMBLY 13 RELOCATE EXISTING FIRE HYDRANT ASSEMBLY AND CONNECT TO EXISTING VALVE ASSEMBLY PER COPO STD. PLAN 881 14 EXISTING AC WATER MAIN TO BE ABANDONED IN PLACE 15 REMOVE AND DISPOSE OF EXISTING VALVE BOX ASSEMBLY 16 PROVIDE AND INSTALL MANHOLE PER COPO STD. PLANS 920, 922, AND 924 17 EXISTING CAST IRON WATER MAIN TO BE ABANDONED IN PLACE 10 0 20 40 SCAFF IN FEET PLAN N11 POTTERY AVE NON -MOTORIZED IMPROVEMENTS UT7 SHEET UTILITY PLAN 34 OF 45 4' 4' 4' 7' �- ------ 12' 12' -- U) z 0 w > w W z 0 w w Q 0 Engineer's Stamp EXISTING RIGHT-OF-WAY SIDNEY RD SW DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 a SEC. 2 & 3 T.23N. R.1 E. W.M. EXISTING RIGHT-OF-WAY WSDOT LIMITED ACCESS RIGHT-OF-WAY NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 215 of 316 9L44 OR". GENERAL NOTES: 1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. 2. CONTRACTOR SHALL COORDINATE WITH COPO OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND SIGNING. 3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE. 4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE MEASURED FROM FACE OF CURB. 5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A - LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT SPECIFICATIONS UNLESS OTHERWISE NOTED. 6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM. CHANNELIZATION NOTES: 1� NOT USED INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427 �3 INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427 AND 430 ® INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD. PLAN M-20.10 INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER WSDOT STD. PLAN M-9.50 © INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN M-20.10 �7 INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER z WSDOT STD. PLAN M-20.10 LIJ U = INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER �co < w WSDOT STD. PLAN M-20.10 co 10 INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO STD. PLAN 424 11 INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD. PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW LAYOUT 1� INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT STD. PLAN M-20.10 13 INSTALL PAINTED YELLOW TWO-WAY LEFT -TURN CENTERLINE PER COPO STD. PLAN 424 14 INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN M-20.10 15 INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 0 NEW SIGN XXR REMOVE EXISTING SIGN X❑ RELOCATE SIGN NEW SIGN EXISTING SIGN 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS CHANNELIZATION AND SIGNING PLAN PL-f l N1 CH1 SHEET 35 OF 45 EXISTING RIGHT-OF-WAY = W U 2 H C/) Q W 2�i W WSDOT LIMITED ACCESS RIGHT-OF-WAY i i A SIGN SCHEDULE w SIGN SIGN SIZE POST LLI N0. TYPE X (IN.) Y (IN.) POST TYPE HEIGHT DESCRIPTION REMARKS 0 1 R2-1 24 30 SEE COPO STD. PLAN 500 12 FT SPEED LIMIT - 25 MPH INSTALL NEW SIGN AND POST 1 R R2-1 SPEED LIMIT - 30 MPH REMOVE EXISTING SIGN AND POST w 0 z 0 w Q DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS Engineer's stamp INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. �LCA WASti���A CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 20122697 AL PHONE: 360.876.4991 SEC. 2 & 3 T.23N. R.1 E. W.M. NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 216 of 316 WSDOT LIMITED ACC SS RIGHT-OF-WAY 9L44 CHARD GENERAL NOTES: 1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. 2. CONTRACTOR SHALL COORDINATE WITH COPO OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND SIGNING. 3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE. 4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE MEASURED FROM FACE OF CURB. 5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A - LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT SPECIFICATIONS UNLESS OTHERWISE NOTED. 6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM. CHANNELIZATION NOTES: 1� NOT USED INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427 �3 INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427 AND 430 ® INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD. PLAN M-20.10 INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER WSDOT STD. PLAN M-9.50 © INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN = M-20.10 W U w INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER = W Q � WSDOT STD. PLAN M-24.60 W U INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER WSDOT STD. PLAN M-20.10 INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER WSDOT STD. PLAN M-20.10 10 INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO STD. PLAN 424 11 INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD. PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW LAYOUT 1# INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT STD. PLAN M-20.10 13 INSTALL PAINTED YELLOW TWO-WAY LEFT -TURN CENTERLINE PER COPO STD. PLAN 424 14 INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN M-20.10 15 INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 I r_:rr_:nln- 0 NEW SIGN XXR I REMOVE EXISTING SIGN X❑ RELOCATE SIGN NEW SIGN EXISTING SIGN 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS CHANNELIZATION AND SIGNING PLAN PL -Il N1 CH2 SHEET 36 OF 45 C-1 A N 2 z v 12' J � = W------- w 12' w cn--- --- 8.2' WSDOT LIMITED ACCESS RIGHT-OF-WAY EXISTING RIGHT-OF-WAY I SIGN SCHEDULE W SIGN SIGN SIZE POST LLI N0. TYPE X (IN.) Y (IN.) POST TYPE HEIGHT DESCRIPTION REMARKS 0 2 W6-1 EX EX SEE COPO STD. PLAN 500 12 FT DIVIDED HIGHWAY RELOCATE EXISTING SIGN TO NEW POST 3 R3-17 24 18 SEE COPO STD. PLAN 500 12 FT BIKE LANE INSTALL SIGN ON NEW POST Li R3-17bP 24 8 ENDS PLAQUE INSTALL SIGN ON NEW POST UNDER R3-17 0 z w 0 U) z 0 C0 w > W z 0 w w Q C) DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS Engineer's stamp INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. �LCA i6, CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 20122697 %NAL PHONE: 360.876.4991 SEC. 2 & 3 T.23N. R.1 E. W.M. EXISTING RIGHT-OF-WAY f JFFERED BIKE LANE - POTTE F IN BUFFERED BIKE LANE NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 217 of 316 9L44 CHARD GENERAL NOTES: 1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. 2. CONTRACTOR SHALL COORDINATE WITH COPO OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND SIGNING. 3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE. 4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE MEASURED FROM FACE OF CURB. 5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A - LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT SPECIFICATIONS UNLESS OTHERWISE NOTED. 6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM. CHANNELIZATION NOTES: 10 NOT USED 0 INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427 �3 INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427 AND 430 ® INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD. PLAN M-20.10 0 INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER WSDOT STD. PLAN M-9.50 © INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN M-20.10 INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER z WSDOT STD. PLAN M-20.10 J ~ Uj INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER �co < w WSDOT STD. PLAN M-20.10 co 10 INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO STD. PLAN 424 11 INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD. PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW LAYOUT 1� INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT STD. PLAN M-20.10 13 INSTALL PAINTED YELLOW TWO-WAY LEFT -TURN CENTERLINE PER COPO STD. PLAN 424 14 INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN M-20.10 15 INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 (X) NEW SIGN �(R REMOVE EXISTING SIGN 0 RELOCATE SIGN NEW SIGN EXISTING SIGN 10 0 20 40 SCAFF IN FEET POTTERY AVE NON —MOTORIZED IMPROVEMENTS CHANNELIZATION AND SIGNING PLAN PLAN N11 CH3 SHEET 37 OF 45 SEC. 2 & 3 T.23N. R.1 E. W.M. GENERAL NOTES: �I M z 12' J ~ w = w U = Q u) 2E w w U) z 0 C0 w > W z 0 w 5R 10 91 J (TYP) EXISTING 13 RIGHT-OF-WAY _ CIVU UUVDLC T CLLUVV UEIV I CRLIIVC EXISTING RIGHT-OF-WAY k-m- - — — — — — BEGIN TWO-WAY LEFT TURN LANE SIGN NO. SIGN TYPE SIZE X (IN.) Y (IN.) 4 R2-1 24 30 S5-2 EX EX SEE C 4R R2-1 EX EX 5R W4-2 EX EX SIGN SCHEDULE POST TYPE POST DESCRIPTION REMARKS HEIGHT DPO STD. PLAN 500 14 FT SPEED LIMIT - 25 MPH INSTALL NEW SIGN AND POST W/ 36" HD 7 GA ANCHOR END SCHOOL ZONE INSTALL EXISTING SIGN ON NEW POST SPEED LIMIT - 30 MPH REMOVE EXISTING SIGN AND POST LANE ENDS REMOVE EXISTING SIGN AND POST w Q C) DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS Engineer's stamp INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. �LCA WASti���A CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 20122697 AL PHONE: 360.876.4991 NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 218 of 316 6' 6' 12' w = Z_ U J ~ w U = Q cn w w 12' 6' 6' 14' — — — _ 14' 9L44 CHARD m 1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. 2. CONTRACTOR SHALL COORDINATE WITH COPO OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND SIGNING. 3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE. 4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE MEASURED FROM FACE OF CURB. 5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A - LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT SPECIFICATIONS UNLESS OTHERWISE NOTED. 6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM. CHANNELIZATION NOTES: 10 NOT USED 0 INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427 �3 INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427 AND 430 ® INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD. PLAN M-20.10 0 INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER WSDOT STD. PLAN M-9.50 © INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN M-20.10 INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER WSDOT STD. PLAN M-20.10 90 INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER WSDOT STD. PLAN M-20.10 10 INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO STD. PLAN 424 11 INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD. PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW LAYOUT 1� INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT STD. PLAN M-20.10 13 INSTALL PAINTED YELLOW TWO-WAY LEFT -TURN CENTERLINE PER COPO STD. PLAN 424 14 INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN M-20.10 15 INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 (X) NEW SIGN �(R REMOVE EXISTING SIGN 0 RELOCATE SIGN NEW SIGN EXISTING SIGN 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS CHANNELIZATION AND SIGNING PLAN PLAN N11 CH4 SHEET 38 OF 45 w = Z_ U J ~ w = w U = Q u) 2w E w U) w Q 0 Engineer's Stamp SEC. 2 & 3 T.23N. R.1 E. W.M. POST TYPE SIGN SCHEDULE DESCRIPTION SIGN NO. SIGN TYPE SIZE POST HEIGHT X (IN.) Y (IN.) 6R SPECIAL EX EX RIGHT LANE ENDS 7R S1-1 EX EX SCHOOL W16-7P EX EX DIAGONAL ARROW 8R S1-1 EX EX SCHOOL W16-7P EX EX DIAGONAL ARROW S1-1 EX EX SCHOOL 9R W16-7P EX EX DIAGONAL ARROW REMARKS REMOVE EXISTING SIGN AND POST REMOVE EXISTING SIGNS AND POST REMOVE EXISTING SIGNS AND POST REMOVE EXISTING SIGNS AND POST DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE CITY OF PORT ORCHARD CAPITAL PROJECTS DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 9L44 216 PROSPECT STREET, PORT ORCHARD, WA 98366 DRAWN CAW OCT 2023 PHONE: 360.876.4991 CHECKED KCH OCT 2023 REVISED AS -BUILT _OP—— All work done in accordance with the City of Port Orchard Public Works Engineering Standards and __ •�� Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 219 of 316 GENERAL NOTES: 1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. 2. CONTRACTOR SHALL COORDINATE WITH COPO OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND SIGNING. 3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE. 4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE MEASURED FROM FACE OF CURB. 5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A - LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT SPECIFICATIONS UNLESS OTHERWISE NOTED. 6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM. CHANNELIZATION NOTES: 1� NOT USED INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427 �3 INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427 AND 430 ® INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD. PLAN M-20.10 INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER WSDOT STD. PLAN M-9.50 © INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN M-20.10 �7 INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER z WSDOT STD. PLAN M-20.10 J ~ = INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER �co LIJ WSDOT STD. PLAN M-20.10 w co 10 INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO STD. PLAN 424 11 INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD. PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW LAYOUT 1# INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT STD. PLAN M-20.10 13 INSTALL PAINTED YELLOW TWO-WAY LEFT -TURN CENTERLINE PER COPO STD. PLAN 424 14 INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN M-20.10 15 INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 I Pr.pmn. 0 NEW SIGN XXR I REMOVE EXISTING SIGN X❑ RELOCATE SIGN NEW SIGN EXISTING SIGN 0 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS CHANNELIZATION AND SIGNING PLAN PLAN N11 CH5 SHEET 39 OF 45 SEC. 2 & 3 T.23N. R.1 E. W.M. GENERAL NOTES: w = Z_ U J ~ w = w U = Q u� 2w E w W 4' _ _ — �-- ---- 20' (TYP) 6' — — 13 ----- — — — — — — — — -- _-_____— 300 14' 4 14 - (TYP) — — g 14' 7 (TYP) 5 --- F '—EXISTING RIGHT-OF-WAY w Q 0 Engineer's Stamp SIGN NO. SIGN TYPE SIZE X (IN.) Y (IN.) 1OR R3-7 EX EX SIGN SCHEDULE POST TYPE POST DESCRIPTION REMARKS HEIGHT LEFT LANE MUST TURN LEFT REMOVE EXISTING SIGN AND POST DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 14 EXISTING KITSAP 13 TRANSIT BUS STOP — 62'-------------------- T NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 220 of 316 14' 9L44 OR". 62--------------------- EXISTING KITSAP TRANSIT BUS STOP 6' - ---- — 4' 12' 12' 1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. 2. CONTRACTOR SHALL COORDINATE WITH COPO OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND SIGNING. 3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE. 4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE MEASURED FROM FACE OF CURB. 5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A - LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT SPECIFICATIONS UNLESS OTHERWISE NOTED. 6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM. CHANNELIZATION NOTES: NOT USED INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427 INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427 AND 430 ® INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD. PLAN M-20.10 INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER WSDOT STD. PLAN M-9.50 © INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN M-20.10 �7 INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER WSDOT STD. PLAN M-20.10 INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER WSDOT STD. PLAN M-20.10 10 INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO STD. PLAN 424 11 INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD. PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW LAYOUT 1� INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT STD. PLAN M-20.10 13 INSTALL PAINTED YELLOW TWO-WAY LEFT -TURN CENTERLINE PER COPO STD. PLAN 424 14 INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN M-20.10 15 INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 0 NEW SIGN XXR REMOVE EXISTING SIGN X❑ RELOCATE SIGN NEW SIGN EXISTING SIGN 0 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS CHANNELIZATION AND SIGNING PLAN PLAN N11 CH6 SHEET 40 OF 45 co w = Z_ U J ~ w = w U = Q u) 2w E w U) w Q 0 Engineer's Stamp u L L_ J �11 POST TYPE SEE COPO STD. PLAN 500 SIGN SCHEDULE DESCRIPTION REMARKS SIGN NO. SIGN TYPE SIZE POST HEIGHT X (IN.) Y (IN.) 11 R R3-7 EX EX LEFT LANE MUST TURN LEFT REMOVE EXISTING SIGN AND POST 12 R3-17 24 18 12 FT BIKE LANE INSTALL SIGN ON NEW POST R3-17bP 24 8 ENDS PLAQUE INSTALL SIGN ON NEW POST UNDER R3-17 13 R1-1 EX EX EXISTING STEEL EX STOP RELOCATE EXISTING SIGN AND POST 14 SPECIAL EX EX EXISTING STEEL EX CROSSING INSTRUCTIONS RELOCATE EXISTING SIGN AND POST 15 R1-1 EX EX EXISTING STEEL EX STOP RELOCATE EXISTING SIGN AND POST 16R R2-1 I EX EX SPEED LIMIT - 30 MPH REMOVE EXISTING SIGN 16 R2-1 24 30 SEE COPO STD. PLAN 500 12 FT SPEED LIMIT - 25 MPH PLACE SIGN ON EXISTING STREET LIGHT POLE DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 SEC. 2 & 3 T.23N. R.1 E. W.M. NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 221 of 316 9L44 OR". GENERAL NOTES: 1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. 2. CONTRACTOR SHALL COORDINATE WITH COPO OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND SIGNING. 3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE. 4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE MEASURED FROM FACE OF CURB. 5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A - LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT SPECIFICATIONS UNLESS OTHERWISE NOTED. 6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM. CHANNELIZATION NOTES: 10 NOT USED 0 INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427 �3 INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427 AND 430 ® INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD. PLAN M-20.10 0 INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER WSDOT STD. PLAN M-9.50 © INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN M-20.10 INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER 00 z U WSDOT STD. PLAN M-20.10 J H w _ INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER �co < w WSDOT STD. PLAN M-20.10 co 10 INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO STD. PLAN 424 11 INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD. PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW LAYOUT 10 INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT STD. PLAN M-20.10 13 INSTALL PAINTED YELLOW TWO-WAY LEFT -TURN CENTERLINE PER COPO STD. PLAN 424 14 INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN M-20.10 15 INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 I Pr.p In. (X) NEW SIGN �(R REMOVE EXISTING SIGN 0 RELOCATE SIGN NEW SIGN EXISTING SIGN 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS CHANNELIZATION AND SIGNING PLAN PLAN N11 CH7 SHEET 41 OF 45 r` w = Z_ U J ~ w = w U = Q U) 2w E w mi U) z 0 w > W z 0 W w Q 0 Engineer's Stamp DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 SEC. 2 & 3 T.23N. R.1 E. W.M. & SEC. 34 & 35 T.24N. R.1 E. W.M. EXISTING RIGHT-OF-WAY TE RY � NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 222 of 316 9L44 OR". GENERAL NOTES: 1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. 2. CONTRACTOR SHALL COORDINATE WITH COPO OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND SIGNING. 3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE. 4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE MEASURED FROM FACE OF CURB. 5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A - LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT SPECIFICATIONS UNLESS OTHERWISE NOTED. 6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM. CHANNELIZATION NOTES: NOT USED INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427 INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427 AND 430 ® INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD. PLAN M-20.10 INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER WSDOT STD. PLAN M-9.50 © INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN M-20.10 INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER w J w WSDOT STD. PLAN M-24.60 QUj = � INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER w WSDOT STD. PLAN M-20.10 INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER WSDOT STD. PLAN M-20.10 10 INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO STD. PLAN 424 11 INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD. PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW LAYOUT 1� INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT STD. PLAN M-20.10 13 INSTALL PAINTED YELLOW TWO-WAY LEFT -TURN CENTERLINE PER COPO STD. PLAN 424 14 INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN M-20.10 15 INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 0 NEW SIGN XXR REMOVE EXISTING SIGN X❑ RELOCATE SIGN NEW SIGN EXISTING SIGN 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS CHANNELIZATION AND SIGNING PLAN PLAN N11 CH8 SHEET 42 OF 45 ;Y AVE co w J w 11' = w U = w 10.5' ----------- 5' --------------- 4 EXISTING RIGHT-OF-WAY A SIGN SCHEDULE W SIGN SIGN SIZE POST LLI N0. TYPE X (IN.) Y (IN.) POST TYPE HEIGHT DESCRIPTION REMARKS 0 17 R2-1 24 30 SEE COPO STD. PLAN 500 12 FT SPEED LIMIT - 25 MPH INSTALL NEW SIGN AND POST 17R R2-1 SPEED LIMIT - 30 MPH REMOVE EXISTING SIGN AND POST w U 0 z w 0 z 0 w > z 0 CP W ch w Q LD DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS Engineer's stamp INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. �LCA /6 , CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 20122697 oNAT�E�A��� PHONE: 360.876.4991 SEC. 34 & 35 T.24N. R.1 E. W.M. END TWO-WAY LEFT TURN LANE BEGIN DOUBLE YELLOW CENTERLINE 5' 11' EXISTING RIGHT-OF-WAY NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 223 of 316 9L44 CHARD GENERAL NOTES: 1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. 2. CONTRACTOR SHALL COORDINATE WITH COPO OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND SIGNING. 3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE. 4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE MEASURED FROM FACE OF CURB. 5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A - LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT SPECIFICATIONS UNLESS OTHERWISE NOTED. 6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM. CHANNELIZATION NOTES: NOT USED INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427 INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427 AND 430 ® INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD. PLAN M-20.10 INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER WSDOT STD. PLAN M-9.50 © INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN M-20.10 �7 INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER W = z WSDOT STD. PLAN M-24.60 J L~ i INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER QCO I' ' WSDOT STD. PLAN M-20.10 co A9A INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER WSDOT STD. PLAN M-20.10 10 INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO STD. PLAN 424 11 INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD. PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW LAYOUT 1� INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT STD. PLAN M-20.10 13 INSTALL PAINTED YELLOW TWO-WAY LEFT -TURN CENTERLINE PER COPO STD. PLAN 424 14 INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN M-20.10 15 INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 CID NEW SIGN XXR REMOVE EXISTING SIGN X❑ RELOCATE SIGN NEW SIGN EXISTING SIGN z 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS CHANNELIZATION AND SIGNING PLAN PLAN N11 CH9 SHEET 43 OF 45 4.5' z J ~ W = w Q u) 11.5' 2W E W 4.5' U) z 0 w > El- w z 0 W 11' PU I I EKY AV[- 11.5' ---- T 50' - all- 0 m n Q Cn C/) 71 EXISTING RIGHT-OF-WAY w Q DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS Engineer's stamp INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. �LCA iAA CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 20122697 Is ATEE�A��� PHONE: 360.876.4991 12' 12' SEC. 34 & 35 T.24N. R.1 E. W.M. ■❑ NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 224 of 316 9L44 CHARD A EXISTING RIGHT-OF-WAY EXISTING RIGHT-OF-WAY 1 GENERAL NOTES: 1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. 2. CONTRACTOR SHALL COORDINATE WITH COPO OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND SIGNING. 3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE. 4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE MEASURED FROM FACE OF CURB. 5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A - LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT SPECIFICATIONS UNLESS OTHERWISE NOTED. 6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM. CHANNELIZATION NOTES: 1) NOT USED INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427 �3 INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427 AND 430 ® INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD. PLAN M-20.10 INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER WSDOT STD. PLAN M-9.50 © INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN M-20.10 �7 INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER z H WSDOT STD. PLAN M-24.60 J W 0LIJ INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER Q WSDOT STD. PLAN M-20.10 co A9A INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER WSDOT STD. PLAN M-20.10 10 INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO STD. PLAN 424 11 INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD. PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW LAYOUT 1� INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT STD. PLAN M-20.10 13 INSTALL PAINTED YELLOW TWO-WAY LEFT -TURN CENTERLINE PER COPO STD. PLAN 424 14 INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN M-20.10 15 INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 CID NEW SIGN XXR REMOVE EXISTING SIGN X❑ RELOCATE SIGN NEW SIGN EXISTING SIGN jz 10 0 20 40 SCAFF IN FEET POTTERY AVE NON -MOTORIZED IMPROVEMENTS CHANNELIZATION AND SIGNING PLAN PL -Il N1 CH10 SHEET 44 OF 45 SEC. 34 & 35 T.24N. R.1 E. W.M. GENERAL NOTES: 0 Z_ U LU J � v LU 12' QC/) 7; LU LU "' 12' A 0 w w 0 U w U 0 z 0 U) w 0 U) z 0 C0 w > w W z 0 w w Q 0 EXISTING RIGHT-OF-WAY 18 POTTERY AVE 4 EXISTING RIGHT-OF-WAY u 12' 12' Cn Q 75 PROPOSED RIGHT-OF-WAY 4 12' 12' d SIGN SCHEDULE SIGN SIGN SIZE POST TYPE POST DESCRIPTION REMARKS NO. TYPE X (IN.) Y (IN.) HEIGHT 18 D3-1 EX EX SEE COPO STD. PLAN 500 12 FT STREET NAME RELOCATE EXISTING SIGN TO NEW POST 19 SPECIAL EX EX EXISTING STEEL EX BUS STOP RELOCATE EXISTING SIGN AND POST 20R R2-1 EX EX SPEED LIMIT - 30 MPH REMOVE EXISTING SIGN TO NEW POST 20 R2-1 24 30 SEE COPO STD. PLAN 500 12 FT SPEED LIMIT - 25 MPH INSTALL NEW SIGN AND POST D11-1 EX EX BIKE ROUTE INSTALL SIGN BELOW SPEED LIMIT SIGN 21 R1-1 EX EX EXISTING STEEL EX STOP RELOCATE EXISTING SIGNS (4) AND POST DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD. CITY OF PORT ORCHARD CAPITAL PROJECTS 216 PROSPECT STREET, PORT ORCHARD, WA 98366 PHONE: 360.876.4991 21 20 20R �- - - - 12' 12' EXISTING RIGHT-OF-WAY NAME OR INITIALS AND DATE NAME OR INITIALS AND DATE DESIGNED CAW OCT 2023 PROJECT MANAGER: K. CHRIS HAMMER CHECKED KCH OCT 2023 REVIEWED: OCT 2023 DRAWN CAW OCT 2023 CHECKED KCH OCT 2023 REVISED AS -BUILT All work done in accordance with the City of Port Orchard Public Works Engineering Standards and Specifications in effect on the date shown above, and supplemented by Project Provisions. Page 225 of 316 z J W U) Z U) 6 I� (TYP) 9L44 OR". 1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. 2. CONTRACTOR SHALL COORDINATE WITH COPO OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND SIGNING. 3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE. 4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE MEASURED FROM FACE OF CURB. 5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A - LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT SPECIFICATIONS UNLESS OTHERWISE NOTED. 6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM. CHANNELIZATION NOTES: 1� NOT USED INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427 �3 INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427 AND 430 ® INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD. PLAN M-20.10 INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER WSDOT STD. PLAN M-9.50 © INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN M-20.10 INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER WSDOT STD. PLAN M-20.10 INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER WSDOT STD. PLAN M-20.10 10 INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO STD. PLAN 424 11 INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD. PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW LAYOUT 1� INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT STD. PLAN M-20.10 13 INSTALL PAINTED YELLOW TWO-WAY LEFT -TURN CENTERLINE PER COPO STD. PLAN 424 14 INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN M-20.10 15 INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER WSDOT STD. PLAN M-24.60 CID NEW SIGN REMOVE EXISTING SIGN XXR 0 RELOCATE SIGN NEW SIGN EXISTING SIGN 10 0 20 40 SCAFF IN FEET PL 1I P10 POTTERY AVE NON -MOTORIZED IMPROVEMENTS CH11 CHANNELIZATION AND SIGNING PLAN SHEET 45 OF 45 POTTERY AVE NON -MOTORIZED IMPROVEMENTS STANDARD PLANS Rev 3/18/22 JR City of Port Orchard Pottery Ave Non -Motorized Improvements Project PROJECT # PW2023-002 Page 226 of 316 NOTES: 1. CONSTRUCTION OF CURB DETAILS SHALL BE IN ACCORDANCE WITH THE CURRENTLY ADOPTED STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION AS PUBLISHED BY THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND THE AMERICAN PUBLIC WORKS ASSOCIATION. (WSDOT/APWA SPECIFICATIONS) UNLESS OTHERWISE MODIFIED BELOW. 2. ALL CONCRETE SHALL BE COMMERCIAL CLASS PER WSDOT/APWA SPECIFICATIONS. 3. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. STEEL FORMS ONLY SHALL BE USED ON TANGENT SECTIONS. WOOD FORMS MAY BE USED ON CURVED SECTIONS. 4. FULL DEPTH EXPANSION JOINTS CONSISTING OF 3/8 INCH MINIMUM PREMOLDED JOINT MATERIAL SHALL BE PLACED ADJACENT TO CATCH BASINS, INLETS AND AT POINTS OF TANGENCY ON STREETS AND DRIVEWAY RETURNS. MAXIMUM SPACING SHALL BE 20 FEET. 5. CONTRACTION JOINTS (DUMMY JOINTS) CONSISTING OF 3/8" MIN. X 2" OF PREMOLDED JOINT MATERIAL SHALL BE CONSTRUCTED AT INTERVALS OF 10 FEET. 6. ALL JOINTS SHALL BE CLEAN AND EDGED. 7. FINISH SHALL BE A LIGHT BROOM FINISH. 8. FINISHED CURBS AND GUTTERS SHALL BE SPRAYED WITH A CLEAR CURING COMPOUND. 9. SUBGRADE COMPACTION FOR CURBS AND GUTTERS SHALL MEET A MINIMUM 95% OF MAXIMUM DENSITY IN ACCORDANCE WITH SEC. 2-03.3(14) OF THE WSDOT/APWA SPECIFICATIONS. 11x1D ' L Est. 1890 ORCHARD PAVEMENT WIDTH a O 6 1 2" 18" CEMENT CONCRETE VERTICAL CURB AND GUTTER CURB PAVEMENT WIDTH loll 2„ N. 12" 24" CEMENT CONCRETE ROLLED CURB AND GUTTER CURB AND GUTTER A CEMENTp9gge ,;R -W CURB AND GUTTER DRAWN BY I IDS DATE 1/29/2019 SCALE IFS DRAWING NUMBER 300 NOTES: 1. CONSTRUCTION OF CURB DETAILS SHALL BE IN ACCORDANCE WITH THE CURRENTLY ADOPTED STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION AS PUBLISHED BY THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND THE AMERICAN PUBLIC WORKS ASSOCIATION. (WSDOT/APWA SPECIFICATIONS) UNLESS OTHERWISE MODIFIED BELOW. 2. ALL CONCRETE SHALL BE COMMERCIAL CLASS PER WSDOT/APWA SPECIFICATIONS. 3. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. STEEL FORMS ONLY SHALL BE USED ON TANGENT SECTIONS. WOOD FORMS MAY BE USED ON CURVED SECTIONS. 4. FULL DEPTH EXPANSION JOINTS CONSISTING OF 3/8 INCH MINIMUM PREMOLDED JOINT MATERIAL SHALL BE PLACED ADJACENT TO CATCH BASINS, INLETS AND AT POINTS OF TANGENCY ON STREETS AND DRIVEWAY RETURNS. MAXIMUM SPACING SHALL BE 20 FEET. 5. CONTRACTION JOINTS (DUMMY JOINTS) CONSISTING OF 3/8" MIN. X 2" OF PREMOLDED JOINT MATERIAL SHALL BE CONSTRUCTED AT INTERVALS OF 10 FEET. 6. ALL JOINTS SHALL BE CLEAN AND EDGED. 7. FINISH SHALL BE A LIGHT BROOM FINISH. 8. FINISHED CURBS AND GUTTERS SHALL BE SPRAYED WITH A CLEAR CURING COMPOUND. 6" 1 /2" R. 1 R. CEMENT CONCRETE OR ° ASPHALT CONCRETE o ► p SIDEWALK OR PATH D ► s v p ' 3/8" PREMOLDED JOINT FILLER (WHEN ADJACENT TO CEMENT CONCRETE SIDEWALK) CEMENT CONCRETE PEDESTRIAN CURB 0 1 /2" R. VARIES FROM 6" TO 0" 6" • D 9. SUBGRADE COMPACTION FOR CURBS AND GUTTERS SHALL MEET A MINIMUM 95% OF MAXIMUM DENSITY IN ACCORDANCE WITH SEC. 2-03.3(14) OF THE WSDOT/APWA SPECIFICATIONS. Uo Est. 1890 CURB AND GUTTER B ORCHARDCEMENTPqgq[R�� PEDESTRIAN CURB CEMENT CONCRETE CURB RAMP, LANDING, OR DRIVEWAY 1" R. ENTRANCE 3/8" PREMOLDED JOINT FILLER CEMENT CONCRETE PEDESTRIAN CURB AT CURB RAMPS, LANDINGS, AND DRIVEWAY ENTRANCES DRAWN BY I IDS DATE 1/29/2019 SCALE IFS DRAWING NUMBER 301 1' - 0" SIDEWALK - 6' - 0" MIN. ALL CUT MIN. SLPES O 1/2" R. (TYP. ) r2 O% 1 2.0% MAX. CURB kNF�p'<�R �T 3/8" -REMOLDED JOINT FILLER ADJACENT TO CURB 4'-0"MIN. FOR SIDE TREATMENT SIDEWALK - 6'- 0" MIN. BUFFER STRIP SEE OTHER SIDEWALK SECTIONS 1 a 2.0% MAX. �� CURB FINISHED GRADE 1" BELOW TOP OF CONCRETE SURFACE FOR PLANTING - FLUSH IF PAVED ADJACENT TO BUFFER STRIP OEst. 1890 RCHARD BROOMED FINISH (TYP.) 4" WIDE, SMOOTH /r TROWELED PERIMETER CEMENT CONCRETE CURB CONTRACTION JOINT IN SIDEWALK AND EVERY 10' IN CURB AND GUTTER EXPANSION JOINT IN BOTH CURB AND SIDEWALK CEMENT CONCRETE SIDEWALK 3 8 z 8" TO 1 4 PTO PREMOLDED JOINT FILLER OE EXPANSION JOINT © CONTRACTION JOINT S I E WA K AFATE RAWN B CE JE T2;gpQRETE SI EWA K I S 1 /31 /2019 SCA E In RAWING N BER 340 3/8" E) JOINT (' 2 DETECTABLE PATTERN (SE CURB RAMP A DETECTABLE WARNING A PATTERN AREA SHALL BE YELLOW, IN COMPLIANCE B WITH STD. SPEC. 8-14.3(3) �� o A� �-� o B MIN. MAX. A 1 5 8" 2 3 8" PLAN B 58" 11 2" C 7 16" 3 4" �_ C D 7 8" 1 7 16"� I y y T�] D ELEVATION DETECTABLE WARNING PATTERN DETAIL Est. 1890 ORCHARD GUTTER 4' — 0" MIN. 3/8" EXPANSION JOINT (TYP.) PEDESTRIAN CURB Lq p SIDEWALK CURB AND GUTTER4' — 0" MIN. (TYP.) CURB RA FACE OF DETECTABLE WARNING SURFACEEPRESSED CURB & GUTTER CROSSWALK CURB RAMP B NOTES 1. PLACEMENT OF GRATINGS, ACCESS COVERS AND OTHER APPURTENANCES SHALL NOT BE LOCATED ON CURB RAMPS, LANDINGS AND GUTTERS WITHIN THE PEDESTRIAN ACCESS ROUTE. 20 RAMPS SHALL BE TEXTURED USING TRUNCATED DOME PATTERN (SEE DETAIL THIS PAGE). DETECTABLE WARNING PATTERN SHALL BE YELLOW IN COMPLIANCE WITH WSDOT STANDARD SPECIFICATION 8-14.3(3) 3. RAMP CENTER LINE SHALL BE PERPENDICULAR TO OR RADIAL TO CURB RETURNS UNLESS OTHERWISE APPROVED BY THE CITY ENGINEER. 4. RAMPS SHALL BE CONSTRUCTED AT CORRESPONDING SIDEWALK LOCATIONS ON OPPOSITE SIDE OF STREETS WHEN RAMPS ARE CONSTRUCTED ON ONE SIDE OF STREET. 50. LANDING SHALL BE MINIMUM 4 X 4'. CURB RAMP A MUST BE INSTALLED UNLESS OTHERWISE APPROVED. SIDEWALKS B Page"230OF` YFB RAMP DRAWN BY I IDS DATE 1/29/2019 SCALE IFS DRAWING NUMBER 341 TRENCH EDGE OF PAVEMENT PL VIEW NTS EAL ALL JOINT PER WSDOT ST SPEC. 9-04.2(1) EDGE O PAVEMENT 7 ORCHARD Est. 1890 PH LT OVERLAY ULL LANE WIDTH (TYP) CURB CE — TRENCH ASPHALT OVERLAY 2" GRIND AND OVERLAY FULL LANE WIDTH (TYP.) EDGE OF PAVEMENT — CUT 43 \— EE UTILITY ST RD A -A MIN. FOR TRENCH DETAILS NTS TRENCH 10' 10' MIN. MIN. 2' MIN. \ 10' ASPHALT OVERLAY AIN. FULL LANE WIDTH (TYP.) NTS NOTES: 1. THIS STAN RD APPLIES TO ALL CUT IN ASPH LT RO WAY. 2. GRIND/OVERLAY WITHIN SIGNAL LOOP DETECTION ZO E MAY BE EXTENDED TO INCLUDE ADDITIONAL LANES AND/OR DETECTORS 3. OVERLAY AREA MAY BE EXTENDED AT THE DISCRETION OF THE TRANSPORTATION ENGINEER TO ENCOMPASS ADJACENT STREET CUTS OR PREVIOUS RESTORATIONS. 4. ADJUST ALL UTILITY CASTINGS TO FINISHED GRADE AFTER OVERLAY AND RESTORE CHANNELIZATION AND LOOP DETECTION TYPICAL STREET REST RATIO A PHALT OVERLP�'ageq3RI ,f916DW Y TRENCH RESTOR TIO CURB DRAWN BY I IDS DATE 1/24/2019 SCALE NTS DRAWING NUMBER 404 z ir w 4" 20' SPACING r J w w J TYPE 2W RPMS DETAIL A PAVEMENT MARKINGS MAY BE CURVED HERE AS SHOWN TO ALLOW CONTINUOUS PAINTING BY THE STRIPING MACHINE. WHEN RPM'S REQUIRED BY CONTRACT, USE TYPE 2YY �FlD ' L Est. 1890 ORCHARD TYPE 2YY RPMS 40' SPACING z w z � a w J J DOUBLE YELL CENTER STRIPE 6" DETAIL B DOUBLE YELLOW CENTER STRIPE Ji x U Q oz �a aJ ® IRPM—_'..� SEE "ALTERNATE SPACING PAINT STRIPE DETAIL" Ld DOUBLE • uji CENTER STRIPE DETAIL D TWO-WAY FT TURN LANE MARKINGS E TYPE 2YY RPMS j • • • TWO-WAY TURN STRIPE DETAIL C 1/2 WIDTH 1/2 WIDTH TYPE 2L TRAFFIC ARROWS DETAIL E INSIDE EDGE OF LANE YELLOW PAINT STRIPE m TYPE 2YY RPM ALTERNATE PAINT STRIPE DETAIL PAVEMFFaIg A YS[NG TYPICAL DETAILS DRAWN BY I IDS DATE 1/30/2019 SCALE IFS DRAWING NUMBER 424 O7 LANE LINE STRIP: THIS IS LOCATED IN THE LINE WITH EACH LANE LINE AND HALF THE STRIP ON EACH SIDE. O2 MID LINE STRIP: THIS IS LOCATED MID WAY BETWEEN EACH LANE LINE STRIP NOTES DURA STRIPE MATERIALS SHALL BE USED UNLESS OTHERWISE DIRECTED BY THE CITY ENGINEER. ALL NEW MID BLOCK CROSSWALKS SHALL BE LAYED OUT AS ABOVE AND PROVIDE SUPPLEMENTAL SIGNING CONSISTENT WITH N.U.T.C.D. AND AS DIRECTED BY THE CITY ENGINEER. 0012t Esc. 1890 ARKI NGS H ORCHARD TY N 2 a� SWA K STRI ING RAWN BY ill S ATE 1/30/2019 SCA E IFS RAWING N BER 427 ORCHARD Est. 1890 - 'A u STOP BAR DETAIL THERMOPLASTIC MATERIAL SHALL BE USED, UNLESS OTHERWISE ALLOWED BY THE CITY ENGINEER. MARKINGS K TYPICAL A F�q a ,,STOP BAR, AND ONLY DRAWN BY I IDS DATE 1/30/2019 SCALE IFS DRAWING NUMBER 430 OLE OVERLAP GROUND SURFACE III III -I I 7 GAUGE SOLID STEEL ANCHOR CONCRETE TO BOTTOM OF ANCHOR NOTE: INSTALL A NYLON WASHER WHEN SIGN FACE HAS TYPE III, IV, OR IX SHEETING DqM HARD TEEL/ZINC /8" DRIVE PIN RIVET TELSPAR TRAFFIC IGN PERFORATE 2"X2" NOMINAL POST, 14 GAUGE O 0 (1) /8" GALV ANGLE BOLT O IN (2) ADJACENT HOLES O O O O O 0 0 3„ O —I O 0 c O O a... O 36" TREET SIGN DRAWN BY III DATE 2/21/2019 TREET SIGN POST ETAIL SCALE NTS Page 235 of 316 DRAWING NUMBER 500 SAW CUT EX. A.C. PAVEMENT SURFACE TRENCH BACKFILL MATERIAL; COMPACT TO 95% IN 6" LIFTS Y'LHIVC CA. KVAUVVAT AO NIZULOOAN OVERLAY TO MAINTAIN EX. FREEBOAF AT CURB 2" GRIND AND OVERLAY EXTENTS PER STANDARDS TOP WIDTH OF TRENCH = D + 36" 12" 12" 0�2 47 CL52 DI WATER LINE OR APPROVED EQUAL PIPE BEDDING MATERIAL COMPACT TO 95% .D.+24" (36" MIN.) SEE ROADWAY STA DARDS F R APPROPRIATE PAVEMENT SECTION WARNING TAPE PER SPECIFICATIO S v N �6" MIN FOUNDATION STABILIZATION MATERIAL (AS REQUIRED) TES: 1) BED THE ENTIRE W DTH OF THE TRENCH PAVEMENT 2) RESTORATION SHALL BE PER THE APPROPRIATE SECTION CHAPTER (PAVEMENT SURFACING). 3) INSTALL TRACER WIRE PER SPECIFICATIONS OD Est.1890 RESTORAT ON, TAPS, AND BLOCK NG B DRAWN BY DATE Ds 1/3112019 ORCHARD WATER MA N TRENCH SCALE Nrs Page 236 of 316 DRAWING UMBER sot FINISHED GRADE TWO PIECE CAST IRON VALVE BOX TOP SECTION TO BE DOMESTIC OLYMPIC FOUNDRY #045 SEATTLE TACOMA HEAVY DUTY OR APPROVED EQUAL, STANDARD 18" WITH REGULAR BASE SECTION, LENGTH TO FIT. 36" MIN. MECHANICAL JOINT TAPPING VALVE (SEE PLAN VIEW) STAINLESS STEEL TAPPING SLEEVE (SEE PLAN VIEW) CONCRETE THRUST BLOCKING PER CITY STANDARDS ■ AVA11M TAPPING SLEEVE ROMAC STAINLESS STEEL TAPPING SLEEVE (SST) WITH DUCTILE IRON OUTLET FLANGE OR APPROVED EQUAL. CONCRETE THRUST BLOCKING PER CITY STANDARDS NEW PIPE (MJ X FL) RESILIENT WEDGE GATE VALVE UL/FM APPROVED, FUSION BONDED EPDXY COATED BODY AND BONNET, WEDGE EXISTING FULLY ENCAPSULATED WITH RUBBER, WITH 2" AWWA OPERATING PIPE NUT, CLOW # F6106 OR APPROVED EQUAL. PLAN 1\I nTCC. NEW PIPE 4"x8"x8" CONCRETE BLOCK SUPPORTS 1. PRIOR TO BORING: A. TAPPING SLEEVE AND VALVE SHALL BE PRESSURE TESTED AT 200 PSI FOR A PERIOD OF 15 MINUTES. PRESSURE LOSS DURING TESTING SHALL NOT EXCEED 5 PSI. B. TAPPING SLEEVE AND VALVE SHALL BE STERILIZED PER SPECIFICATIONS 2. PRIOR TO FINAL CONNECTION OF TAPPING VALVE TO NEW PIPING, THE NEW PIPING SHALL BE PRESSURE TESTED AND STERILIZED PER SPECIFICATIONS �D . L Est. 1890 ORCHARD RESTORATION, TAPS, AND BLOCKING C WET TAP of 316 DRAWN BY IDS DATE 1/3012019 SCALE NTS DRAWING NUMBER 802 Di Min FLANGE O E PIPE IZE TIE BACK SEE TANDARD DRAWING 1103-B OS PPED CROS 11 1/40 BEND 3 X PIPE DIA. MIN EE LIND FLANGE Plug 0° BEND EE 22 1/20 BEND 450 BEND ONCRETEBLOCK YMMETRICAL TOP & BOTTOM •. • _� BLOCK SHALL BE PL IC BARRIER AGAINST UNDISTURBED EARTH TYPICAL CROSS—SECTION TABLE A — H UST BLOCK PIPE SIZE Q SQ. FT. © SQ. FT. © SQ. FT. S SQ. F . T) SQ. FT. 4" 3 2 2 1 1 6" 6 5 4 2 1 8" 11 8 6 3 2 12" 22 16 12 6 3 16" 38 27 21 10 6 18" 48 34 26 14 7 24" 84 59 45 23 13 MIN. BE RING RE AG INS UNDI TU BED SOIL SEE DRAWING 1103-B FOR ADDITION L NOTES �� Est.1890 RESTOR TION, TAPS, AND BLOCKING �D AWN BY IDS D TE 1/15/201 ORCHARDTHRUST BLOCKING ND TIE BACK S ALE NTS Page 238 of 316 D AWING NUMBE 803- SEE TABLE B FOR— VERT. D.I. PIPE SIZE L 2"J 2 #4 BAR REINFORCING HOOP (TYP) 3 HOT DIPPED GALV. SHACKLE RODS 3/4"0 PARALLEL TO PIPE ©27 1 6" #4 BAR THROUGH MIN. HO E IN 4" D.I. PIPE IE BACK BL CK DE AIL TABLE B - TIE BACK A ER MAIN PIPE AMOUNT OF 3/4" GALV. SHACK E RO S SIZE OF VERT. PIPE IN CONC. AMOUN OF #4 REINFORCING BAR HOOPS 4" 2 4" 1 6" 2 4" 1 8" 2 4" 1 12" 1 4 1 4" 1 2 16" 6 6" 3 18" 6 6" 3 24" 6 6" 1 3 NO ES: 1. BEARING AREA OF CONCRETE THRUST B OCK IS BASE ON 225 PSI PRESSURE AND SAFE SOIL BEARING LOAD OF 2000 PSF. 2. THE SAFE SOIL BEARING LOAD SHALL BE ADJUSTED TO MEASURED SOIL BEARING LOADS IN THE FIELD. 3. AREAS MUST BE ADJUSTED FOR OTHER PIPE SIZES, PRESSURES AN SOIL CONDITIONS. 4. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND HAVE A MINIMUM OF 1/4 SQUARE FOOT BEARING AGAINST THE FITTING. 5. THE BLOCK SHALL BEAR AGAINST HE FITTINGS ONLY AND SHAL BE CLEAR OF JOINTS TO PERMIT TAKING UP AND DISMANTLING OF JOINT 6. THE CONTRACTOR SHALL INSTALL BL CKING ADEQUATE TO WITHSTAND FULL TEST PRESSURE AS WELL AS TO CONTINUOUSLY WITHSTAN OPERATING PRESSURE UNDER A L CONDITIONS OF SERVICE. 7. USE 2" THICK STYROFOAM TO FORM THE CONCRETE B OCKING. PLASTIC SHALL BE INSTALLED BETWEEN ALL CONCRETE BLOCKING AND FI TINGS. 1890 ORCHARD RESTORATION, TAPS, AND BLOCKING THRUST BLOCKING AND TIE BACKS Page 239 of 316 DRAWN BY I IDS DA E 1/15/ i SCALE NTS DRAWING NUMBER I 803-B z w 0 J W Lu 0 z z z w ROADWA FINISH GRADE PROPERTY LINE 36" MIN. COVER (TYP) C 6" MINIMUM TO ALLOW FOR TOUCH READ, 24" MIN. COVER w z J } H w 0- 0 CL FINISHED AIDE WARNING WIRE AND LOCAIOR TAPE ARE REQUIRED FOR ALL SERVICES AND MAINS NOTES: . EXISTING ATER AIN 2. 1" (IP THREAD) SINGLE ST AP SADDLE OMAC STYLE 101S O APPROVED EQUAL 3. 1" BRASS NIPPLE, 3" LONG 4. CORP. STOP, FORD F131100 OR APPROVED EQUAL 5. 1" POLYETHYLENE PIPE, MAINTAIN 36" COVER FROM WATER MAIN TO WITHIN 48" OF ETE BOX 6. 1" METER SETTER MUELLER 1434 OR APPROVED EQUAL HORIZONTAL IN, HORIZONTAL OUT. M.I.P. THREAD ENDS. 7. SCHEDULE 40 1" PVC THREADED PLUG. REMOVED WHEN CONNECTION MADE TO CUSTOMER LINE 8. BRASS CURB STOP, FORD B41-444-NL OR EQUAL. 9. WATER METER - TO BE SUPPLIED BY THE CITY 10. METER BOX SHALL BE SIGMA RAVEN HDPE METER BOX MODEL 1324-SW. PROVIDE HDPE LID WITH TOUCH READ AND METER READER LID. PLACE BACK OF METER BOX FLUSH WITH PROPERTY LINE. ORCHAREst. 1890 D SERVICES A 5/8, 3/4, OR 1-INCH WATER SERVICE Page 240 of 316 DRAWN BY I IDS DATE 1/22/2019 SCALE NTS DRAWING NUMBER 860 w z_ J H LU 0- 0 T MIN a 3" MIN CABLE TIES LANDSCAPE FABRIC 1/2 CU. YD. MIN. WASHED J GRAVEL PASSED 1-1/2" & RETAINED ON 1/4" MESH FOR DRAIN 16" x 8" x 4"M I N CONCRETE BLOCK 2-3/4" HOT DIPPED GALV. SHACKLE RODS CONNECT USING DUC LUGS OR 90 DEGREE I -BOLT (CORTEN STEEL). TIE BACK BLOCK PER STANDARD 1103A/B IS REQUIRED FOR PIPE RUNS GREATER THAN 18'. PUMPER CONNECTION 5" QUICK CONNECT STORZ COUPLING FOR NST 2-1/2" NST HOSE CONNECTION REMOVED CHAINS FROM 2-1/2" CAPS z ¢ TWO PIECE CAST IRON 2 g VALVE BOX & DEEP LID ca co � N ALUMINUM ANGLE 3/4" X1/20"X2' LOCATOR WIRE -GAUGE #14 COLOR OF INSULATION -BLUE 6" GATE VALVE (FLxMJ) 6" DIP, CLASS 52 WITH MEGA LUGS, LENGTH NOT TO EXCEED 50' FROM VALVE. FOR NEW WATER MAIN LOCATE WIRE SHALL BE CONTINUOUS THROUGH THE HYDRANT AND FOR EXISTING WATER MAIN, SPLICE LOCATOR WIRE TO WIRE ALONG MAIN USING 3M SPLICE KIT CONCREI`EBLOCKING, SEE STANDARD DETAIL 1103 DUCTILE IRON TEE WITH 6" FLANGE ON SIDE 1. MAIN VALVE OPENING SHALL BE 5-1/4" IN DIAMETER EQUAL TO M&H 929. 6" MECHANICAL JOINT INLET. 1-1/2" PENTAGON OPERATING NUT. THE CITY WILL PAINT THE HYDRANT. 2. LOCATOR WIRE TO BE PROTECTED WITH ANGLE ALUMINUM (3/4" X 1/20" X 2' LONG) STRAP TO THE HYDRANT BURY WITH CABLE TIES (36" LENGTH, 175 LB TENSILE, COLOR BLACK, MANUFACTURED BY 3M). LOCATION SHALL BE BELOW THE LOWER FLANGE OF THE HYDRANT BELOW THE PUMPER PORT. LOCATE WIRE SHALL HAVE 6" SLACK FOR CONNECTING TO LOCATING DEVICE. 3. IF THE PIPE BETWEEN THE VALVE AND THE HYDRANT IS MORE ONE FULL STICK OF DUCTILE IRON PIPE, THEN A TIE BACK THRUST SHALL BE INSTALLED AND FIELD-LOK GASKETS AND MEGA LUGS SHALL BE USED. Dqm Est. 1890 ORCHARD SYSTEM APPURTENANCES B FIRE HYDRANT ASSEMBLY Page 241 of 316 DRAWN BY 11 IDS DATE 1/23/2019 SCALE IFS DRAWING NUMBER 881 SAW CUT EX. A.C. PAVEMENT SURFACE ipAm TRENCH BACKFILL MATERIAL, COMPACT TO 95% PVC SEWER P PIPE BEDDING MATERIAL COMPACT TO 95% PLANE EX. ROADWAY AS NECESSARY, OVERLAY TO MAINTAIN EX. FREEBOARD AT CURBS. 2" GRIND AND VERLAY EXTENTS PER STANDARDS TOP WIDTH OF RENCH = D + 36" 12" 27 o SEE CHAPTER 6 FOR APPROPRIATE in PAVEMENT SECTION WARNING TAPE PER SPECIFICATIONS v N 6" MIN 7.D.+24" FOUNDATION STABILIZATION (36" MIN.) MATERIAL (AS REQUIRED) TES: 1) BED THE ENTIRE W DTH OF THE TRENCH PAVEMENT 2) RESTORATION SHALL BE PER THE APPROPRIATE SECTIO CHAPTER 6 (PAVEME T SURFACING). Est.1890 TRENCHES AND P PE CONNECTIONS A DRAWN BY il Ds DATE 1/23/2019 ORCHARD SEWER TRENCH DETAILS SCALE NTs -- Page 242 of 316 1 DRAWING NUMBER 900 TOP MANHOLE FRAME AND LID 101CL117=G4IR0L01 PRECAST ECCENTRIC CONE (UNLESS OTHERWISE SPECIFIED) PRECAST RISER SECTION MORTAR GRAVEL Bf (6" M CAST IN PLA NOTES: N H � 2 W W 2 = Z X RUBBER GASKETS BETWEEN PRECAST CTX4iNP►1110i SSE SECTION 1. MATCH CROWNS OF SEWERS. 2. FOR CAST IN PLACE BASE, CONSTRUCT IN FIELD CHANNEL AND SHELF TO THE CROWN OF THE PIPE. 3. FOR PRECAST BASE, USE GRAVEL BACKFILL, 6" MIN. COMPACTED DEPTH UNDER THE BASE. 4. ALL RIGID PIPE ENTERING OR LEAVING THE MANHOLE SHALL BE PROVIDED WITH FLEXIBLE JOINTS WITHIN 1 Y2 PIPE DIAMETERS OF THE MANHOLE STRUCTURE. 5. INSTALL DROP MANHOLE CONNECTION IF INVERT OF ANY INCOMING SEWER IS MORE THAN 2'-0" ABOVE THE TOP OF THE MAIN SEWER. 6. IN UNIMPROVED AREAS AND EASEMENTS, MANHOLE SHALL EXTEND A MINIMUM OF 2" AND A MAXIMUM OF 4" ABOVE FINISHED GRADE. 7. MANHOLE RING AND COVER SHALL HAVE A CLEAR OPENING. WORDING ON COVER SHALL BE "SEWER" IN 3" RAISED LETTERS. 8. ALL MANHOLE JOINTS SHALL USE A CONFINED ROUND RUBBER GASKET MEETING ASTM C-443 SPECIFICAITONS. pqgCHARD St. 1890 ANHO ES A ANHO E ETAI 48" ge 243 of 316 RAWN BY --]I, S ATE 1/30/2019 SCA E IFS RAWING N BER 920 z¢ N FRAME AND LID PER SPECIFICATIONS N I GROUT z ` � !II o>— FORMED CONCRETE COLLAR FOR OUT OF PAVEMENT CONDITIONS FINISH GRADE IN PAVED AND GRAVEL ROADWAY AREAS PRECAST GRADE RINGS TOP OF CONE SECTION OR FLAT SLAB 24" TYPICAL TOP SECTION MANHOLE FRAME COLLAR UNPAVED AREAS Est. 1890 0 CHARD 0 � N Z Z W 00- d w I GENERAL PLAN OF CHANNEL INTERSECTION FRAME AND LID PER SPECIFICATIONS FINISH GRADE GROUT LAYER #4 REBAR GRADE RINGS PRECAST ECCENTRIC CONE MANHOLES C TOP SECTION AND CHANNELIZATION Page 244 of 316 DRAWN BY I IDS DATE 1/30/2019 SCALE IFS DRAWING NUMBER 922 LADDER TO #8 GALV. HANG FROM DEFORMED MANHOLE REBAR STEP N N p Q W 1 s w a W #8 GALVANIZED 13Y2" I DEFORMED a REBAR a x AFETY STEP J a N I 7" #7 GALV. SMOOTH STEEL tt�a" DqM Est. 1890 MA HOLES E DRAW BY ADS DATE 1/30/2019 �ORCH%R�Q MA HOLE DETAIL - LADDER SCALE NTs Page 245 of 316 DRAWING NUMBER 924 1mol INSIDE DROP BOWL MOUNTING POSITION INSIDE DROP BOWL SECURED WITH 5/8" STAINLESS STEEL ANCHOR BOLTS LADDER INSID DROP - PLAN a MORTAR FLUSH WITH NON -SHRINK GROUT a MAX. MAINLINE ENTRY SLOPE 20% 54" MIN. SEE NOTE 6 a 3' MIN. 'a MAX. 8" PIPE SIZE 5/8" STAINLESS STEEL ANCHOR BOLTS 2'6" MIN. STAINLESS ST L STRAPS 20' MAX. STRAIGHT PIECE OF PIPE, NO JOINTS OR COUPLINGS GLUE FITTING BELL & SPIGOT SWEEP ELBOW EMBEDDED IN 4.• ' < • • CONCRETE AT 45' WITH SEWER FLOW NOTES: 1. MANHOLE SHALL CONFORM TO GENE AL NOT S AND ALL APPLICABLE REQUIREMENTS OF STANDARD DETAILS. 2. DROP BOWL TO BE INSTALLED MINIMUM OF 3' BELOW CONE SECTION. 3. INSIDE DROP SHALL BE CONSTRUCTED USING ASTM D3034 SDR 35 PIPE AND FITTING. 4. RECHANNEL BASE WITH 3000 PSI CONCRETE. WIDTH AND DEPTH OF CHANNEL MUST EQUAL THE LARGEST PIPE DIAM TE WITH A SLOPE OF 2% MIN. CHANNEL WALLS MUST BE VERTICAL. SLOPE SHELF TO CHANNEL AT 1" PER FOOT MIN. 5. CORE DRILL OPENINGS FOR NEW PIPE AND USE KOR-N-SEAL CONNECTORS OR EQUAL. 6. USE MECHANICAL TRANSITION COUPLING WHEN CONNECTING TO EXISTING SEWER MAINLINE. 7. CONE MAY NEED TO BE ROTATED AND/OR LADDER MOVED. 8. MINIMUM MANHOLE SIZE IS 54". 9. MAXIMUM OF 2 DROPS PER STRUCTURE. p_qgRHARD Est. 1890 MANHOL S F DROP STRUCTURE age 246 of 316 DRAWN BY I IDS DATE IEEE SCAL IFS DRAWING NUMBER 925 O1 6"x4" ECCENTRIC REDUCER O2 4" PVC SEWER PIPE, SDR 35, ASTM D3034 O3 4" 45' BEND O4 4" TWO-WAY CLEANOUT OSOIL PIPE - MINIMUM OF 2 FT BEYOND BUILDING FOUNDATION O6 RUBBER RING ADAPTER -SOIL PIPE TO SEWER PIPE BUILDING (SINGLE-FAMILY RESIDENCE OR DUPLEX) O x O 30" MIN. CLEAR 18" MIN. DEPTH O O O O O O 6" CAP OO PROPERTY LINE 6" TWO-WAY \_6" TWO-WAY NOTES: n CLEANOUT CLEANOUT r ASSEMBLY ASSEMBLY 1) ALL CONSTRUCTION REQUIRES A PERMIT AND INSPECTION PRIOR TO COMMENCEMENT AND BEFORE BACKFILL. 2) SEWER LATERALS SHALL BE LAID IN A STRAIGHT LINE BETWEEN BENDS, 6" LATERAL FOR SECOND CHANGES IN LINE AND GRADE SHALL BE MADE BY BENDS OR WYE ADDITIONAL SERVICE SERVICE CONNECTION (IF FITTING. (IF NEEDED) NEEDED) 3) SEWER LATERALS SHALL BE LAID AT MINIMUM GRADE OF 2% (1/4" PER 2 FOOT) AND MAXIMUM GRADE OF 100% (1' PER FOOT) UNLESS PRIOR APPROVAL IN WRITING IS OBTAINED FROM THE CITY ENGINEER. r 6" SIDE SEWER 4) CONNECTING DOWNSPOUTS AND AREA DRAINS TO THE SEWER SYSTEM IS PROHIBITED AND WILL RESULT IN FINES. t 5) CLEANOUTS ARE REQUIRED FOR LATERALS EXCEEDING 100 FT., AT ANY ni BEND EXCEEDING 1/8" BEND (45°) AND WITHIN TEN (10) FT OF A BUILDING FOUNDATION. i 6) FROM MAIN TO CLEANOUT AT PROPERTY LINE SHALL BE 6" PIPE. FROM p PROPERTY LINE CLEANOUT TO BUILDING SHALL BE 4" FOR SINGLE FAMILY RESIDENCE AND 6" FOR DUPLEX. CLEANOUTS ARE REQUIRED EVERY 100 FEET OR PORTION THEREOF, AT ALL CHANGE OF 11 DIRECTIONS AND AT THE PROPERTY LINE. L ] Est. 1890 I DRAWN BY I IDS LATERALS AND SERVICE CONNECTIONS A DATE 1/31/2019 ORCHARDTYPICAL SFR SEWER LATERAL SCALE NTs Page 247 of 316 DRAWING NUMBER 940 SERVICE CONNECTION WYE FITTING oZ I FIRST PIPE LENGTH 3'-0" (MAX.) GRAVITY SEWER i GRAVITY SEWER 6" TWO-WAY CLEANOUT ASSEMBLY 6"x4" ECCENTRIC REDUCER T4" SEWER LATERAL 6" SERVICE CONNECTION PIPE, SLOPE AT 1/4" PER FT. (MIN.) LAN FIBERGLASS VALVE BOX AND COVER, CARSON INDUSTRIES OR APPROVED EQUAL 6" SERVICE CONNECTION PIPE PIPE BEDDING MATERIAL AS SPECIFIED PROPERTY LINE 6" GLUE -ON -SCREW -ON CAP EXTEND THE LATERAL BEYOND THE PROPERTY LINE AND UTILITIES. 6" RISER PIPE 6" TWO-WAY CLEANOUT ff�T TO RESIDENCE 6"x4" ECCENTRIC REDUCER SECTION INSTALL LOCATOR WIRE ON ALL LATERALS TO THE SEWER MAIN NOTE: CONNECT ALL SERVICE CONNECTIONS 8" AND LARGER AT MANHOLE. DETAILS TO BE APPROVED BY CITY ENGINEER. OqM Est. 1890 I DRAWN BY I IDS LATERALS AND SERVICE CONN CTIONS B DATE 1/31/2019 ORCHARDSINGLE SERVICE CONNECTION SCALE NTS '_ Page 248 of 316 DRAWING NUMB R 941 #3 BAR EACH CORNER #3 BAR HOOP .ss 2', 4", 6", 12", OR 24" ONE #3 BAR FOR 6" (IN) HEIGHT INCREMENT (SPACED EQUALLY) RECTANGULAR ADJUSTMENT SECTION PRECAST BASE SECTION IR (TYP.) PIPE ALLOWANCES MAXIMUM PIPE MATERIAL INSIDE DIAMETER (INCHES) REINFORCED OR 12„ PLAIN CONCRETE ALL METAL PIPE 151' CPSSP * 12" (STD. SPEC. SECT. 9-05.20) SOLID WALL PVC 15" (STD. SPEC. SECT. 9-05.12(1)) PROFILE WALL PVC 15" (STD. SPEC. SECT. 9.05.12(2)) * CORRUGATED POLYETHYLENE STORM SEWER PIPE #3 BAR EACH CORNEF 18" (IN) MIN #3 BAR HOOP (SEE NOTE 1) ALTERNATIVE PRECAST BASE SECTION NOTES 1. As acceptable alternatives to the rebar shown in the PRECAST BASE SECTION, fibers (placed according to the Standard Specifications), or wire mesh having a minimum area of 0.12 square inches per foot shall be used with the minimum required rebar shown in the ALTERNATIVE PRECAST BASE SECTION. Wire mesh shall not be placed in the knockouts. 2. The knockout diameter shall not be greater than 20" (in). Knockouts shall have a wall thickness of 2" (in) minimum to 2.5" (in) maximum. Provide a 1.5" (in) minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance with Standard Specification Section 9-04.3. 3. The maximum depth from the finished grade to the lowest pipe invert shall be 5' (ft). 4. The frame and grate may be installed with the flange down, or integrally cast into the adjustment section with flange up. 5. The Precast Base Section may have a rounded floor, and the walls may be sloped at a rate of 1 : 24 or steeper. 6. The opening shall be measured at the top of the Precast Base Section. 7. All pickup holes shall be grouted full after the basin has been placed. OF WASy7\ 91819 Q > 9FCIgTEOF' � ►LONAL E� Julie Heilman 2020.09.01 07:52:50 -07'00' CATCH BASIN TYPE 1 STANDARD PLAN 0-5.20-03 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Roark, Steve Date 2020.090 09.4 23-OTOO' STATE DESIGN ENGINEER AMW VrFWashington State DepaRmeM of Tmnsponation Page 249 of 316 1. BOLT -DOWN SLOT — DETAIL AND NOTE 1 2 1/2" DIAM. HOLE 1 =----------- -------------- ---------- TOP X 4 314" ¢� I � I � I I I I AD" R — RFF NOTF 9 SECTION O SECTION ( SECTION CO NOTES 1. Bolt -down capability is required on all frames, grates, and covers, unless specified otherwise in the Contract. Provide 2 holes in the frame that are vertically aligned with the grate or cover slots. The frame shall accept the 304 Stainless Steel (S.S.) 5/8" (in) - 11 NC x 2" (in) allen head cap screw by being tapped, or other approved mechanism. Location of bolt -down holes varies by manufacturer. 2. Alternative reinforcing designs are acceptable in lieu of the rib design. 3. Refer to Standard Specification Section 9-05.15 and 9-05.15(2) for additional requirements. 25• (IN) R. - 4. For frame details, see Standard Plan B-30.10. SEE NOTE 2 RECESSED ALLEN HEAD CAP SCREW 304 S.S. 5/8" (IN) - 11 NC x 2" (IN) I i I GRATE 34 GRATE 11/4" i 1 I i I i FRAME I I I SLOT HOLE BOLT -DOWN DETAILS SEE NOTE 1 5/8" — 33/DIP — 1/2" (IN) DIP ISOMETRIC .' SPRQ OP WAS#,,, �O J� 41819 'eVw IST�R� 11' ssIONAL ECG Heilman, Julie l\QA.tY.u, 7e�� Feb 20 2018 12:53 PM cosh RECTANGULAR SOLID METAL COVER STANDARD PLAN 0-30.20-04 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION C O�� Febn 2018 rtfl AM O STATE DESIGN ENGINEER Adft Washington State Department of Twnsportation Page 250 of 316 J TOP 24" 7 OR 8 EQUAL SPACES m 1O DIRECTION OF FLOW SECTION OA SLOT —SEE DETAIL AND NOTE 1 NOTES 1. Bolt -down capability is required on all frames, grates, and covers, unless specified otherwise in the Contract. Provide 2 holes in the frame that are vertically aligned with the grate or cover slots. The frame shall accept the 304 Stainless Steel (S.S.) 5/8" (in) - 11 NC ■ 2" (in) alien head cap screw by being tapped, or other approved mechanism. Location of bolt -down holes varies by manufacturer. 2. Refer to Standard Specification Section 9-05.15 and 9-05.15(2) for additional requirements. 3. For frame details, see Standard Plan B-30.10. RECESSED ALLEN HEAD CAP SCREW 304 S.S. 5/8" (IN) - 11 INC x 2" (IN) I I I GRATE Y314 GRATE FRAME i I SLOT HOLE BOLT -DOWN DETAILS SEE NOTE 1 ISOMETRIC .' SPRQ OP WAS#,,, �O J� 41819 Ww IST�RQ 11' ssIONAL ECG Fe6eilm20an,Julie 201812:54 PM RECTANGULAR VANED GRATE STANDARD PLAN 0-30.30-03 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION LO� FM 2]2018 ].58 AM O STATE DESIGN ENGINEER Washington State Department of T—sportation Page 251 of 316 4 �_T 117- tl TOP 24" X 4EQUAL SPACES 4EQUAL SPACES ro SECTION O SLOT - SEE DETAIL in AND NOTE 1 - -------- N N SECTION BO NOTES 1. Bolt -down capability is required on all frames, grates, and covers, unless specified otherwise in the Contract. Provide 2 holes in the frame that are vertically aligned with the grate or cover slots. The frame shall accept the 304 Stainless Steel (S.S.) 5/8" (in) - 11 NC x 2" (in) allen head cap screw by being tapped, or other approved mechanism. Location of bolt -down holes varies by manufacturer. 2. Refer to Standard Specification Section 9-05.15, and 9-05.15(2) for additional requirements. 3. For frame details, see Standard Plan B-30.10. RECESSED ALLEN HEAD CAP SCREW 304 S.S. 518" (IN) - 11 NC x 2" (IN) i I GRATE 3/4" GRATE i i i I I FRAME SLOT HOLE BOLT -DOWN DETAILS SEE NOTE 1 ISOMETRIC .' SPRQ OP WAS#,,, �O J� 41819 Ww I STSRQ 11' s"'ONAL ECG ^ p. 11 ,() Heilmaglalie laoA+Cu, 10�^� Feb 20 2018 12:54 PM RECTANGULAR BI-DIRECTIONAL VANED GRATE STANDARD PLAN B-30.40-03 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION '�� hrymkr, laR Feb2]N118 ]:58 AM STATE DESIGN ENGINEER Washington State Department of T—sportation Page 252 of 316 OUTFLOW CHANNEL IS CONSTRUCTED BY EXCAVATION 6'- 0" MIN. 1' (FT) DEPTH OVERFLOW COMPACTED NATIVE MATERIAL CONSTRUCTED BY EXCAVATION 2 2 OR EMBANKMENT SEDIMENT TRAP BOTTOM QUARRY SPALLS - 1' (FT) DEPTH SEE STANDARD SPECIFICATION SECTION 9-13.1(5) 1'(FT)DEPTH OF - 1 O/ RSE AGGREGATE FOR COURSE \ PORTLAND CEMENTCONCRETE- SEE STANDARD SPECIFICATION SECTION 9-03.1(4) SECTION OA GROUND LINE PROVIDE GEOTEXTILE FOR SEPARATION - SEE STANDARD SPECIFICATION SECTION 9-33 SETTLING POND 0 0 po ��Ojp I ❑ Q QO �� SETTLING POND O ff60a G7 0 pD (fat I I i ' J ' I i PARTIAL PLAN VIEW OF BERM SHOWN LARGER FOR CLARITY I i I i I 1 I 4IN. '-04" I M _ 3 2'- 0" SETTLING DEPTH 1 -T - 6" SEDIMENT STORAGE - 1 ROAD 30' MIN. (TYP.) i PERMEABLE BALLAST STANDARD SPECIFICATION(TYP) SEE SECTION 9-03.9(2) 1' FT. MIN. AS REQUIRED - 100' (FT) MIN., EXCEPT DEPTH (TYP.) MAY BE REDUCED TO 50' (FT) MIN. FOR SITES WITH LESS THAN ONE ACRE OF EXPOSED SOIL QUARRY SPALLS - 1' (FT.) DEPTH PROVIDE FULL WIDTH OF PLACE CONSTRUCTION GEOTEXTILE FOR SOIL INGRESS / EGRESS AREA STABILIZATION FROM THE EDGE OF THE EXISTING 15' (FT) MINIMUM ROADWAY TO THE CONSTRUCTION ENTRANCE, OR AS DIRECTED BY THE ENGINEER DISCHARGE TO STABILIZED CONVEYANCE, OUTLET, OR LEVEL SPREADER -- OVERFLOW CHANNEL LIMITS OF QUARRY SPALLS - (TYP.) 5' - 0" MAX. HT. - BERM OR PARTIAL OR COMPLETE EXCAVATION LONGITUDINAL SECTION TEMPORARY SILT FENCE NOTE OR COMPOST SOCK PLACE GEOTEXTILE UNDER THE SPILLWAY AND SIDE SLOPES. PROVIDE A CONTINUOUS LAYER BETWEEN THE GRAVEL/ROCK AND THE NATIVE EARTHEN MATERIAL. II=IJAIa*]:f-,lX&9ml0]IJd=1 k,kmI:l-,lr ISOMETRIC VIEW STABILIZED CONSTRUCTION ENTRANCE STABILIZED CONSTRUCTION ENTRANCE SHALL MEET THE REQUIREMENTS OF STANDARD SPECIFICATION SECTION 8-01.3(7). / COARSE COMPOST � L X 2X X = 1' - 0" FOR SLOPES 4HA V OR FLATTER X = 1' - 6" FOR SLOPES STEEPER THAN 4HA V TYPICAL SECTION COMPOST BERM DETAIL STATE OF 1� WASHINGTON y �j REGISTERED IA --NDSCAPE ARCHITECT a � CJ "$'i-H mitxmr�a JULI DEE HARTIMG LICENSE NC. 1422 DATE; 06-21-17 MISCELLANEOUS EROSION CONTROL DETAILS STANDARD PLAN 1-80.10-02 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION CIl 15 20r162 2 eQ3�lllfiC'L. 1n1152016228 PM STATE DESIGN ENGINEER Adw Washington State Department of Twnsportation Page 253 of 316 FACE OF CURB VARIES 12" TO 24" FACE OF CURB VARIES 1" 10" TO 22" 1" (SEE CONTRACT) MATCH ROADWAY MATCH ROADWAY SLOPE SLOPE ROADWAY ROADWAY � D . D � T .1/2" (IN) R. 1, (IM R ° 1/2" (IN) R.D D D 11 1/2" 11 1/2" DUAL -FACED CEMENT CONCRETE TRAFFIC CURB AND GUTTER FACE OF CURB 6 1/2" 5 1/2" 1" 1/2" (IN) R. 1" (IN) R. MATCH ROADWAY SLOPE iD 1/2" (IN) ROADWAY N R. p op CEMENT CONCRETE TRAFFIC CURB AND GUTTER p CEMENT CONCRETE OR 4(WHEN ASPHALT CONCRETE SIDEWALK OR PATH 3/8" (IN) PREMOLDED JOINT FILLER ADJACENT TO CEMENT CONCRETE SIDEWALK) CEMENT CONCRETE PEDESTRIAN CURB FACE OF CURB FACE OF CURB VARIES 12" TO 24" VARIES 1" 10" TO 22" 1" (SEE CONTRACT) 1" (IN) R. V (IN) R. ROADWAY�A� ROADWAY D' °p' D � D D "p •p' D °D p 1 3/4" DUAL -FACED CEMENT CONCRETE TRAFFIC CURB FACE OF CURB 6 1/2" VARIES FROM 6" (IN) TO 0" (IN) - MAINTAIN 1H : 6V SLOPE VARIES V (IN) ON SIDE OF CURB R. MATCH ROADWAY 1/2" (IN) R. _____ SLOPE 1/2" (IN) ROADWAY 0- D..'2.0%p R. % N Q p FLUSH WITH GUTTER PAN AT CURB O RAMP ENTRANCE - 1/2" (IN) VERTICAL 1 1'- 6" LIP AT DRIVEWAY ENTRANCE DEPRESSED CURB AND GUTTER SECTION AT CURB RAMPS AND DRIVEWAY ENTRANCES F,1 CEMENT CONCRETE 112" (IN) R. CURB RAMP, LANDING, 1" (IN) OR DRIVEWAY VARIES FROM R ENTRANCE 6" (IN) TO 0" (IN) •p D g" D 3/8" (IN) PREMOLDED JOINT FILLER CEMENT CONCRETE PEDESTRIAN CURB AT CURB RAMPS, LANDINGS, AND DRIVEWAY ENTRANCES FACE OF CURB 6 1/2" 51/2" 1" 1/2" (IN) R. 1" (IN) R. D m ROADWAY D R D °D CEMENT CONCRETE TRAFFIC CURB NOTE 1. See Standard Plan F-30.10 for Curb Expansion and Contraction Joint spacing. See Standard Specification, Sections 8-04 and 9-04 for additional requirements. FACE OF CURB 7 14' 3" 4" 1 1/2" (IN) R. 1/2" (IN) R. ' D a m ROADWAY D° c D' D ID D' 'D 3 114" MOUNTABLE CEMENT CONCRETE TRAFFIC CURB P$V S. R, G`� Q 0@ WAsgr F!r 38777 '�Vw S TBRQ sSIONAL Michael S Digitally sign,d by MichaelS Fleming Fleming Date: 2020.09.24 07:39:38 -07'00' CEMENT CONCRETE CURBS STANDARD PLAN F-10.12-04 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Date: 2020.09.24 --17�• 07:57:43-07'00' STATE DESIGN ENGINEER Washington State Department of Twnsporlation Page 254 of 316 4'-0"MIN. - A 4'-0"MIN. - (A 3/8" EXPANSION PEDESTRIAN CURB - SEE CONTRACT PLANS 3/8" (IN) EXPANSION SEE CONTRACT PLANS Y JOINT (TYP.) -SEE SEE NOTE 9 JOINT (TYP.) -SEE STANDARD PLAN F-30.10 � STANDARD PLAN F-30.10�'�\� LANDING LANDING 1 CURB AND GUTTER �\I,' \'Y *I SIDEWALK SIDEWALK CURB RAMP J 4'-0"MIN .- SEE CONTRACT PLANS FACE OF CURB CROSSWALK PLAN VIEW TYPE PARALLEL A CURB AND GUTTER CURB RAMP CURB RAMP DETECTABLE WARNING SURFACE - 4' - 0" MIN. - SEE STANDARD PLAN F-45.10 SEE CONTRACT PLANS DEPRESSED CURB AND GUTTER FACE OF CURB DETECTABLE WARNING SURFACE - SEE STANDARD PLAN F-45.10 4'-0"MIN. / SEE CONTRACT PLANS iO CONTRACTION JOINT (TYP.) - SEE STANDARD PLAN F-30.1 FOR CURB RAMP LENGTHS GREATER THAN 8' - 0"PROVIDE v CONTRACTION JOINT EQUALLY SPACED 4' - 0" MIN. OC. w w CEMENT CONCRETE PEDESTRIAN � LANDING CURB - SEE NOTE 9 j SECTION Op 15' - 0" MAX. (TYP.) 4' - V MIN. 15'- 0" MAX. (TYP.) SEE NOTE 7 SEE CONTRACT PLANS SEE NOTE 7 SIDEWALK GRADE BREAK GRADE BREAK v CURB RAMP CURB RAMP LANDING 3/8" EXPANSION JOINT (TYP.) - 1 SEE STANDARD PLAN F-30.10 SECTION O (ALONG INSIDE RADIUS AT BACK OF WALKWAY) "CEMENT CONCRET PARALLEL A" PAY TYPE PARALLEL A PAY LIMIT NOTES 1. At marked crosswalks, the connection between the landing and the PEDESTRIAN CURB - roadway must be Contained within the width of the crosswalk markings. r SEE NOTE 9 2. Where "GRADE BREAK" is called out, the entire length of the grade break between the two adjacent surface planes shall be flush. 3. Do not place Gratings, Junction Boxes, Access Covers, or other appurte- nances on any part of the Curb Ramp or Landing, or in the Depressed Curb and Gutter where the Landing connects to the roadway. 3" R. 4. See Contract Plans for the curb design specified. See Standard Plan F-10.12 for Curb, Curb and Gutter, Depressed Curb and Gutter, and Pedestrian Curb details. DETECTABLE WARNING SURFACE - 5. See Standard Plan F-30.10 for Cement Concrete Sidewalk Details. SEE STANDARD PLAN F-45.10 See Contract Plans for width and placement of sidewalk. 6 The Bid Item "Cement Concrete Curb Ramp Type " does not include i — DEPRESSED CURB AND GUTTER the adjacent Curb, Curb and Gutter, Depressed Curb and Gutter, CROSSWALK Pedestrian Curb, or Sidewalks. 7. The Curb Ramp length is not required to exceed 15 feet (unless otherwise shown in the Contract Plans). When applying the 15-foot max. length, PLAN VIEW the running slope of the curb ramp is allowed to exceed 8.3%. Use a single TYPE PARALLEL B Constant slo a from bottom of ram W W of ram W match into the Sidewalk p p F p over a horizontal distance of 15 feet. Do not include abutting landing(s) in the15-foot max. measurement. When a ramp is constructed on a radius, the - GRADE BREAK 15-foot max. length is measured on the inside radius along the back of the SLOPE walkway. COUNTER TOP OF 5' oar ROADWAY 8. Curb Ramps and Landings shall receive a broom finish. See Standard Specifications 8-14. DEPRESSED CURB AND GUTTER - 9. Pedestrian Curb may be omitted if the ground surface at the back of the SEE STANDARD PLAN F-10.12 Curb Ramp and/or Landing will be at the same elevation as the Curb AND NOTE 6 Ramp or Landing and there will be no material to retain. 4 - 0" MIN. 15' - 0" MAX. (TYP.) LEGEND SEE CONTRACT PLANS SEE NOTE 7 SLOPE IN EITHER DIRECTION GRADE BREAK SIDEWALK * 1.5% OR FLATTER RECOMMENDED FOR GRADE BREAK DESIGN/FORMWORK (2% MAX.) 7.5% OR FLATTER RECOMMENDED FOR DESIGN/ FORMWORK (8.3% MAX.) - SEE NOTE 7 CURB RAMP 7CURB-; PEDESTRIAN LANDING 1 3/8" (IN) EXPANSION JOINT (TYP.) -®'fT SEE STANDARD PLAN F-30.10 SEE NOTE 6JR OF WASyL��, SECTION O _ (ALONG INSIDE RADIUS AT BACK OF WALKWAY) ac �O J� 28680 '�Vw PARALLEL BN CRETE CURB PAY LIMITRAMP NE 6 GISTS �TYPE�ssI0 AL Zeller, Scott Jun 24 2016 7:19 AM ..�.... PARALLEL CURB RAMP ISOMETRIC VIEW TYPE PARALLEL B PAY LIMIT STANDARD PLAN F-40.92-03 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION eJ-292 ",.rerc Q3�1CIfiC'L. Jn" 29 016 22'1 PM STATE DESIGN ENGINEER TrAIF Washington State Department of Twnsportation Page 255 of 316 LANDING GRADE BREAK SEE CONTRACT PLANS - 4' - 0" MIN. I CEMENT CONCRETE SIDEWALK - SEE NOTE 5 FLARE (TYP.) 3/8" EXPANSION I JOINT (TYP.) - SEE Y STANDARD PLAN F-30.10 GRADE BREAK CURB, OR CURB AND GUTTER - SEE NOTE 4 I FACE OF CURB MEASURED PARALLEL TO CURB (TYP.) CURB RAMP WIDTH 4' - 0" MIN. LANDING TO MATCH CURB RAMP WIDTH - SEE CONTRACT PLANS LANDING GRADE BREAK CURB RAMP SEE CONTRACT PLANS- CEMENT CONCRETE 4' - 0" MIN. SIDEWALK - SEE NOTE 5 PROVIDE SMOOTH TRANSITION TO SIDEWALK WIDTH (TYP.) SEE CONTRACT PLANS - 4' - 0" MIN. 3/8" EXPANSION JOINT (TYP.) - SEE CURB RAMP STANDARD PLAN F-30.10 w GRADE BREAK TRANSITION TO SIDEWALK BUFFER, IF PRESENT, OR TO BACK OF CURB (TYP.) - * * * SEE CONTRACT PLANS DETECTABLE WARNING SURFACE - SEE STANDARD PLAN F-45.10 DEPRESSED CURB AND GUTTER - CROSSWALK SEE NOTE L PLAN VIEW TYPE PERPENDICULAR A SLOPE TREATMENT - SEE STANDARD PLAN F-30.10 LANDING CEMENT CONCRETE 4' - A NOTES CURB RAMP WIDTH 4'- 0" MIN. 1. At marked crosswalks, the connection between the curb ramp and the road - LANDING E MATCH CURB RAMP I WIDTH -SEE CONTRACT PLANS way must be contained within the width of the crosswalk markings. Y I 2. Where "GRADE BREAK" is called out, the entire length of the grade break GRADE BREAK between the two adjacent surface planes shall be flush. 3. Do not place Gratings, Junction Boxes, Access Covers, or other appurten- ances on any part of the Curb Ramp or Landing, or in front of the Curb Ramp where it connects to the roadway. SEE CONTRACT 4. See Contract Plans for the curb design specified. See Standard Plan MIN. PLANS - 4' - 0" MIN. * F-10.12 for Curb, Curb and Gutter, Depressed Curb and Gutter, and BUFFER WIDTH -MATCH Pedestrian Curb details. TO CURB RAMP DEPTH I "(T.P) 5. See Standard Plan F-30.10 for Cement Concrete Sidewalk Details. See I v. Contract Plans for width and placement of sidewalk. v, 6. The Bid Item "Cement Concrete Curb Ramp Type _" does not include the adjacent Curb, Curb and Gutter, Depressed Curb and Gutter, Pedestrian Curb, or Sidewalks. '` 7. The Curb Ramp length is not required to exceed 15 feet (unless shown CURB, OR CURB CEMENT CONCRETE otherwise in the Contract Plans). When applying the 15-foot max. length, AND GUTTER - PEDESTRIAN CURB - the running Slope Of the Curb Ramp IS allowed to exceed 8.3%. Use a SEE NOTE 4 B i SEE NOTE 4 single constant slope from bottom of ramp to top of ramp to match into DETECTABLE WARNING SURFACE - the landing over a horizontal distance of 15 feet. DO not Include the FACE OF CURB SEE STANDARD PLAN F45.10 abutting landing in the 15-foot max. measurement. DEPRESSED CURB AND GUTTER 8. Curb Ramps and Landings shall receive a broom finish. See Standard CROSSWALK Specifications 8-14. L9. Pedestrian Curb may be omitted if the ground surface at the back of the Curb Ramp and/or Landing will be at the same elevation as the Curb 1O CONTRACTION JOINT (TYP.) - SEE STANDARD PLAN F-30.10 Ramp or Landing and there will not be material to retain. FOR CURB RAMP LENGTHS GREATER THAN 8' - 0" PROVIDE CONTRACTION JOINT EQUALLY SPACED 4'- 0" MIN. OC. PLAN VIEW DETECTABLE WARNING SURFACE - SEE STANDARD PLAN F45.10 7 *_ GRADE BREAK CURB RAMP 4 � - \ 1 `r SECTION OA CEMENT CONCRETE CURB RAMP "TYPE PERPENDICULAR "A" PAY LIMIT - SEE DETECTABLE WARNING SURFACE - SEE STANDARD PLAN F45.10 DEPRESSED CURB AND GUTTER - SEE NOTE 4 E CURB NOTE 4 CURB RADIUS DETAIL O TYPE PERPENDICULAR B (SHOWN WITH BUFFER) GRADE BREAK COUNTER SLOPE - 5.0% MAX. TOP OF ROADWAY DEPRESSED CURB AND GUTTER - SEE STANDARD PLAN F-10.12 ISOMETRIC VIEW TYPE PERPENDICULAR A PAY LIMIT CEMENT CONCRETE CURB RAMP "TYPE PERPENDICULAR "B" PAY LIMIT LEGEND SLOPE IN EITHER DIRECTION 1.5% OR FLATTER RECOMMENDED FOR * DESIGN/FORMWORK (2% MAX.) * * 7.5% OR FLATTER RECOMMENDED FOR DESIGN/FORMWORK (8.3% MAX.) 9.5% OR FLATTER RECOMMENDED FOR * * * DESIGN/FORMWORK (10% MAX.) ,I. ISOMETRIC VIEW TYPE PERPENDICULAR B PAY LIMIT WASA,L��, 28680 'rVw A� F�ISTSRQ 1� /y�ssIONAL ��G CyC�-t/L igitally 20.09. by R. 3:53 Zeller Dale: 2021.-1 11 R. S. 3 -07'00' PERPENDICULAR CURB RAMP STANDARD PLAN F-40.15-04 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Date: 2020.09.25 17� 14:44:37-07'00' STATE DESIGN ENGINEER Washington State Department of T—sponation Page 256 of 316 VARIES (SEE CONTRACT) BROOMED (SEE NOTE 1) I FINISH (TYP.) CEMENT CONC. PEDESTRIAN CURB (TYP.) (WHEN SPECIFIED IN CONTRACT) - SEE STANDARD PLAN F-10.12 j% 3/8" (IN) EXPANSION JOINT 3" (IN) R. (TYP.) - SEE STANDARD (TYP.) PLAN F-30.10 PLAN VIEW B CEMENT CONCRETE TYPE 1 CURB AND GUTTER (SEE NOTE 3) 3/8" (IN) EXPANSION JOINT (TYP.) - SEE STANDARD PLAN F-30.10 CEMENT CONC. SIDEWALK CEMENT CONCRETE SIDEWALK MATCH SIDEWALK WIDTH (SEE CONTRACT) 15' MAX. (SEE NOTE 6) VARIES 15' MAX. (SEE NOTE 6) GRADE (TYP.) (SEE CONTRACT) (TYP.) BREAK GRADE GRADE BREAK BREAK NOT STEEPER THAN ROAD GRADE PEDESTRIAN RAMP a PEDESTRIAN RAMP - CEMENT CONCRETE SIDEWALK (TYP.) v SECTION 3/8" (IN) EXPANSION JOINT (TYP.) A SEE STANDARD PLAN F-30.10 1/2" (IN) LIP BETWEEN ROADWAY GUTTER (SEE CONTRACT) (SEE CONTRACT) AND CURB (OR SEE CONTRACT) 1/2" (IN) R. (TYP.) (SEE CONTRACT) a rr DEPRESSED CURB AND GUTTER -3/8" (SEE NOTE 3) DRIVEWAY RAMP DRIVEWAY (IN) EXPANSION JOINT (TYP.) - (SEE NOTE 7) SEE STANDARD PLAN F-30.10 SECTION O VARIES (SEE CONTRACT) BROOMED (SEE NOTE 1) DRIVEWAY FINISH (TYP.) ENTRANCE SIDEWALK (TYP.) I I \ , I I, (SEE CONTRACT) CEMENT CONCRETE CURB DRIVEWAY 5' - 0" 2'- 6" TAPER (TYP.) AND GUTTER (SEE NOTE 3) NOTES I (TYP) I (TYP) PLAN VIEW 1. When the driveway width exceeds 15' (ft), construct a full depth TYPE 2 DRIVEWAY ENTRANCE SIDE SLOPE (TYP.) expansion joint with 3/8 (In) joint filler along the driveway centerline. 112" (IN) LIP BETWEEN See Standard Plan F-30.10. Construct expansion joints parallel ROADWAY GUTTER with the centerline as required at 15' (ft) maximum spacing when (SEE CONTRACT) (SEE CONTRACT) AND CURB ,OR SEE driveway widths exceed 30' (ft). II��I CONTRACT PLANS 2. See Standard Plan F-30.10 for sidewalk details. 1/2" (IN) R (TYP.) * a DEPRESSED CURB AND 3. Curb and Gutter shown; see the Contract Plans for the D GUTTER (SEE NOTE 3) curb design specified. See Standard Plan F-10.12 for Curb Details. DRIVEWAY J •� .•.( 4. Avoid placing drainage structures, junction boxes (SEE NOTE 7) SIDEWALK DRIVEWAY RAMP or other obstructions in front of driveway entrances. 3/8" (IN) EXPANSION JOINT (TYP.) - 5. Where "GRADE BREAK" is called out, the entire length of the SEE STANDARD PLAN F-30.10 SECTION rf fl O Ilne between the two adjacent su ace planes shall be ush. 6. The Pedestrian Ramp length is not required to exceed15 feet LEGEND (unless otherwise shown in the Contract Plans). When applying SLOPE IN EITHER DIRECTION the 15-foot max. length (measured from back of sidewalk) the 1.5% OR FLATTER RECOMMENDED FOR running slope of the pedestrian ramp is allowed to exceed 8.3%. * DESIGN/FORMWORK (2% MAX.) Use a single constant slope from bottom of ramp to top of ramp to match into the sidewalk over a horizontal distance * * 7.5% OR FLATTER RECOMMENDED FOR of 15 feet. DESIGN/FORMWORK (8.3% MAX.) (SEE NOTE 6) 7. Beyond limits shown. Pay item does not include driveway. See Contract Plans. "CEMENT CONCRETE DRIVEWAY O CONTRACTION JOINT (TYP.) - SEE STANDARD PLAN F-30.10 ENTRANCE TYPE 1" PAY LIMITS FOR RAMP LENGTHS GREATER THAN S - 0" PROVIDE CONTRACTION JOINT EQUALLY SPACED 4'- 0" MIN. OC. DRIVEWAY (SEE NOTE 7) DRIVEWAY (SEE NOTE 7) CL. 4000 CONCRETE CL. 4000 CONCRETE PER STANDARD SPEC. 8-06.3 PER STANDARD SPEC. 8-06.3 ISOMETRIC VIEW TYPE 1 — PAY LIMITS "CEMENT CONCRETE DRIVEWAY ENTRANCE TYPE 2" PAY LIMITS ISOMETRIC VIEW TYPE 2 — PAY LIMITS ,R®o wasA�L� o y ze6eo O W �c W ss10NAL ESl zouc', soon Jill 12 2016 T26 PM CEMENT CONCRETE DRIVEWAY ENTRANCE TYPES 1, 2, 3, & 4 STANDARD PLAN F-80.10-04 SHEET 1 OF 2 SHEETS �//����``A��PPPP�ROVED FOR PUBLICATION t„I l szoinrn rm STATE DESIGN ENGINEER AIF Washington State Department of Twnsportation Page 257 of 316 z CEMENT CONCRETE \; SIDEWALK \ i BROOMED VARIES FINISH (TYP.) (SEE CONTRACT PLANS) * MATCH SIDEWALK WIDTH (SEE CONTRACT) I _ 3/8" (IN) EXPANSION JOINT (TYP.) — SEE STANDARD PLAN F-30.10 MATCH SIDEWALK WIDTH / (SEE CONTRACT) \ K BUFFER STRIP (TYP.) \ \\ \ I (SEE NOTE 1) E 2' - 8" 2' - 6" CEMENT CONCRETE CURB AND GUTTER (SEE NOTE 3) \\ PLAN VIEW w g TYPE 3 DRIVEWAY ENTRANCE SIDE SLOPE (TYP.) z \ I \I K LL 1 m Z 0 1/2" (IN) R. (TYP.) MATCH SIDEWALK WIDTH (SEE CONTRACT) (SEE CONTRACT) DRIVEWAY (SEE NOTE 7) io �O\j 1/2" (IN) LIP BETWEEN ROADWAY GUTTER AND CURB (OR SEE _--------- --------- _. CONTRACT) f'---- SIDEWALK DRIVEWAY 3/8" (IN) EXPANSION JOINT (TYP.) — RAMP DEPRESSED SEE STANDARD PLAN F-30.10 CURB AND GUTTER SECTION ( OE SEE NOTE 3) "CEMENT CONCRETE DRIVEWAY ENTRANCE TYPE 3" PAY LIMIT DRIVEWAY (SEE NOTE 7) CL. 4000 CONCRETE PER STANDARD SPEC. 8-06.3 ISOMETRIC VIEW TYPE 3 - PAY LIMITS 3/8" (IN) EXPANSION JOINT (TYP.) — _ SEE STANDARD PLAN F-30.10 "CEMENT CONCRETE DRIVEWAY ENTRANC DRIVEWF (SEE NOTE CL. 4000 CONCRETE PER STANDARD SPEC. 8-06.3 VARIES (SEE CONTRACT) 6' BROOMED FINISH (TYP.) DRIVEWAY ENTRANCE , (SEE NOTE 1) CEMENT CONCRETE SIDE SLOPE (TYP.) F CURB AND GUTTER (SEE NOTE 3) PLAN VIEW TYPE 4* THIS ENTRANCE TYPE SHALL NOT BE USED ALONG A PEDESTRIAN ROUTE (SEE CONTRACT) 1/2" (IN) R. (TYP.) � 1/2" (IN) LIP BETWEEN ROADWAY GUTTER AND CURB (OR SEE rr `O CONTRACT) ------ DRIVEWAY J (SEE NOTE 7) DRIVEWAY DEPRESSED RAMP SECTION OF CURB AND GUTTER (SEE NOTE 3) TYPE 4 - PAY LIMITS �R®p WASA,L��, �o p 28680 O Ww �e �'GISTS 1� s"'ONAL ECG ., lul INIR2016 01(7:07 AM CEMENT CONCRETE DRIVEWAY ENTRANCE TYPES 1, 2, 3, & 4 STANDARD PLAN F-80.10-04 SHEET 2 OF 2 SHEETS APPROVED FOR PUBLICATION em C�me",.Teir e4iflC-ft, J1,11820161222k'M covftr _ STNTE DESIGN ENGINEER Washington State Department of Twnsportation Page 258 of 316 z w STAPLE TOP TIE m J SELF-LOCKING TIE - NYLON 616 (MIN. GRADE), STEEL T-BAR POST m 50# MIN. TENSILE STRENGTH, UV STABILIZED a}g' 2x2 WOOD POST SELF-LOCKING TIE - NYLON 616 (MIN. GRADE), FENCING 50# MIN. TENSILE STRENGTH, UV STABILIZED FENCING MATERIAL p MATERIAL e (DESIRABLE) HIGH DENSITY POLYETHYLENE OR POLYPROPYLENE MESH, AND SHALL BE UV RESISTANT, ORANGE COLOR V - 0" MIN. (DEEPER FOR UNSTABLE SOIL) TYPICAL SECTION ENVIRONMENTALLY SENSITIVE AREA BOUNDARY 2x2 WOOD OR STEEL T-BAR POST V - W MAX. m EEfad --- ------�������������� ----------�---- — ELEVATION NOTE 1. Post shall have sufficient strength and durability to support the fence through the life of the project. ELEVATION FENCE ON SLOPE STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT MARK W. MAURER CERTIFICATE NO. OW598 TSr,E�xui aw�avTr�,vm �s:lEnEr HIGH VISIBILITY FENCE STANDARD PLAN 1-10.10-01 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Pasco Sakodch 111 08-11-09 STATE DESIGN ENGINEER DAIS r Wwhi,gtm ShN DeFmdmem of T—workdion VAP Page 259 of 316 POST - SEE STANDARD SPECIFICATION, SECTION 8-01.3(9)A 1•ii0i•Ji� L•i•Oii 4� � ; iii•O�®I� FASTEN GEOTEXTILE TO POST EVERY T (IN.) O.C. R SELF-LOCKING TIE -NYLON 6/6 (MIN. GRADE), 120# MIN. TENSILE STRENGTH, UV STABILIZED g h NOTE DURING EXCAVATION, MINIMIZE DISTURBING THE GROUND AROUND TRENCH AS MUCH AS IS FEASIBLE, AND SMOOTH SURFACE FOLLOWING EXCAVATION TO AVOID CONCENT- RATING FLOWS. COMPACTION MUST BE ADEQUATE TO PREVENT UNDERCUTTING FLOWS. TYPICAL INSTALLATION DETAIL (STEEL POSTS SHOWN) � I i / SEE NOT�1' Nt\ sy� FF cy� i QQO� SPACING ¢PO TYPICAL HIGH VISIBILITY SILT FENCE WITHOUT BACKUP SUPPORT ISOMETRIC (STEEL POSTS SHOWN) NOTES 1. Angle Terminal end uphill 24" (in) to 48" (in) to prevent flow around fence (Typical). 2. Perform maintenance in accordance with Standard Specification, Sections 8-01.3(9)A and 8-01.3(15). 3. Splices shall never be placed in low spots or sump locations. If splices are located in low or sump areas, the fence may need to be reinstalled unless the Project Engineer approves the installation. 4. Install silt fencing parallel to mapped contour lines. / SEE NOTE 1 ¢Qo GEOTEXTILE FOR HIGH VISIBILITY SILT FENCE COLOR - ORANGE - SEE STANDARD SPECIFICATION SECTION 9-33.2 (1), TABLE 6 POST - WOOD OR STEEL (TYPICAL) FASTEN GEOTEXTILE TO POST EVERY 6" (IN.) O.C. �� OEE HgRT�j.� y 60��� • O 117, ryo Hartwig, Juli Jun 4 2019 10:48 AM fO� HIGH VISIBILITY SILT FENCE / STANDARD PLAN 1-30.17-01 SHEET 1 OF 1 SHEET SPLICED FENCE SECTIONS SHALL BE CLOSE ENOUGH TOGETHER TO PREVENT SILT LADEN WATER FROM ESCAPING THROUGH THE APPROVED FOR PUBLICATION FENCE AT THE OVERLAP. JOINING SECTIONS SHALL NOT BE PLACED ses� RasA,I— IN LOW SPOTS OR IN SUMP LOCATIONS. `T J. 12 2019 7.42 AM STNTE DESIGN ENGINEER SPLICE DETAIL wo:nlns.n State Depa ment of Twnsportation (WOOD POSTS SHOWN)AIF Wr Page 260 of 316 0 0 U I DRAINAGE GRATE GRATE FRAME —. SEDIMENT AND DEBRIS \ / a � % a % FILTERED WATER SECTION VIEW NOT TO SCALE MAX. - TRIM c 4 OVERFLOW BYPASS 0 v BELOW INLET GRATE DEVICE DRAINAGE GRATE - RECTANGULAR GRATE SHOWN BELOW INLET GRATE DEVICE NOTES 1. Size the Below Inlet Grate Device (BIGD) for the storm water structure it will service. 2. The BIGD shall have a built-in high -flow relief system (overflow bypass). 3. The retrieval system must allow removal of the BIGD without spilling the collected material. 4. Perform maintenance in accordance with Standard Specification B-01.3(15). ISOMETRIC VIEW RETRIEVAL SYSTEM (TYP.) OVERFLOW BYPASS (TYP.) STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT MARK W. MAURER CERTIFICATE NO. 000598 STORM DRAIN INLET PROTECTION STANDARD PLAN 1-40.20-00 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Pasco Bakodch III 09-20-07 STATE DESIGN ENDINEFR DATE Wcmhlnpmn Stab D@pamunf of TTm*cft bn Page 261 of 316 2 # 4 (TYP) TOP OF POST iv I 3" (IN) PIPE CAP NOTES -_-_-_ 1. See Standard Plan J-20.26 for Accessible Pedestrian Pushbutton details. O # 4 2. Where shown in the plans, install plaque (R10-32P) "PUSH BUTTON FOR 2 SECONDS FOR EXTRA GROUNDING CONNECTION - j W �0 CROSSING TIME" above the Accessible Pedestrian Signal (APS) assembly. Add 14" (in) to the PPB post height to SEE DETi IL j = OD accommodate plaque and leave a 2" (in) space between signs. m 3. Mounting distances vary between manufacturers. See manufacturers recommendations for mounting information. ACCESSIBLE PEDESTRIAN p^? SIGNAL (APS) ASSEMBLY ! 4. Junction Box serving the Standard shall preferably be located 5' - 0" (10' - 0" Max.) from the Standard. po 5. Supplemental Grounding Conductor shall be non -insulated #4 AWG stranded copper and shall be clamped to vertical rebar N a W with a connector suitable for use embedded in concrete: Provide 3' - 0" min. slack. Attach to pole grounding stud with a full N FIELD DRILL AND TAP FOR I to z circle crimp -on connector (crimped with a manufacturer recommended crimper). 1/4-20 THREAD BOLT TYP.) w. i 6. Two button installation may require adaptor(s). 0 Z 2 1/2" GLR. (TYP.) LSQUARE 3 1/2" V2" IN STEEL i- -------.r ---------- v----- OF PUSHBUTTON PIPE CAP 1/8 1/4" (IN) STEEL TOP OF POST STAINLESS STEEL - PLATE FLAT WASHER PLATE)- 1 1/2" (IN) DIAM. (TYP.) 5/8" (IN) DIAM. 5/8" (IN) DIAM. HOLE HOLE (TYP.) - - 5/8" (IN) DIAM. HOLE (TYP.) m PLAN VIEW © z HOLE - - - 01 z 6" (IN) DIAM. O w 1/4" (IN) x 1-1/4" (IN) LONG BOLT CIRCLE o w \ STAINLESS STEEL o j t ! 1^ POST WALL THREADED STUD 3/4" (IN) \ i ° / EQUIPMENT GROUNDING THREE 1/4" (IN) STAINLESS CHAMFER (TYP) 1 # 4 (TYP.)- Q, Q _ _ __ CONDUCTOR AND FULL CIRCLE STEEL HEX NUTS 6" (IN) DIAM. Q, CRIMP -ON CONNECTOR - CRIMPED FINISHED 1 1/y 3 8/16" (IN) DIAM. 3" (IN) STEEL PIPE a = 3" (IN) STEEL PIPE (SCHEDULE 40) BOLT CIRCLE WITH A MANUFACTURER'S RECOMMENDED CRIMPER GRADE CLR. HOLE (SCHEDULE 40) GROUNDING CONNECTION DETAIL BASE PLATE DETAIL p ANCHOR BOLT TEMPLATE i WELD STUD TO POLE WALL TO MAXIMUM EXTENT — ° j i7 POSSIBLE - 1/2" (IN) MINIMUM WELD Or -°1—° � TOP OF EQUIPMENT CONFIGURATIONS VARY AMONG DIFFERENT MANUFACTURERS aD SIDEWALK ! GROUNDING EQUIPMENT GROUNDING CONDUCTOR z ^ TT CONDUCTOR BASE PLATE ASSEMBLY - STEEL(IN) DIAMETER I TH CPER (IN) FLAT WASHER, TWO EACH REQUIRED 3/16 ANCHOR BOLT -MINIMUM OF TWO THREADS ABOVE ! TOP OF NUT OR 5/8" (IN) MAXIMUM (TYP.) 2 1/2" (IN) CLR.°• PREMOLDED JOINT FILLER 1/2" (IN) STEEL BASE PLATE (TYP) 1/2" (IN) BASE PLATE - II 2 # 4 (TYP.) ^ B `/ SEE DETAIL 3/8" (IN) DRAIN TUBE •- -- =° 1/8 AFTER RTP PLUMBING STANDARD ANCHOR BOLT TEMPLATE ASSEMBLY ANCHOR BOLT TEMPLATE -TWO REQUIRED - (j ( ) _ -? TOP OF CURB - > 3 -_ ^ 2" (IN) LONG r+LIN1' 1/2" (IN) a 24" (IN) FULL THREAD ANCHOR , -� �,-- CONDUIT COUPLING -INSTALL . ° {_' <E=3.� PVC STUBOUT gib WAS 't'Y FLUSH WITH TOP OF FOUNDATION. '° B� BOLTS - FOUR REQUIRED ^;�'�I� _ (DO NOT GLUE PVC STUBOUT) in `:� Tr� ',', ^ 11/2"CLR. TOP OF v 5 �h C' SECTION 1" (IN) DIAMETER 1/2" (IN) DIAM. STEEL HEAVY HEX NUTS - m,P) SIDEWALK OB z ELECTRICAL CONDUIT FOUR REQUIRED PER ANCHOR BOLT � e3 FLAT WASHERS - FOUR ��^ �� REQUIRED PER ANCHOR BOLT �`v .I '�; II I•" �O asszl O Ww 1._V. PREMOLDED y ��s, �r'I STSRQ SQUARE', JOINT FILLER Gl1' SIGNAL 8� SECTION 0 ANCHOR BOLT Flint ,I III TEMPLATE ASSEMBLY Jackson, /✓�ji v Ju12920192:54 PM REINFORCING STEEL BENDING DIAGRAM ACCESSIBLE PEDESTRIAN 1" (IN) DIAMETER ELECTRICAL CONDUIT ELEVATION TYPE PPB STANDARD DETAILS PERSPECTIVE VIEW PUSHBUTTON WITH CURB BASE STANDARD PLAN J-20.11-03 SHEET 1 OF 2 SHEETS APPROVED FOR PUBLICATION RosA, Steve Ja131201912:16 PM � STNTE DESIGN ENGINEER Ap Washington State Department of Twnsportation Page 262 of 316 S z 6" (IN) DIAMETER HOLLOW IN �� • �• } CENTER OF GROUT PAD 1� m ®#a O O I/ o O#4 • 0 0 N 2 1/2' CLR. 2'_0" SQUARE PLAN VIEW FOUNDATION DETAILS 1" (IN) DIAMETER HOLE (TYP.) TYPE PS OR TYPE 1 SIGNAL POLE m 9" (IN) DIAMETER 1/8 BOLT CIRCLE 3/16 314" (IN) STEEL PLATE WITH HOLE = POLE BASE + 1/6" (IN) BASE PLATE DETAIL V (IN) DIAMETERa 1/4" (IN) STEEL HOLE (TYP.)LATE (IN) DIAMETER OLT CIRCLE ANCHOR BOLT TEMPLATE SEE STD. SPEC. 9-07.1(2) FOR BENDING DIAMETER 135" .�1 _'11 HOOK (TYP.) 135° 0 HOOK #4 O (TYP.) #a 1--7„ 2'_7" 3'- 2" QQ #a © #4 DIMENSIONS ARE OUT TO OUT ©#4 (TYP.) REINFORCING STEEL QUANTITIES LIST MARK 03 ® 50 QTY. 3 2 3 7 GROUNDING CONNECTION - R SEE STANDARD PLAN J-20.20 SUPPLEMENTAL GROUNDING CONDUCTOR (SEE NOTE 5) 3/4" (IN) STEEL BASE PLATE - SEE DETAIL i IL GROUT PAD - INSTALL AFTER PLUMBING STANDARD 3/8" (IN) I.D. DRAIN TUBE GIL IN GROUT PAD 3/4" (IN) CHAMFER (�) # 4 (TYP.) FINISHED GRADE TT 0 6" (IN) DIAM. HOLLOW 0 IN CENTER OF GROUT PAD SUPPLEMENTAL GROUNDING ACCESSIBLE PEDESTRIAN CONDUCTOR CLAMP SIGNAL (APS) ASSEMBLY (SEE NOTE 5) TYPE PS OR ©#4 TYPE 1 SIGNAL POLE (TYPE 1 SHOWN) o 0 HAND HOLE ®#4 PREMOLDED - JOINT FILLER V TOP OF v CURB TOP OF —, `� tD FOUNDATION a ELECTRICAL CONDUIT - SEE CONTRACT FOR DIAMETER ANCHOR BOLT TEMPLATE ASSEMBLY ANCHOR BOLT TEMPLATE - TWO REQUIRED 3/4" (IN) x 36" (IN) FULL THREAD ANCHOR BOLT- FOUR REQUIRED 3/4" (IN) DIAM. STEEL HEAVY HEX NUTS - FOUR REQUIRED PER ANCHOR BOLT FLAT WASHERS - FOUR REQUIRED PER ANCHOR BOLT '• ioD Q3 #4 ao 2 1/2" CLR. i; (TYP.) N �j PERSPECTIVE VIEW SQUARE ELEVATION FOUNDATION DETAIL TYPE 1 SIGNAL STANDARD DETAILS EQUIPMENT GROUNDING CONDUCTOR BASE PLATE ASSEMBLY - 3/4" (IN) DIAMETER STEEL HEAVY HEX NUT, WITH FLAT WASHER, TWO EACH REQ'D PER ANCHOR BOLT - MINIMUM OF TWO THREADS ABOVE TOP OF NUT OR 5/8" (IN) MAXIMUM (TYP.) LEVELING NUT (TYP.) 2" (IN) LONG PVC STUBOUT TOP OF FOUNDATION - FLUSH WITH SIDEWALK / - TOP OF SIDEWALK '' 2112 CLR. PREMOLDED JOINT FILLER #4 ANCHOR BOLT Ih� ELECTRICAL CONDUIT - SEE CONTRACT FOR DIAMETER SECTION DO KEY NOTE OCONDUIT COUPLING - INSTALL FLUSH WITH TOP OF FOUNDATION. (DO NOT GLUE PVC STUBOUT) 0P WASfj7'Y� �O 48821 Ww GISTSRQ 11' s"'ONAL ECG �GJ129 -2, Plim19�'� 1u29202:54PM ACCESSIBLE PEDESTRIAN PUSHBUTTON WITH CURB BASE STANDARD PLAN J-20.11-03 SHEET 2 OF 2 SHEETS APPROVED FOR PUBLICATION Resit s r]�^� 1d11211912:14PM V SI _ STNTE DESIGN ENGINEER Ap Washington State Department of Twnspodation Page 263 of 316 SEE STD. SPEC. 9-07.1(2) FOR BENDING DIAM. I I 1' - 7" 135" HOOK (TYP.) 2 DIMENSIONS ARE OUT TO OUT #4 w o Q If4 EIGHT REQ'D. ° m ELECTRICAL CONDUIT oCENTER ANCHOR BOLT _ ASSEMBLY IN FOUNDATION SECTION ( SEE DETAILS ABOVE MATCHLINE FOR SQUARE CONCRETE FOUNDATION 1" (IN) DIAM. HOLE (TYP.) i r TAPERED STEEL SHAFT (SEE NOTE 1) Sr (IN) DIAM. BOLT [ CIRCLE ELECTRICAL 3/4" (IN) STEEL J 1/8 CONDUIT PLATE WITH HOLE = 3/18 POLE BASE + 1/8" (IN) BASE PLATE DETAIL MATCHLINE 3/4" (IN) CHAMFER (TYP.) I I UNPAVED SURFACE C PAVED SURFACE Tr A4 (TYP) NOTES 2'- 0' 1. Clamping bolts shall be tightened to 50 ft-lbs max. torque. After state inspection, burr threads to prevent (D N4 nut rotation. DO NOT OVERTIGHTEN. 2. The final height of the Anchor Bolts shall be below the top of the slip plate assembly to ensure proper A ' I function f the I' nc ono a slip base. r •. ` { 3. Supplemental grounding conductor shall be non -insulated #4 AWG stranded copper and shall be clamped to for in Provide 3' 0" Attach to • , ,'. _ ; o vertical rebar with a connector suitable use embedded concrete: - min. slack. �r •_ ;r _ O i l , . • pole grounding stud with a full cirde crimp -on connector (crimped with a manufacturer recommended crimper). _ .�' IN 4. Junction box serving the Standard shall preferably be located 5' - 0" (10' - 0" Max.) from the Standard. 5. Provide cable tie at wiring entering the junction box (for slip base installations only) - See Detail A, ------------ --- - -- Standard Plan J-28.70. CENTER ANCHOR BOLT \_-.,#4 6. Keeper Plate shall not extend beyond the edges of the pole base plate. ASSEMBLY IN FOUNDATION EIGHT REQ'D. SECTION O SUPFITTER i i SIGNAL STANDARD i ! i i i USE DETAILS ABOVE MATCHLINE FOR ! ROUND CONCRETE FOUNDATION I i I MATCHLINE e ELECTRICAL CONDUIT -SEE CONTRACT FOR DIAM. Z 1#4 FIVE REQ'D. ANCHOR BOLT ASSEMBLY - ANCHOR BOLT TEMPLATE - TWO REQ'D. PER ASSEMBLY 111 111 b ANCHOR BOLTS - 3/4" (IN) x 30"(IN) FULL THREAD - rr >a} G THREE REQ'D. PER ASSEMBLY I J. I I 3/4" (IN) DIAMETER STEEL •••lll --��L ° �M HEAVY HEX NUTS ^ FOUR REQ'D. PER ANCHOR BOLT a FLAT WASHERS - O C FOUR REQ'D. PER ANCHOR BOLT T _ (r C ROUND ELEVATION ROUND CONCRETE FOUNDATION DETAIL i ! 3/4" (IN) CHAMFER (TYP.) I 1Q A4 THREE REQ'D. UNPAVED SURFACE C PAVED SURFACE _JA__ AL _• `v Q #4 go Z (TYP.) lV � ELECTRICAL CONDUIT - SEE CONTRACT FOR DIAM. TOP OF POLE ;i ' m• ANCHOR BOLT ASSEMBLY •I - ANCHOR BOLT TEMPLATE -i.e TWO REQ'D. PER ASSEMBLY ANCHOR BOLTS - 3/4" (IN) x 30"(IN) FULL THREAD - FOUR REQ'D. PER ASSEMBLY 3W (IN) DIAMETER STEEL HEAVY HEX NUTS - SQUARE w FOUR REQ'D. PER ANCHOR BOLT FLAT WASHERS - FOUR REQ'D. PER ANCHOR BOLT ELEVATION FIXED BASE SQUARE CONCRETE FOUNDATION DETAIL SIGNAL STANDARD i GROUNDING STUD WITH NUT- j SEE STANDARD PLAN J-20.20 FOR GROUND CONNECTION DETAILS SUPPLEMENTAL GROUNDING CONDUCTOR (SEE NOTE 3) 3/4" (IN) STEEL BASE PLATE (SEE DETAIL) GROUT PAD - INSTALL AFTER PLUMBING STANDARD I.D. DRAIN u+, UNPAVED NgE IN GROUT PAD SURFACE 1" TO 2" 8" (IN) DIAM. HOLLOW IN I CENTER OF GROUT PAD-44 �1 b 1/4" (IN) STEEL H LEIN) DUVIA. PLATE :n HOLE (TYP.) _� - .� Bailey, 1'ed 112" / �' 112" Tun 1111144:19 TM PE PP, TYPE 1 RM 7z, V (IN) BOLT CIRCLE & FO SIGNAL STANDARD - FOUNDATION DETAILS ANCHOR BOLT TEMPLATE STANDARD PLAN J-21.10-04 SHEET 1 OF 2 SHEETS CLAMP CONDUCTOR TO STEEL REINFORCING STEEL REINFORCING WITH BARS , LISTED CONNECTOR SUITABLE FOR USE EMBEDDED IN CONCRETE i ELECTRICAL CONDUIT ^SEE CONTRACT FOR DIAMETER DETAIL OC EQUIPMENT GROUNDING CONDUCTOR r 2" (IN) PVC STUBOUT BASE PLATE ASSEMBLY - 3/4" (IN) DIAM. STEEL HEAVY HEX NUT, WITH r FLAT WASHER -TWO EACH REQ'D. I PER ANCHOR BOLT -MINIMUM OF TWO THREADS ABOVE TOP OF NUT OR 5/8" (IN) MAXIMUM (TYP.) [PRETIOLDED TOP OF FOUNDATION PAVED r'�OINFILLER ] SURFACE l VELING NUT P.) ANCHOR BOLT (TYP.) CONDUIT COUPLING -INSTALL FLUSH WITH TOP OF FOUNDATION (DO NOT GLUE PVC STUBOUn 0R WAsy�\ �.9 39820 � BCISTB�/AIF APPROVED FOR PUBLICATION _ BTATE Gfi81GN ENGINEER T wu,NrgleG smn u.panm.m of nan,rommm Page 264 of 316 SLIP PLATE - ASTM A572 GR. 50 OR ASTM A588 it aT Q ii h 6" (IN) DIAM. `�"'• HOLE I 5/8" (IN) R. S 6" (TYP.) g" a 1" (IN) DIAM. HOLE (TYP.) 7/8" (IN) DIAM. HOLE (TYP.) 35 I SLIP PLATE T-3" DIAM. - TAPERED STEEL 1' - 3" DIAM. BOLT CIRCLE BOLT CIRCLE I SHAFT WALL HOLE DIAM. _ 7/16' T - 3" DIAM. -� � -- POLE BASE�.� ON 1/8 BASE 318 BOLT CIRCLE1/16" (IN) ' '�` ,R'') i 3/16 PLATE C i •�._ _._7p _._ v i ,I H ANCHOR PLATE SECTION O SECTION OH 31 - 7" (IN) DIAM. HOLE ` 5" (IN) DVUA. HOLE �, �rr SIGNAL STANDARD BASE PLATE - I i C ANCHOR PLATE - I KEEPER PI ATF ASTM A38 I v GROUNDING STUD WITH NUT - - ASTM A572 GR. 50 OR ASTM A588 FOR DIMENSIONS NOT SHOWN, SEE BASE PLATE DETAIL SLIP AND ANCHOR PLATES DETAIL —TOWARD ROADWAY CENTER ANCHOR BOLT ASSEMBLY IN FOUNDATION .. ELECTRICAL CONDUIT (28 GAGE SHEET METAL) PLACE BETWEEN POLE BASE PLATE AND SLIP PLATE ON TOP OF MIDDLE WASHERS - SEE STANDARD PLAN J-28.42 KEEPER PLATE DETAIL @ #4 EIGHT REQ'D. 02 # 4 J SEE DETAILS ABOVE MATCHLINE - SECTION OD FIXED BASE SQUARE CONCRETE FOUNDATION, SHEET 1 MATCHLINE SEE STANDARD PLAN J-20.20 FOR GROUNDING CONNECTION DETAILS FOR DIMENSIONS NOT SHOWN, SEE SLIP AND ANCHOR PLATES DETAIL SUPPLEMENTAL GROUNDING BASE PLATE DETAIL CONDUCTOR (SEE NOTE 3) 3/4" (IN) DIAMETER STEEL HEAVY HEX NUT AND HARDENED WASHER - 7 - (" TWO EACH REQUIRED PER ANCHOR BLOT 718" (IN) DIAM. 1 1/4" (IN) ANCHOR PLATE HOLE W/ SMOOTH TOWARD ROADWAY Q #4 CHAMFERED EDGES ------------------p-------- , TUBE IN GROUT PAD CENTER ANCHOR BOLT 'v ASSEMBLY IN FOUNDATION • �0 Q#4 TOP OF CONCRETE -�- - I• •-b EIGHT FOUNDATION MIN 7, -• REYD. �__- -•- p/! ! a UNPAVED ELECTRICAL CONDUIT 'o - 12" (IN) THICK >' 2' (IN) ��fI-O 2 1/2- CLR. SURFACE m ------ - `+., ( i WIDE + 2 3/4" (IN) LONG-----y� m.P) T ` r i-' 1 EQUIPMENT GROUNDING CONDUCTOR HEAVY HEX CLAMPING BOLT (TYP.) - 3/4" (IN) DIAM. TORQUE CLAMPING BOLTS (SEE NOTE 3) 3/4" (IN) DIAMETER STEEL HEAVY HEX NUT (TYP.) - SIZE TO MATCH CLAMPING BOLT PLATE WASHER (TYP.) 3/4" (IN) BASE PLATE 28 GAGE KEEPER PLATE HARDENED ROUND WASHER (TYP.) - SIZE TO MATCH CLAMPING BOLT PAVED SURFACE 1 3(IN) SLIP PLATY PE J GROUT PAD -INSTALL / AFTER PLUMBING STEEL BAR PLATE WASHER DETAIL .. e.`--- 1 _z..__._,.._._.____�_-_.... - 3" (IN) DWA. l i GROUT WELL (TYP.) LEVELING NUT - SEE DETAILS ABOVE MATCHLINE - SECTION OE I I /, 3/4" (IN) x 2' - 6" ANCHOR BOLT (TYP.) - J '-' I 3A" (IN) HEAVY HEX NUT AND HARDENED WASHER FIXED BASE SQUARE CONCRETE FOUR REQUIRED (SEE 4) I j FOUNDATION, SHEET 1-- I _ MATCHLINE ---- TOTE CLAMP CONDUCTOR TO CONDUIT COUPLING - INSTALL FLUSH WITH TOP OF FOUNDATION DO NOT 3/4" (IN) CHAMFER UNPAVED SURFACE F >✓ O #4 FIVE REQ'D. PREMOULDED JOINT FILLER L D • , ;� „I a fa to , 5z N • f1 JL m EIGHT ROEQ#4 I ' o 644 b ELECTRICAL CONDUIT - j 7-4 Lr. ;r SEE CONTRACT FOR DIAM. ' 1 c • •Ia {- ANCHOR BOLT ASSEMBLY STRAP TEMPLATE - • �. THREE 1/4" (IN) STEEL BARS - . •I . a .. .�' b} a TWO REO'D. PER ASSEMBLY I �' !t > 314" (IN) x 30" (IN) FULL •' • • "I THREAD ANCHOR BOLTS - THREE REQ'D. PER ASSEMBLY 3/4" (IN) DIAMETER STEEL 2 1/2" CLR. (TYP.) a HEAVY HEX NUTS - O FOUR REO'D. PER ANCHOR BOLT 2' - 0. C FLAT WASHERS - ROUND N FOUR REQ'D. PER ANCHOR BOLT ELEVATION ROUND CONCRETE FOUNDATION DETAIL I STEEL REINFORCING WITH I GLUE PVC STUBOUT) i LISTED CONNECTOR SUITABLE FOR USE I ELECTRICAL CONDUIT - 3/4" (IN) CHAMFER (TYP.) Q #4 EMBEDDED IN CONCRETE SEE CONTRACT FOR DIAM. THREE REQ'D. 6" (IN) DIAM. HOLLOW STEEL REINFORCING UNPAVED SURFACE �J PREMOULDED IN CENTER OF BARS JOINT FILLER GROUT PAD DETAIL OF E b z I �� •. O#a Ii ;; • I. EIGHT REO'D ELECTRICAL CONDUIT - SEE CONTRACT FOR DIAM. ANCHOR BOLT ASSEMBLY STRAP TEMPLATE - THREE 1/4" (IN) STEEL BARS - TWO REO'D. PER ASSEMBLY 3/4' (IN) x 30" (IN) FULL THREAD ANCHOR BOLTS - THREE REQ'D. PER ASSEMBLY 3W (IN) DIAMETER STEEL HEAVY HEX NUTS - FOUR REQ'D. PER ANCHOR BOLT FLAT WASHERS - FOUR REQ'D. PER ANCHOR BOLT 2 11T CLR. (TYP.) O r -(r SQUARE N ELEVATION SLIP BASE SQUARE CONCRETE FOUNDATION DETAIL SQUARE FOUNDATION SHOWN Joshl $% 1 3/16" (IN) DIAM. (TYP.) b -1 TACK WELD - AT ALL OVERLAPPING LOCATIONS (TYP.) 1/4"iSTEELR (TYP.) - 2" (IN) WIDE x T - 3" LONG STRAP TEMPLATE DETAIL 41 �.9 39820 � BCISTS� S Bail e201d lun 262014 4:29 PM TYPE PS, TYPE 1 RM & FB SIGNAL STANDARD FOUNDATION DETAILS STANDARD PLAN J-21.10-04 SHEET 2 OF 2 SHEETS APPROVED FOR PUBLICATION 0 ,02014�I,IM ' (� n _ BTATEDWIGNE GINMR T Washington Stale Deponent of TmnspomtNan AIF Page 265 of 316 NOTES 10'- 0" MAX. 1000' - 0" MAX. PULL POST - SPACED HOG RINGS (TYP.) - 1. All concrete post bases shall be 10" (in) END OR CORNER POST TENSION WIRE 10' - 0" MAX (TYP) 1000(FT) MAX. SPACED 24" (IN) MAX. minimum diameter. A TENSION WIRE PULL POST B LINE POST - SPACED �� BRACE TENSION TWISTED SELVAGE D TENSION WIRE BRACE POST 2. Along the top and bottom, using Hog 10' (FT) MAX. POST WIRE (TYP.) Rings, fasten the Chain Link Fence Fabric to the Tension Wire within the limits of the first full fabric weave. w 3. Details are illustrative and shall not czi TENSION WIRE TIE WARE I— s TENSION WIRE limit hardware design or post selection w (TYP) TENSION WIRE of any particular fence type. o = TIE WIRE 4. Fencing shall be used for security and m U (TYP.) boundary delineation only. o FABRIC BAND (TYP.) c FABRIC BAND (TYP.) ¢ STRETCHER BAR (TYP.) m STRETCHER BAR (TYP.) TIE WIRES (TYP.) - !z C, SPACED 14" (IN) MAX. STRETCHER BAR TENSION HARE - -- io a d KNUCKLED SELVAGE i' CHAIN LINK TENSION WIRE . HOG RINGS (TYP.) - �` a N (TYP.) FENCE FABRIC il'- POST FABRIC SPACED @ 24" (IN) MAX, ro - - - CONCRETE POST - FABRIC BAND WITH BASE (TYP.) CARRIAGE BOLT AND NUT -SPACED 15'' (IN) MAX. TYPE 3 10' - 0" MAX. 500, - 0" MAX, PULL POST - SPACED HOG RINGS (TYP.) - END OR CORNER POST TENSION WARE 10' - 0" MAX. (TYP.) CRJ 500' (FT) MAX. SPACED 24" (IN) MAX. A TENSION WIRE PULL POST B LINE POST - SPACED BRACE TENSION WIRE KNUCKLED D TENSION WIRE BRACE POST 10' (FT) MAX. POST SELVAGE (TYP. METHOD OF FASTENING STRETCHER BAR TO POST TENSION HARE TIE WIRE = TENSION HARE TENSION WIRE - w STRETCHER = TIE WIRE TIE VARIES (TYP.) - BAR (TYP.) 'v EE (TYP.) STRETCHER SPACED 0 14" (IN) MAX. m BAR(TYP.) FABRIC BAND (TYP.) A. FABRIC BAND (TYP.) N _ a KNUCKLED SELVAGE CHAIN LINK op wAsyi Id, (TYPJ FENCE FABRIC e& �E CONCRETE POST BASE (TYP.)34363 <v oaf TYPE 4 �EG)STSR�� POST AND RAIL SPECIFICATIONS 3 12" 5 e" POST PIPE ROLL FORMED NOW SIZE 40) SECTION WEIGHT (SCH. (Iblfl) I.D. FENCE LINE Y(:Y END, CORNER, OR PULL POST 2 12" DIAM. O 5.10 FABRIC LOOP - 2 SIDES Z LINE BRACE POST 2" DIAM- O2 1.85 OR �s'UNAL *_ Barry, Ed Jul 14 2015 11:14 AM CHAIN LINK FENCE a" TYPES 3 AND 4 STANDARD PLAN L-20.10-03 SHEET 1 OF 2 SHEETS APPROVED FOR PUBLICATION CarpcnLCT,]CIT i Jul 14 2015 11:24 AM ` STA1E o[SiGn'[HGmEEa T W-hing— Sims Deponm—or T—p li— Page 266 of 316 i.� FABRIC BAND WITH CARRIAGE BOLT AND NUT TIE WIRE - SPACED @ 14" (IN) MAX. (TYP.) TENSION WIRE —\A HOG RING - SPACED 24" (IN) MAX. END OR CORNER POST DETAIL OA o a, ;o D BRACE POST DETAIL OC BRACE BAND WITH CARRIAGE BOLT AND NUT TENSION WIRE - STRETCHER BAR TENSION WIRE TURNBUCKLE BRACE BAND WTH v CARRIAGE BOLT AND NUT TWO-WAY BRACE BAND WITH CARRIAGE BOLTS AND NUTS f1 TURNBUCKLE TENSION WIRES FABRIC BAND WITH CARRIAGE BOLT AND NUT (TYP.) STRETCHER BAR (TYP.) PULL POST (AT END OR CORNER) DETAIL (: TWO-WAY BRACE BAND WITH CARRIAGE BOLTS AND NUTS � TURNBUCKLE TENSION WIRES � TENSION WIRES FABRIC BAND WITH CARRIAGE BOLT AND NUT (TYP.) — STRETCHER BAR (TYP.) PULL POST WTHIN RUN) DETAIL OD TENSION WIRE F iTRi OF WASyI 5 �O Jr 34363 R� EGI STERN' 1� fgs'ONAL Barry, � Jul 14201511:14AM CHAIN LINK FENCE TYPES 3 AND 4 STANDARD PLAN L-20.10-03 SHEET 2 OF 2 SHEETS APPROVED FOR PUBLICATION Carpcn(cr, JcIT - ",� Jul 142015 11:25 AM _ $rATEo[GiGN [HG1—a T W-hing— Sims Deponmem of Tmmpormtian Page 267 of 316 I, LANE LINE BICYCLE LANE SYMBOL LAYOUT TOTAL MARKING AREA 10.27 SO. FT. KEY NOTES (1) Bid Item "Bicycle Lane Symbol" includes Bike Lane Arrow and Bike Rider Symbol. 2' (ft) x 6' (ft) White Bike Lane Arrow Bike Rider Symbol. MARKING AREA GRID IS 1" (IN) SQUARE 6.02 SQ.FT. BIKE RIDER SYMBOL DETAIL BIKE LANE ARROW DETAIL GENERAL NOTE See Contract for location and material requirements. Walsh, n6- ,Q _ Iun 2420141:53 PM BICYCLE LANE SYMBOL LAYOUT STANDARD PLAN M-9.50-02 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION = J.. 2420144�42 PM STATE DESIGN ENGINEER TrWashington State Department of Twnsportation Page 268 of 316