Loading...
HomeMy WebLinkAboutCAG-26-096 Bid Manual Volume I of IIInformation Form Information Form PRV STATION 1 APRIL 2026 REHABILITATION PROJECT CALL FOR BIDS PRV Station 1 Rehabilitation Project CAG-26-096 WTR-27-4321 Sealed bids will be received until 2:00 pm, Wednesday, 05/20/2026 at the lobby of Renton City Hall, 1055 South Grady Way, Renton WA 98057. No mailed, USPS, FedEx, or UPS delivered bids will be accepted. Please include the bidder's name, address, and the name of the project on the envelope. Sealed bids will be opened and publicly read via the Zoom video-conferencing web application at 3:00 pm, Wednesday, 05/20/2026 (60 minutes after published bid submittal time). Any bids received after the published bid submittal time cannot be considered and will not be accepted. The bid opening meeting can be accessed via video conference by: Clicking this link to join the Zoom meeting: https://us06web.zoom.us/j/87371307304?pwd=KTmODrhN6bXaNumbSL9PeBZxdi7bY6.1 Using the Zoom app: Meeting ID: 873 7130 7304; Password: 124546; Via telephone by dialing: +12532158782,, 87371307304#,,,,*124546# US Zoom is free to use and is available at https://zoom.us/ The work involved under the terms of this contract document shall be full and complete installation of the facilities, as shown on the plans and as described in the construction specifications, to include but not be limited to: Construction surveying, staking, and production of as-built drawings. Replace PRV 1 with the proposed PRV, located outside the traveled roadway and shoulder. The new PRV will be located in the unimproved ROW, south of the existing PRV 1, at the west shoulder of Taylor Place SW adjacent to 564 Stevens Ave NW. Connect the station inlet to the 12” DI on Taylor PL NW and the outlet to the 10” CI on Taylor PL NW. Abandon the existing PRV and 10” Cl between the point of connection of the replacement PRV and connection to the 12” DI at S 124th St. Install new PRV, piping, and appurtenances. Install 3-inch pressure relief valve and piping, with an above ground discharge pipe that discharges water to the existing surface water ditch along the south side of Taylor Pl NW. o Installation of a concrete pad for energy dissipation from discharge pipe. o Extension and grading of the existing surface water ditch as indicated and/or directed. Trench excavation, including removal of existing unsuitable material, removal and abandonment of existing utilities, disposal of excavated material, shoring, and dewatering. Removal and replacement of asphalt concrete pavement, asphalt overlay, concrete curbs, gutters, sidewalks and driveways. ROW Surface and other restoration. Furnish and install approximately 80 LF ductile iron Class 52 8-inch diameter restrained joint water pipe and restrained joint fittings with polywrap. CAG-26-096 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT Furnish and install approximately 110 LF ductile iron Class 52 10-inch diameter restrained joint water pipe and restrained joint fittings with polywrap. Furnish and install a 12-inch x 10-inch tapping tee and valve assembly. Installing and maintaining adequate TESC measures and restoring all disturbed areas. Temporary traffic control measures following the contract documents and applicable City of Renton, King County, and MUTCD standards. Testing and disinfecting of water mains. Protecting existing utilities, utility potholing and resolution of utility conflicts. The estimated project cost is $475,000-$500,000. A total of 45 working days is allowed for completion of the project. The City reserves the right to reject any and/or all bids and to waive any and/or all informalities. Bid documents will be available Tuesday, April 28, 2026. Plans, specifications, addenda, and the plan holders list for this project are available online through Builders Exchange of Washington, Inc., at http://www.bxwa.com. Click on “bxwa.com”; “Posted Projects”, “Public Works”, “City of Renton”, “Projects Bidding”. Bidders are encouraged to “Register as a Bidder,” in order to receive automatic email notification of future addenda and to be placed on the “Bidders List”. Bid documents will also be available at https://rentonwa.gov/bids/ under “Calls for Bids”. Addenda may not be available or updated on this website. Should you require further assistance, contact Builder’s Exchange of Washington at (425) 258- 1303. Bidders are not to contact the City of Renton or the Engineer to obtain bidding documents. The City's Fair Practices, Non-Discrimination, and Americans with Disability Act Policies shall apply. The recipient, in accordance with Title VI of the Civil Rights Act of 1964 (78 Stat. 252, 42 U.S.C. 2000d to 2000d-4) and Treasury’s implementing regulations at 31 C.F.R. Part 22, hereby notifies all bidders that it will affirmatively ensure that in any contract entered into pursuant to this advertisement, disadvantaged business enterprises will be afforded full and fair opportunity to submit bids in response to this invitation and will not be discriminated against on the grounds of race, color, or national origin in consideration for an award. Women and Minority Business Enterprises (WMBE) are encouraged to bid. Certification Regarding Debarment, Suspension, Ineligibility and Voluntary Exclusion-Lower Tier Covered Transaction Lower Tier Covered Transactions 1. The lower tier contractor certifies, by signing this contract that neither it nor its principals is presently debarred, suspended, proposed for debarment, declared ineligible, or voluntarily excluded from participation in this transaction by any Federal department or agency. 2. Where the lower tier contractor is unable to certify to any of the statements in this contract, such contractor shall attach an explanation to this contract. Questions about the project shall be addressed to: Jeremy Valdez, Public Works Department, jvaldez@rentonwa.gov. Questions received less than 4 business days prior to the date of sealed bid submittal may not be answered.The City will not be responsible for other explanations or interpretations of the bid documents. A certified check or bid bond in the amount of five percent(5%)of the total bid price must accompany each bid. Mc'c t_ Melissa McCain, MMC, Deputy City Clerk/ Public Disclosure Manager Dates of Publication: Daily Journal of Commerce April 28, 2026 Daily Journal of Commerce May 5, 2026 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT INFORMATION FORM INFORMATION FORM 3" Approved CLB 4-2-26 SUBCONTRACTOR LIST To Be Submitted with the Bid Proposal In accordance with RCW 39.30-060 as amended: For all public works contracts exceeding $1,000,000 the bidder shall submit with the bid the names of the licensed subcontractors and proof of license by providing subcontractors license number with whom the bidder, if awarded the contract, will subcontract for the following work or to name itself for the work, if it is licensed to perform the work for which it has named itself.  All structural steel installation, rebar installation, heating, ventilation and air conditioning, and plumbing work as described in chapter 18.106 RCW, and electrical work as described in chapter 19.28 RCW (this also includes the control system integrator subcontractor as well as other electrical subcontractors) shall be submitted as part of the bid. If the work does not apply to this contract, check the box “Not Applicable”. If the work will be self- performed by the bidder, check the box “Self-Performed”. If the subcontractors’ names are not submitted with the bid OR if two or more subcontractors are named to perform the same work, the bid shall be considered nonresponsive and, therefore, void. If subcontractors vary with bid alternates, please complete a separate form indicating which subcontractors will be used for which bid alternate. Complete the following: If awarded the contract, will contract with the following subcontractors for the performance of heating, ventilation and air conditioning, plumbing, electrical (including automatic controls) work, structural steel installation, and rebar installation: The following list of subcontracts is due with the bid. Errors identified by the contracting agency in the proof of license information must be corrected by the bidder within 48 hours of bid submission. Category of Work Heating, Ventilation & Air Conditioning (HVAC) Not Applicable ☐ Subcontractors Name Self-Performed ☐ Address Phone No. Subcontractor's WA License No. Bid Item Numbers Description of Work 2 Approved CLB 4-2-26 SUBCONTRACTOR LIST To Be Submitted with the Bid Proposal Category of Work Plumbing (per RCW 18.106) Not Applicable ☐ Subcontractors Name Self-Performed ☐ Address Phone No. Subcontractor's WA License No. Bid Item Numbers Description of Work Category of Work Electrical (per RCW 19.28) Not Applicable ☐ Subcontractors Name Self-Performed ☐ Address Phone No. Subcontractor's WA License No. Bid Item Numbers Description of Work Category of Work Structural Steel Not Applicable ☐ Subcontractors Name Self-Performed ☐ Address Phone No. Subcontractor's WA License No. Bid Item Numbers Description of Work Category of Work Rebar Installation Not Applicable ☐ Subcontractors Name Self-Performed ☐ Address Phone No. Subcontractor's WA License No. Bid Item Numbers Description of Work CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 161 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT In the event that the existing valve box is plugged or blocked with debris, the Contractor shall use whatever means necessary to remove such debris, leaving the valve installation in a fully operable condition. The valve box shall be set to an elevation tolerance of one-fourth inch (1/4") to one-half inch (1/2") below finished grade. 7-14 HYDRANTS 7-14.3 Construction Requirements 7-14.3(1) Setting Hydrants (September 30, 2025, Renton GSP) Section 7-14.3(1) has been revised as follows: Where shown on the Plans, hydrants shall be installed in accordance with the Standard Plans and Contract specifications. A minimum 3-foot radius unobstructed working area shall be provided around all hydrants. The bottom surface of the breakaway flange shall be set 2-inches minimum and 7-inches maximum above the concrete shear block finished grade. For each hydrant requiring vertical adjustment, see Section 7-14.3(6). Fire hydrants shall be of such length as to be suitable for installation with connections to 6", 8" and 10" piping in trenches 3-1/2 feet deep unless otherwise specified. The hydrant shall be designed for a 4-1/2 foot burial where 12" and larger pipe is shown unless otherwise noted in the Plans. After installation hydrants shall be subjected to a hydrostatic test as specified in Section 7-09.3(23). The hydrant excavation shall be backfilled and compacted when installation and testing are complete and accepted by the Engineer. A concrete shear block as shown by the hydrant details on the Standard Plans shall be constructed for all hydrants. Construction, Materials, and finishing of the concrete shear block shall conform to Section 8-14, Cement Concrete Sidewalk. The shear block shall be set flush with the immediately surrounding finish grade. The Contractor shall flush, test and disinfect furnished hydrants and hydrant barrel extensions according to Section 7-14.3(6). Upon completion of the project, all fire hydrants shall be painted with two field coats of Kelly-Moore/Preservative paint No. 5780-563 DTM Acrylic Gloss Safety Yellow or approved alternate. Any hydrants not in service shall be identified by covering with a burlap or plastic bag properly secured. Fire hydrant assembly shall include: main line cast-iron or ductile iron tee (MJ x FL), 6" gate valve (FL x MJ), 6" DI spool (PE x PE) up to 20 feet in length, 5-1/4" MVO fire hydrant (MJ connection), 4" x 5" Storz adapter with stainless steel cable, cast iron valve box, cover, valve operating nut extension, 1-1/4" washed drain rock, blue CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 162 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT reflective pavement marker, 16"x8"x4" (minimum) concrete blocks under hydrant and gate valve, 4'x4'x6" concrete shear block around hydrant, and mechanical joint restraint (wedge-type restrained retainer glands) with poured-in-place concrete thrust block behind the hydrant shoe or two 3/4-inch diameter Cor-Ten steel tie rods. 7-14.3(3) Resetting Existing Hydrants (September 30, 2025, Renton GSP) Section 7-14.3(3) is supplemented as follows: All existing hydrants to be reset shall be rebuilt to the approval of the Engineer. All rubber gaskets shall be replaced with new gaskets of the type required for a new installation of the same type. Unless a specific bid item has been included in the Proposal/Contract Document, resetting existing hydrants shall be incidental to and included in the various bid items. 7-14.3(4) Moving Existing Hydrants (September 30, 2025, Renton GSP) Section 7-14.3(4) is supplemented with the following: All existing hydrants to be moved shall be rebuilt to the approval of the Engineer. All rubber gaskets shall be replaced with new gaskets of the type required for a new installation of the same type. Unless a specific bid item has been included in the Proposal/Contract Document, resetting existing hydrants shall be incidental to and included in the various bid items. Unless a specific bid item has been included in the Proposal/Contract Document, resetting existing hydrants shall be incidental to and included in the various bid items. 7-14.3(7) Remove and Salvage Hydrant (September 30, 2025, Renton GSP) Section 7-14.3(7) is a new section: Existing hydrants shall be removed where shown in the Plans. Removed hydrants shall be delivered to the City of Renton shops by the Contractor. The existing hydrant lateral tee shall be removed from the main. Unless a specific bid item has been included in the Proposal/Contract Document, removing and salvaging hydrants shall be incidental to and included in the various bid items. 7-14.3(8) Abandoned Valves (September 30, 2025, Renton GSP) Section 7-14.3(8) is a new section: CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 163 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT New All valves to be abandoned shall be abandoned in the closed position, unless shown otherwise, by removing a minimum of the top twenty-four inches of the valve box and then filling the bottom of the box with a minimum of 8-inches of sand. The remaining portion of the valve box shall be filled with concrete having an f’c of at least 2000 psi. Unless a specific bid item has been included in the Proposal/Contract Document, Abandoned Valves shall be incidental to and included in the various bid items. 7-14.3(9) Water Main-Cut and Cap (September 30, 2025, Renton GSP) Section 7-14.3(9) is a new section: The lateral must be cut within one(1) foot of the abandoned valve, or as shown on the plans, and capped. The contactor shall cut the existing pipe where shown on the drawing and install an approved ductile-iron cap complete with thrust block. Where a joint or coupling in the existing pipe is uncovered at the cut and cap location, the installation of a plug may be permitted with the project manager for the City of Renton Water system. A concrete thrust block shall be installed at all cap and plug locations. Unless a specific bid item has been included in the Proposal/Contract Document, Water Main Cut and Cap shall be incidental to and included in the various bid items. 7-15 SERVICE CONNECTIONS 7-15.3 Construction Requirements (September 30, 2025, Renton GSP) Section 7-15.3 is replaced as follows: All pipe materials for new water service lines and for extension or replacement of existing water service lines shall be copper and lead free in accordance with the Federal Reduction of Lead in Drinking Water Act. Pipe materials for water service line installation for size 2-inch or less and connection to ductile iron water main shall be copper type “K” annealed tubing and seamless (ANSI H33.1). Ductile iron pipe Class 52 or stronger shall be direct-tapped with 1-inch corporation stops for 1-inch service lines. All meter setters for residential domestic use shall be 1-inch by 1-inch setters unless otherwise specified on the Contract Plans. For existing 3/4-inch meters, the Contractor shall furnish and install reducing couplings to adapt the 1-inch setter to the standard 3/4- inch domestic meter. All installations shall be considered open cut and the contractor shall locate and avoid other underground utilities during installation. The Contractor may install service lines utilizing a trenchless percussion and impact method (hoe-hogging) method but must obtain written approval from the Engineer. Where shown in the Plans, the Contractor shall:  Furnish and install new water service lines from the new water main to the new meter setters and new meter boxes near the existing meters CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 164 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT  Furnish and install adaptors for the relocation of the existing water meters to the new meter setters and re-install the existing meters in the new meter setters  Connect the new meter setters to the customers’ private service lines  Restore disturbed areas to their approximate original condition as directed by the Engineer. Any water services crossing Seattle Public Utility’s CRPLs shall be Kamco© Aqua Shield type “K” copper, polyethylene coated pipe for municipal drinking water. 7-17 SANITARY SEWERS 7-17.2 Materials (September 30, 2025, Renton GSP) Section 7-17.2 is replaced with the following: Pipe Gravity sewer pipe shall be as specified herein and as shown on the Plans. The Contractor shall provide two copies of the pipe manufacturer’s technical literature and tables of dimensional tolerances to the Engineer. Any pipe found to have dimensional tolerances in excess of those prescribed or having defects, which prevent adequate joint seal or any other damage, shall be rejected. If requested by the Engineer, not less than three nor more than five lengths of pipe for each size, selected from stock by the Engineer, shall be tested as specified for maximum dimensional tolerance of the respective pipe. Materials shall be the requirements of the following sections: SDR 35 Sewer Pipe (ASTM D3034 & ASTM F679) Section 9-05.12(1). Ductile Iron Sewer Pipe Section 9-05.13. C900 Sewer Pipe (AWWA C900) Section 9-30.1(5)A All pipe shall be clearly marked with type, class, and thickness. Lettering shall be legible and permanent under normal conditions of handling and storage. 7-17.3 Construction Requirements 7-17.3(1) Protection of Existing Sewerage Facilities (September 30, 2025, Renton GSP) Supplement this Section as follows: When extending an existing sewer, the downstream system shall be protected from construction debris by placing a screen or trap in the first existing manhole downstream of the connection. It shall be the Contractor's responsibility to maintain this screen or trap until the new system is placed in service and then to remove it. Any construction debris, which enters the existing downstream system, shall be removed by the Contractor at his expense, and to the satisfaction of the Engineer. When the first manhole is set, its outlet shall be plugged until acceptance by the Engineer. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 165 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 7-17.3(1)A Temporary Sewer Bypass Systems It shall be the Contractor's responsibility to maintain operation of the existing sewer systems throughout the duration of the project without any interruption of sewer service. The Contractor shall divert all flows around each segment of the pipe designated for replacement. This diversion shall consist of redirecting flow from an upstream manhole and discharging it to a manhole downstream of the rehabilitation operation. This can be accomplished via a combination of pumping and/or gravity flow. After the work is completed, flow shall be returned to the sewer system. The area affected by the bypass operation shall be fully restored. Bypass pumping shall be scheduled for continuous operation. Back-up equipment shall be on-site and available for periods of maintenance, refueling or failure of the primary bypass pump(s) or diversion system. Bypass pumping shall be done in such a manner as not to damage private or public property or create a nuisance or public menace. The bypass-pumping pipe shall not block any driveways or intersections unless approved by the Engineer. The sewage shall be pumped through a watertight hose or pipe that is adequately protected from traffic. The discharge of raw sewage to private property, city streets, sidewalks, storm sewer, or any location other than an approved sanitary sewer is prohibited. The Contractor shall be liable for all cleanup, damages, and resultant fines should the Contractor's operation cause any backups or overflows. The Contractor's bypass operation shall be sized to handle, at a minimum, the full pipe capacity in each subject line removed from service. If flow conditions are greater than full pipe, the Contractor may elect to wait for flow conditions to subside prior to removing the subject line from service. Working days will not be charged for the period of time during which the flow is greater than full pipe. No additional payment will be made for periods of high flows during which the Contractor elects to wait for lower flows. Once the Contractor removes a section of line from service he/she is responsible to bypass any and all flow in the system during construction, even in the event the system surcharges and exceeds the full pipe capacity, until the line is returned to service. All bypassing systems shall be approved by the Engineer. A plan for bypassing the existing sewer system shall be submitted by the Contractor for review. The Contractor's plan for bypass pumping shall be satisfactory to the Owner before the Contractor will be allowed to commence bypass pumping. The sewage bypass pumping plan shall include an emergency response plan to be followed in the event of a failure of the bypass pumping and a security plan for continued operation and protection of the bypass system. The review of the bypassing system and equipment by the Engineer shall in no way relieve the Contractor of his responsibility and public liability. The Contractor shall coordinate activities with impacted property owners. Property Owners shall be notified that their side sewer will be out of service for a specified period of time, as approved by the Engineer. Where there exist a situation where impacted properties cannot be disconnected, plugged, or CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 166 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT subjected to any other service interruption, i.e., hospitals, care facilities, restaurants, etc., bypass pumping of the side sewer to the downstream sanitary sewer system shall be required. The contractor shall verify whether a property is able to be interrupted prior to bypassing operations. 7-17.3(2) Cleaning and Testing 7-17.3(2)H Television Inspection (September 30, 2025, Renton GSP) Supplement this Section as follows: CCTV Inspection: 1. All newly installed and newly-rehabilitated (public and private) Sanitary Sewer and Storm Drain main lines shall be inspected by means of remote CCTV. CCTV inspections and reports shall be submitted to the City of Renton inspector assigned to the project prior to receiving approval to install project curbs, gutters, and/or pavement. 2. The Contractor shall perform all CCTV inspections in accordance with the National Association of Sewer Service Companies (NASSCO) Pipeline Assessment Certification Program (PACP). 3. All CCTV operators shall have current NASSCO PACP certification. 4. CCTV inspections shall be recorded in a GraniteNet compatible format database using the latest software version and submitted with electronic links between the data and the video on an External HDD, DVD or Flash Drive. 5. All CCTV inspection reports shall be within +/- two (2) feet of the measured linear footage between manholes along the existing pipeline centerline from the start of pipe to end of pipe. 6. All Owner and PACP required header information must be fully and accurately entered on all CCTV reports. Work not following these specifications will be rejected and the Contractor shall be required to re- CCTV the work. 7. The documentation of the work shall consist of PACP CCTV Reports, PACP database which will have a .MDB or .MDF file extension, logs, electronic reports, etc. noting important features encountered during the inspection. The speed of travel shall be slow enough to inspect each pipe joint, tee connection, structural deterioration, infiltration and inflow sources, and deposits, but should not, at any time, be faster than 30 feet per minute, except as noted otherwise in this document. 8. The camera must be centered in the pipe to provide accurate distance measurements to provide locations of features in the sewer and these footage measurements shall be displayed and documented on the video. All PACP Observations shall be identified by audio and on a PACP log. All video must be continuously metered from manhole to manhole. All video recording shall be continuous from structure to structure with no “pausing” CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 167 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT of the video recording during each pipeline inspection. The pipe shall be cleaned prior to the CCTV inspection to ensure all defects, features and observations are seen and logged. 9. Just prior to beginning the CCTV inspection, while the CCTV camera is in place and recording, water (containing dye) shall be introduced into the upstream manhole of each pipe segment until it is observed and recorded flowing past the camera’s field of vision in its entirety. 10. The CCTV camera shall have a water-level measuring device (ball, cylinder, etc.) attached that has ¼” markings to show the depth of water in the pipe during the CCTV inspection. 11. All manholes shall be channeled and coated prior to CCTV inspection. 12. Per City of Renton specification 7-08.3(2)B, sewer and storm drain pipeline shall have no more than ½” of ponding to be considered acceptable. 7-17.3(2)I Television Inspection (September 30, 2025, Renton GSP) Section 7-17.3(2)I is a new section: Where it is shown on the plans that existing sanitary sewer pipe(s) is to be abandoned by filling with grout, both ends of the abandoned pipe and all lateral connections to the pipe shall be plugged with 3,000 psi cement concrete and the pipe shall be filled with cement-based grout. The grout mix design and method of installation shall be approved by the Engineer prior to beginning the operation (See Section 9-03.22 in these specifications for Grout Mix requirements). 7-18 SIDE SEWERS 7-18.2 Materials (September 30, 2025, Renton GSP) Section 7-18.2 is supplemented with the following: Material of side sewers shall match that of the sewer main unless otherwise shown on the Plans or directed by the Engineer. 7-18.3 Construction Requirements 7-18.3(5) End Pipe Marker (September 30, 2025, Renton GSP) Section 7-18.3(5) is deleted in its entirety and replaced as follows: The location of side sewers at the property line shall be indicated by the presence of a surface cleanout installed per the associated City of Renton Standard Plan. The Contractor shall survey and provide in the as-built drawings the location of all side sewer cleanouts or, if no cleanout is shown in the Plans, the location of the tie-in to the existing side sewer. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 168 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 7-19 SEWER CLEANOUTS 7-19.3 Construction Requirements (September 30, 2025, Renton GSP) Section 7-19.3 is deleted in its entirety and replaced as follows: Sewer cleanouts shall be installed per the associated City of Renton Standard Plan(s). 7-19.4 Measurement (September 30, 2025, Renton GSP) Section 7-19.4 is deleted in its entirety and replaced as follows: Sewer cleanouts that are installed on sewer main lines will be measured per each. Sewer cleanouts that are installed on side sewers shall be considered incidental to the side sewer pipe. 7-20 PRE-INSTALLATION CLEANING AND INSPECTION OF SEWER LINES FOR CIPP (September 30, 2025, Renton GSP) Section 7-20 is a new section: 7-20.1 Description This work shall generally consist of cleaning, removing and disposing of waste materials including roots, and performing CCTV inspections of all sewer main segments included in or added to the project prior to installation of the liner pipes. 7-20.2 Materials 7-20.2(1) Equipment Cleaning Equipment Cleaning equipment shall be capable of removing dirt, grease, rocks, sand, roots, protruding laterals, exposed rubber gaskets, and other materials and obstructions from the sewer lines. Selection of equipment shall be based on field conditions such as access to manholes, quantity of debris, size of sewer main pipe, condition of sewer main pipe, and pipe lining activities. The equipment used to remove protruding laterals shall be capable of removing a minimum of 6-inch diameter non-reinforced concrete laterals. 7-20.3 Construction Requirements 7-20.3(1) Notification The Contractor shall provide notification of the project to the adjacent properties. Notification shall be by “door hanger” notice and where appropriate by direct contact. Notification shall include general information as to the type of construction, as well as specific information as to how the property may be affected and what steps should be taken to minimize impacts to the property and facilitate the Contractor’s work. 7-20.3(2) Cleaning Prior to conducting any CCTV inspection, the Contractor shall clean the sewer main segment, whereby the work “clean” in this specification is defined as the removal of all accumulations including sludge, dirt, sand, rocks, asphalt, concrete, grout, grease, roots, gaskets, and any other solid or semisolid material existing in the pipe with 100% debris removal. It will be the Contractor’s responsibility to make as many cleaning passes as CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 169 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT necessary to meet the above definition of “clean”. Sludge, dirt, sand, rocks, grease, and other solids or semisolid material resulting from the cleaning operation shall be removed at the downstream manhole of the section being cleaned. Passing materials from manhole to manhole section is not permitted. Roots, protruding laterals, and hanging gaskets shall be removed from the sewer lines. Special attention shall be used during the cleaning to assure removal of these items from the joints and side sewer connections. Procedures may include the use of mechanical equipment such as rodding machines, robotic cutters, porcupines, and high-velocity hydro- jet cleaners. During sewer cleaning operations, precautions shall be taken by the Contractor in the use of cleaning equipment to avoid damage to the pipe. Any damage of the sewer main pipe resulting from the Contractor’s cleaning operations, regardless of the existing condition of the pipe, shall be the responsibility of the Contractor. 7-20.3(3) Waste Material Disposal Prior to commencing with any cleaning work, the Contractor shall be responsible for making arrangements to dispose of all waste materials removed from the sewers during the cleaning operation at an approved off-site location. Trucks hauling waste from the site shall be watertight so that no leakage or spillage will occur. Under no circumstances shall waste removed from a sewer main segment be dumped onto the ground surface or streets, or into catch basins, or storm drains. 7-20.3(4) CCTV Inspection The Contractor shall perform a CCTV inspection after cleaning the sewer lines to document the condition of the host pipe, verify the footages of side sewer connections, and verify the lines were cleaned in accordance with these specifications. In order to allow for an accurate analysis of the condition of the existing sewer main/host pipe, the Contractor shall ensure that the entire surface of the sewer main under inspection is clearly visible. When the depth of sewage, which may be caused by existing defects such as sags, offsets, voids, etc., obstructs the ability of the Engineer to clearly view the sewer main/host pipe surface, the Contractor shall halt the inspection and remove sewage from the main using high-velocity jetting machines, or other non-destructive methods acceptable to the Engineer. Once the main section under inspection is clear of sewage the inspection may resume. If incoming flows are sufficient to obstruct the ability of the Engineer to clearly view the entire surface of the sewer main/host pipe under inspection, the Contractor shall temporarily plug all incoming flows to the upstream manhole, and bypass pump around the plugged segment and the sewer main segment under inspection. Bypass pumping from the upstream manhole shall be utilized in accordance with Section 7-17.3 of these specifications and shall be incidental to the unit price for CCTV cleaning and inspection. Flows introduced by laterals are unavoidable and expected, however, should these flows introduce sufficient sewage to obscure the visibility of the pipe, the Contractor shall halt the inspection until the sewage has been removed. If the Contractor should find rocks and sediments, roots, grease, grout, protruding laterals, hanging gaskets, or other obstructions that would otherwise prevent the installation of the liner, they shall halt the inspection and remove said obstructions prior to completing the CCTV inspection. If internal cleaning, and or obstruction removal is not possible due to the type of materials causing the obstruction, or fragile condition of the existing sewer main/host CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 170 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT pipe, the Contractor shall note this in his lining feasibility determination on the inspection report. The Contractor shall maintain a clean and clear lens for the duration of the CCTV inspection. Should the lens become soiled, fogged, or otherwise impaired to any degree that impedes the ability to clearly see the condition of the pipe, the Contractor shall halt the inspection and clean/clear the lens of any foreign matter impeding the visual inspection. No additional compensation will be made for re-inspections required by the Engineer due to soiled, fogged, or otherwise impaired camera lenses. The Contractor shall maintain sufficient light levels within the main to allow for visual inspection of the pipe walls for a minimum distance of three (3) feet in front of the camera lens for all 8” to 10” pipe, and four (4) feet for all pipes sizes 12” and up. Additionally, the Contractor shall make certain that the light levels are not so bright the visual inspection is impeded. Should the camera get stuck in the sewer, the Contractor shall be responsible for all costs in extracting it. Costs related to difficulties encountered during internal video inspection are incidental to the contract, and claims will not be considered. CCTV inspections shall be performed in accordance with 7-17.3(2)H. 7-20.3(5) Lining Feasibility Prior to submitting a Pre-Installation Inspection CCTV video and associated inspection report, the Contractor shall review all information on the video and in the report. The CCTV inspection video for each sewer main segment shall be viewed in its entirety to ensure there were no missed service connections or pipe defects during the CCTV inspection, as well as to ensure the quality of the video. The Contractor, in cooperation with the Engineer, is responsible for determining whether or not a sewer main segment is suitable for CIPP lining. The Contractor shall not install a CIPP liner in any sewer main segment with existing defects that interfere with or cause a reduction in hydraulic capacity, or which may hinder in any way the quality of installation of the CIPP liner system. The Contractor’s assessment of whether or not a sewer main segment is suitable for lining shall be noted on each inspection report, as well as the Video Inspection Tracking Log, and presented to the Engineering with Pre-Installation inspection submittals. If the Engineer agrees with the assessment, the sewer main segment will be lined or removed from the contract accordingly. The following sewer main pipe defects and conditions shall be considered as guidelines when performing CCTV inspection review and making lining feasibility assessments: 1. Sags: Any section of a sewer main segment that has a sag which causes sewage levels to continuously reach one third (1/3) pipe or greater, and which is longer than ten (10) feet in length shall be noted on the Video Inspection Tracking Log and presented to the Engineer. The Engineer shall make the final determination of whether the sag is acceptable or needs repair prior to lining. In the event that a repair is necessary, the entire sewer main segment shall be removed from the contract. 2. Protruding Laterals: Any side sewer lateral that encroaches beyond the inside diameter of the sewer main host pipe shall be considered a protruding lateral. The Contractor shall take appropriate measures to internally remove that portion of the lateral that is protruding. The method used to remove the protrusion shall not be CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 171 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT destructive to that portion of the side sewer lateral outside of the inside surface of the sewer main host pipe, and shall result in a smooth, non-jagged edge which will not hinder in any way the quality of the installation of the CIPP liner system. If the Contractor is unable to remove the protruding lateral, it shall be noted on the inspection report and Video Inspection Tracking Log and presented to the Engineer. The Engineer shall make the final determination of whether the protruding lateral is acceptable or needs repair prior to lining. In the event that a repair is necessary, the entire sewer main segment may be removed from the contract by the Owner. Internal removal of protruding laterals shall be incidental to the bid item “Pre-Installation Cleaning and Inspection”. 3. Bends and Curves: If, in the opinion of the Contractor, there exists a section in the sewer main segment with bends or curves which may prevent lining operations, or future CCTV inspections after a liner has been installed, or which may hinder in any way the quality of installation of the CIPP liner system, it shall be noted on the inspection report and Video Inspection Tracking Log and presented to the Engineer. The Engineer shall review the defect and, if warranted, may remove the sewer main segment from the contract. 4. Offset Joints: Any joint that is offset by more than one half (1/2) on an inch in an 8- inch diameter pipe or one (1) inch in a 10-inch diameter or larger pipe shall be noted on the inspection report and Video Inspection Tracking Log and presented to the Engineer. The Engineer shall review the defect and make a final determination of whether the offset is acceptable or needs to be repaired prior to lining. 5. Roots and Hanging Gaskets: The Contractor is required to remove all roots and hanging gaskets within the sewer main pipe as a part of the cleaning operations. If there are any roots growing into the main from a side sewer lateral the Contractor shall take measures to cut them back to the point that they are no longer in the main. The Contractor shall note these occurrences on the inspection report and Video Inspection Tracking Log. 6. Other Defects: Any other defects in a sewer main segment that, in the Contractor’s opinion, will impede the Contractor’s ability to clean and/or line to the level of quality required within these contract provisions shall be noted on the inspection report and Video Inspection Tracking Log and presented to the Engineer. The Engineer shall review the defect and, if warranted, remove the sewer main segment from the contract. 7-20.3(6) Active/Inactive Lateral Assessments Based on existing information and the Pre-Installation Inspection CCTV Video/Report, the Engineer shall determine the active/inactive status of all side sewer lateral connections to a sewer main segment. Every side sewer lateral shall be given a status of active or inactive and that status shall be recorded on the Main Segment Cut Sheet. Main Segment Cut Sheets will be provided to the Contractor within ten (10) working days after the receipt of the Pre-Installation submittal in printed format. The “Cut Sheets” will be developed after the Engineer has reviewed the Pre-Installation CCTV Inspection Videos, and associated inspection reports. The Engineer will note the lateral footages (as determined in CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 172 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT the CCTV inspection), active/inactive status of the side sewer lateral connection, and the clock position of the laterals on the cut sheet. The Contractor shall only reinstate laterals that are identified by the Engineer as being active. If the Contractor reinstates a lateral that is inactive, the Contractor has effectively introduced a point for inflow and infiltration (I/I) to enter the sewer main segment. In this circumstance the Contractor shall perform an appropriate internal or external spot repair to remove this potential source of I/I at their own expense. Spot repair methods and materials shall be approved by the Engineer prior to implementation. The Contractor is responsible for reinstating any active side sewer lateral. Failure to do so shall require the Contractor to complete the reinstatement at their own expense. The Contractor shall be held financially liable for all claims for damages resulting from the missed reinstatement. 7-21 GENERAL SPECIFICATIONS FOR CURED-IN-PLACE PIPE (CIPP) (September 30, 2025, Renton GSP) Section 7-21 is a new section: 7-21.1 Description This Section specifies rehabilitation of pipelines by the installation of resin-impregnated liner cured-in-place piping. Service connections and manholes may be rehabilitated with products specified in other Sections. Contractor shall coordinate rehabilitation of manholes, mainlines, lateral interfaces, and laterals with product installers. Contractor shall ensure that resin systems are compatible with all rehabilitation products that they will contact. 7-21.1(1) Related Work Specified Elsewhere Resin Impregnated Fabric CIPP, Section 7-22. Resin Impregnated Fiberglass CIPP, Section 7-23. 7-21.1(2) Licensing The Contractor or sub-contractors shall be registered to work in the City of Renton. The Contractor or sub-contractor installing the CIPP shall have a current license agreement with the product Manufacturer or Assembler. Individuals installing the CIPP shall be certified by the product Manufacturer or Assembler. Certification showing that the Installer is currently licensed by the appropriate licensor to perform CIPP installation shall be provided. Lining installation shall be in accordance with the requirements of the product Manufacturer or Assembler and as directed by their Technical Representative. This includes the correction of defective work. 7-21.1(3) Contractor and Manufacturer Qualifications The Manufacturer of the CIPP liner shall have a minimum of 200,000 linear feet of CIPP successfully installed in accordance with these specifications. Manufacturer’s using standards other than those listed in these specifications shall demonstrate to the satisfaction of the Owner that the standards followed produce a product that is, at a minimum, equal to the quality of product developed using the listed standards. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 173 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT The CIPP lining Contractor shall have a minimum of five (5) successfully completed projects totaling a minimum of 50,000 lineal feet using the proposed CIPP rehabilitation technology. In addition, the Contractor’s project superintendent shall have a minimum of three (3) successfully completed projects totaling a minimum of 25,000 lineal feet using the proposed CIPP rehabilitation technology. The Contractor’s identified project superintendent shall be on the project for the duration of the project and shall be available at all times during the CIPP rehabilitation. At least one person on the Contractor’s installation crew shall have a minimum of one (1) year of CIPP installation experience, shall have installed a minimum of 25,000 lineal feet using the proposed CIPP rehabilitation technology, and shall be on the project site at all times. The Contractor’s identified Lateral Cutting Technician shall have minimum of one (1) year of experience reinstating laterals. Wastewater collection system rehabilitation products submitted for approval shall be provided with third party test results supporting long-term performance and structural strength of the product. Third party test result data shall be satisfactory to the Engineer. Test samples shall have been prepared so as to simulate the installation methods and environment of project conditions. 7-21.1(4) Contractor Submittals All procedures or material descriptions requiring the Engineer's approval shall be submitted not less than 45 calendar days prior to mobilizing or commencing any CIPP activities at the site of the work and shall include the following information: 1. CIPP Lining Plan to include the following: 1. Work sequence organized by pipeline section with installation schedule. 2. Traffic control, construction staging and insertion locations. 3. Confirmation of liner length and diameter. 4. Locations of all service connections with disposition for each. 5. Anticipated cleaning and preparation requirements. 6. Proposed lining material and curing method. 7. Sewer Service Bypass, Interruption, and Notification Plan. This plan should include provisions for business with extended operating hours and multi-family residences and be specific to the addresses affected by this project. 2. Spill Prevention Plan 3. Manufacturer’s certificate(s) indicating that the installer is fully licensed and competent to perform the work, that the supplied lining materials meet the requirements of the Specifications and ASTM standards, and a certificate of compliance from an independent third-party lab. 4. Certification stating CIPP tube has been manufactured in accordance with ASTM F1216 or F2019 and resin is suitable for its intended use. 5. Details on all lining materials and resins, end seals, and grout. 6. Name of resin supplier and liner fabric supplier. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 174 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 7. Manufacturer’s or Assembler’s certification that the liner materials and system are in compliance with the specifications, codes, and standards referenced in these specifications. 8. Test reports - Certified documentation that physical properties of the resin/liner combination meet the requirements for initial and long-term structural properties (performed in accordance with specifications, codes, and standards referenced in these specifications). 9. Manufacturer’s or Assembler’s recommendations for factory and field (whichever applies) wet out procedures including: volume of resin per unit of liner, mixing ratios and procedures for resin and catalyst/hardener, shelf life of resin, pot life of resin, required wet out procedure to ensure full saturation, and other criteria deemed necessary to ensure proper wet out of the liner. 10. Manufacturer’s or Assembler’s data sheets for factory wet out and/or Contractor’s data sheets for field wet out showing quantity of resin and catalyst used for each length of liner, at or prior to time of installation. 11. Manufacturer’s or Assembler’s certification that all Manufacturer’s or Assembler’s wet out recommendations have been followed on all lengths of CIPP which have factory wet out, at or prior to time of installation. 12. Manufacturer’s or Assembler’s recommendations for storage procedures and temperature control, handling and inserting the liner, curing details, service connection methods, trimming and finishing, and minimum equipment requirements to allow for an adequate installation. 13. Manufacturer’s or Assembler’s recommendations and procedures for minimum and maximum pressures, temperatures, and time durations to be used. 14. Data on Contractor’s equipment to be used on site including: type and tolerance of temperature gages and thermocouples used to monitor cure temperature; type and tolerance of equipment used to generate liner inversion pressure; make model, and technical data of all equipment used for the curing process; make, model and technical data of backup equipment; rough size of vehicle(s) which carries the CIPP pipe and installation equipment. 15. Pipe sizing certified calculations demonstrating that the liner has been properly sized to avoid the creation of wrinkles or folds. 16. Manufacturer or Assembler onsite Representative’s Certification that the Contractor’s installation meets all requirements of the Manufacturer or Assembler and will not void the Owner’s warranty. 17. CIPP field samples from previous field installations of the same resin system and tube materials as proposed for the actual installation if requested by the Engineer. Field sampling procedure shall be in accordance with the latest version of ASTM CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 175 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT F1216 or ASTM F1743 and in accordance with ASTM D5813. 18. Material Safety Data Sheets for resins, hardeners, catalysts, solvents, and all other compounds or chemicals to be used on the job site. 19. Data logger output in graphic format showing pipe section, time, pressure, and temperature during activation, heating, curing, and cool down. 20. Informational handout that describes the materials, processes, and odors associated with the lining process. 21. Pre- and Post-Installation CCTV inspection videos. 22. Contractor shall obtain a Discharge Authorization Permit from King County’s Wastewater Treatment Division for any proposed discharges to the existing Sanitary Sewer System, including process water resulting from the curing process (if applicable). Contractor is responsible for adhering to all discharge limitations associated with the received permit. Contractor shall submit a copy of the permit to the City once obtained. 7-21.1(5) Quality Assurance The Manufacturer or Assembler shall provide the following: 1. List of inspection items that should be observed and recorded. Inspection items include pre-installation activities, product identification, installation procedures, equipment operations, and post-installation activities. Review all post-installation CCTV tapes of the installed liner. Following this review the Manufacturer’s or Assembler’s representative shall provide certification to the Engineer ensuring that the Contractor’s installation meets the Manufacturer’s or Assembler’s requirements and will not void the warranty. 7-21.1(6) Warranty The Contractor shall warrant each mainline sewer lined with the specified product against defects in materials, surface preparation, lining application, and workmanship for a period of 12 months from the date of final acceptance of the project. The Contractor shall, within one month of written notice thereof, repair defects in materials or workmanship that may develop during said 12-month period. Defects shall be defined as: visible leakage of groundwater through the CIPP system, de-lamination of any portion of the CIPP system as visible from CCTV inspection, or separation of any part of the CIPP system from the host pipe to the extent that the CIPP system inside diameter in the separated area is 90 percent or less of the completed CIPP system inside diameter. The Contractor shall also repair any damage to other work; damage to sewer system components (including pump stations) damages to buildings, houses or environmental damage caused by the backup of the sewer because of the failure of the lining system or repairing of the same at the expense of Contractor, and without cost to the Owner. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 176 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT Repairs shall include removal of the existing liner and re-lining if possible, or excavation and replacement of the section of pipe where the defect occurs. 7-21.2 Materials 7-21.2(1) Cured in Place Resin Impregnated Material in General The liner shall be designed for a “fully deteriorated” pipe condition in accordance with the procedures of the latest edition of ASTM F1216, Appendix XI and these specifications. All material properties used in design calculations shall be long-term (time-corrected) values. The Contractor shall be familiar with the existing site conditions when preparing the liner design. The CIPP will be continuous in length and the wall thickness shall be uniform. No overlapping sections shall be allowed in the circumference or the length of the liner. The CIPP will be capable of conforming to offset joints, bells, and disfigured pipe sections. It shall be able to stretch to fit irregular pipe sections and negotiate bends. The CIPP resin shall be compatible with the liner fabric, other rehabilitation systems it may contact, and the host pipe materials. The CIPP shall be marked at a distance of regular intervals along its entire length, not to exceed 5 feet. Markings shall include Manufacturer’s or Assembler’s name or identifying symbol. The CIPP liner shall be manufactured with materials from a consistent supplier. All materials of similar type shall be from a single source for the entire project. The composite materials of the liner tube and resin shall, upon installation inside the host pipe, exceed the following minimum test standards, based on restrained sample cured in host pipe and flat plate sample: Physical Properties Flexural Strength (ASTM D790) 4,500 psi Flexural Modulus (ASTM D790) Short Term 300,000 psi Flexural Modulus (ASTM D2990) Long Term 150,000 psi Tensile Strength (ASTM 1216 [pressure pipe only]) 3,000 psi The CIPP shall be fabricated to a size that, when installed, will tightly fit the internal circumference and length of the original pipe. 1. Allowance shall be made for circumferential and longitudinal stretching during the installation process. 2. Diametric shrinking during the curing process shall meet the requirements of ASTM D CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 177 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 5813, Section 6.3.1 or better. The liner thickness shall be designed based on the engineering formulas listed in ASTM D638 and F1216, and the design parameters below. The thickness shall be sufficient to prevent groundwater from entering the pipe, while maintaining the maximum cross-sectional pipe area possible. The wall thickness of the material tube shall be ordered to the next standard 1.0 mm incremental thickness above the minimum calculated design thickness. Unless otherwise specified to provide for excess resin migration, the gap thickness of the wetting- out equipment shall be sized to allow an excess of 5 to 10 percent resin to pass during impregnation. Contractor shall prepare design calculations for approval prior to performing the lining work. The submitted design calculations shall provide the following information as a minimum: 1. Manhole to Manhole designation SSMH#___ to SSMH#___ 2. Pipe Nominal Diameter (inches) 3. Minimum Liner thickness (inches) 4. Proposed Liner Thickness (inches) Design shall follow the requirements of ASTM F1216 and meet the following conditions and parameters: 1. Pipe Condition: Fully Deteriorated 2. Modulus of soil reaction, E’S = 700 psi 3. Unit weight of soil = 140 pcf 4. The minimum ovality for straight runs shall be 3.0 percent 5. AASHTO H20 traffic loads 6. Groundwater at the surface 7. Factor of Safety, N=2.0 For liners inserted by the inversion method, the CIPP shall be coated on one side with a translucent waterproof coating of: 1. Polyvinyl chloride (PVC) 2. Polyurethane For liners inserted by the pull/winch method, the CIPP shall be coated on one side with a translucent waterproof coating of: 1. Polyvinyl chloride (PVC) 2. Polyurethane 3. Polyethylene 4. Polypropylene 7-21.2(2) Resin The resin/liner system shall meet the 10,000 hour test per ASTM D 5813 and ASTM D 2990. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 178 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT If requested by the Engineer, the Contractor shall submit an infrared spectrum chemical fingerprint of the type of resin to be used for this project. 7-21.2(3) Physical Properties The CIPP shall be corrosion resistant to withstand exposure to sewage gases containing quantities of hydrogen sulfide, carbon monoxide, diluted sulfuric acid, and other chemical reagents typical of sewage conveyance. Chemical resistance of the installed CIPP shall meet the chemical resistance requirements of ASTM D543 when subjected to the following solutions: Chemical Solution Concentration, percent Tap Water (pH 6-9) Nitric Acid Phosphoric Acid Sulfuric Acid Gasoline Vegetable Oil Detergent Soap 100 5 10 10 100 100 0.1 0.1 The inside diameter of the installed CIPP shall be maintained as large as possible. The CIPP shall have at a minimum the full flow capacity of the original pipe before rehabilitation. Calculated capacities may be derived using commonly accepted roughness coefficients for the existing pipe material taking into consideration its age and condition. Physical properties shall be subject to ASTM D 2122. 7-21.2(4) End Seals The hydrophilic waterstop end seals completely seal the CIPP liner from any annular space leakage between the CIPP liner and the host pipe. Hydrophilic end seals must be one of the following: 1. Bands that are 20 mm wide and 5 mm high, with a double bump on one side and flat on the other side. Product shall be Hydrotite Style DS-0520-3.51 or approved equal. 2. Tubular hydrophilic sleeve, 2 mm in thickness and 3.5 inches in length, with a mechanical fastener with worm gear expander. Product shall be Insignia End Seal by LMK Technologies or approved equal. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 179 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 7-21.3 Construction Requirements 7-21.3(1) Preparation The Contractor shall make all necessary provisions to ensure service conditions and structural conditions of host pipe are suitable for installation and warranty of the liner. The Contractor shall verify the lengths in the field prior to ordering and prior to impregnation of the tube with resin, to ensure that the tube will have sufficient length to extend the entire length of the run. The Contractor shall also measure the inside diameter of the existing pipelines in the field prior to ordering liner so that the liner can be installed in a tight-fitted condition. 7-21.3(1)A Flow Management It shall be the Contractor's responsibility to maintain operation of the existing sewer systems throughout the duration of the project without any interruption of sewer service. The Contractor shall divert all flows around each segment of the pipe designated for rehabilitation in accordance with Section 7-17.3(1)A. When there exist situations where impacted properties cannot be disconnected, plugged, or subjected to any other service interruption, i.e., hospitals, care facilities, restaurants, etc., bypass pumping of the side sewer to the downstream sanitary sewer system may be required prior to insertion of the liner system. The Contractor shall verify whether a property is able to be interrupted or if lining can be scheduled outside business hours prior to lining operations. Permission to work outside normal work hours is subject to the requirements of Section 1- 08.0(2). If the subject property’s side sewer requires bypass pumping and it is not possible to interrupt flows or complete the work outside business hours, the costs for the bypass pumping shall be covered by Force Account. 7-21.3(1)B Cleaning Clean and prepare pipe per CIPP Manufacturer’s or Assembler’s requirements. 7-21.3(1)C Point Repairs Advise the Engineer of any point repairs that can only be performed by excavating the defect and removing or repairing the obstruction. Grout defects in the host pipeline as follows: 1. Grout all defects as recommended by liner manufacturer or installer. 2. Grout all locations with excessive leaks. The determination of an excessive leak shall be made by the Owner’s representative and shall be based on PACP leak designations. Leaks categorized as a Runner(IR) – Severity 4 or Gusher(IG) – Severity 5 shall be considered as excessive and will be covered by Force Account. Leaks categorized as Weeper(IW) – Severity 2 or Dripper(ID) – Severity 3 shall be considered incidental to the unit price for CIPP rehabilitation. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 180 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT Make point repairs of any host pipe defect that can be removed by conventional sewer cleaning equipment or by remotely performed repair methods acceptable to the Engineer. Remove protruding laterals, rolled gaskets, roots, mineral deposits, and other objects protruding into the host pipe, internally with a remote-controlled cutter. Pipelines that cannot be rehabilitated due to excessive leakage may be deleted from the project at the Engineers discretion. 7-21.3(1)D Manholes Protect all manholes to withstand forces generated by the equipment while installing the liner. 7-21.3(1)E Trimming Intruding Laterals Contractor shall trim intruding laterals so that the service connection is flush with the internal pipe wall. All lateral trimming shall be documented by pre and post trimming photos. The Contractor shall ensure that the existing pipe is not damaged during cutting operations. 7-21.3(2) Liner Installation 7-21.3(2)A Inversion Method The impregnated tube shall be inserted through an existing manhole or other access point by means of the Manufacturer’s or Assembler’s recommended installation process. The application of a hydrostatic head, compressed air, or other means shall fully extend the liner to the next designated manhole or termination point and inflate and firmly adhere the liner to the pipe wall. Liner installation shall be in accordance with ASTM F 1216, Section 7. When inversion is by hydrostatic head, the Contractor shall use methods that control the installation rate, accounting for the increase in hydrostatic head in pipes that have significant elevation change. The liner shall be installed at a rate less than 10 feet per minute at all times. 7-21.3(2)B Pull/Winch Method The impregnated tube shall be pulled into place within the host pipe with the aid of a power winch that is equipped with a device to monitor the force and prevent excessive tension and tube elongation. The maximum allowable longitudinal elongation, or stretch, of the material shall be one (1) percent. The longitudinal stretch of the tube shall be gauged by comparing marker on the fully inserted tube to the actual length of pipe being rehabilitated. Any hose materials remaining in the installation shall be compatible with the resin system used, shall bond permanently with the tube, and shall be translucent to facilitate post- installation inspection. Hose materials that are to be removed after curing shall be of non- bonding material. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 181 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT Liner installation shall be in accordance with ASTM 1743, Section 6. 7-21.3(2)C Finished Pipe Liner The finished lining shall be continuous over the entire length of an installation run and be free of visual defects such as foreign inclusions, dry spots, pinholes, wrinkles, and de-lamination. The lining shall be impervious and free of any leakage from the pipe to the surrounding ground or from the ground to inside the lined pipe. Any defect, which will or could affect the structural integrity, strength, capacity, or future maintenance of the installed liners, shall be repaired at the Contractor's expense, in a manner approved by the Engineer. Wrinkles in the finished CIPP which cause a backwater of one (1) inch or more or reduce the hydraulic capacity of the pipe (wrinkles which exceed five (5) percent of the pipe diameter) are unacceptable and shall be removed and repaired by the Contractor at the Contractor’s expense. Methods of repair shall be proposed by Contractor and submitted to the Engineer for review and approval. Where the liner is installed through intermediate manholes, the Contractor shall cut out the top half of the liner and leave the lower half in the manhole channel unless doing so would create a hydraulic restriction. The beginning and end of the CIPP liner shall be cut approximately 1-inch inside the manhole wall at the inlet and outlet points, and the ends sealed with a resin mixture compatible with the liner/resin system and shall provide a watertight seal. Sealing material and installation method shall be submitted to and approved by the Engineer prior to start of construction. Hydraulic cements and quick-set cement products are not acceptable. 7-21.3(3) Service Connection Restoration Internally restore by using a pivot-headed CCTV camera and a remote cutting tool to locate the service connections from inside the lined pipe and cut a hole matching the service connection diameter. Provide a hole free from burrs or projections and with a smooth and crack-free edge. The hole shall have a minimum diameter of 95 percent of the original service connection interior. The invert of the reinstated service opening shall match the invert of the service connection. The Contractor shall ensure that no damage to services occurs during restoration and shall repair any services connections that are damaged at no additional cost to the City. Any and all shavings and debris from service connection restoration shall be captured, removed from the sewer system, and disposed of properly. Other methods may be used as approved by the Engineer. 7-21.3(4) Testing 7-21.3(4)A Field Testing Low Pressure Air Test: Mainlines without service connections shall be low pressure air tested in accordance with Section 7-17 of these specifications. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 182 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 7-21.3(4)B Post Installation CCTV Inspection Following installation of the CIPP liner, reinstatement of the existing side sewer laterals and final trimming of the liner at the manholes/end of culverts, the new liner shall be inspected for defects using CCTV cameras. The CCTV inspection shall meet the same requirements as the Pre-Installation Inspection as specified in Section 7-20 of these special provisions. Post installation CCTV shall include a pan and tilt view of the entirety of each reinstated lateral circumference. The post-installation CCTV inspection shall not be conducted until the side sewers have been reinstated and the cuttings from the reinstatement have been cleaned and removed. CCTV inspections performed by the Contractor at the time of the side sewer reinstatements will not be accepted. 7-22 RESIN IMPREGNATED FABRIC CIPP (September 30, 2025, Renton GSP) Section 7-22 is a new section: 7-22.1 Description This Section specifies rehabilitation of pipelines by the installation of resin-impregnated fabric liners. 7-22.1(1) Related Work Specified Elsewhere General Specifications for Cured In Place Pipe (CIPP), Section 7-21. 7-22.2 Materials 7-22.2(1) Cured in Place Pipe Liner The CIPP shall consist of one or more layers of flexible needled felt or an equivalent non- woven material, or a combination of non-woven and woven materials capable of carrying resin, withstanding installation and curing pressures, as required in ASTM F 1216, Section 5; ASTM F 1743, Section 5; and ASTM D 5813, Sections 5, 6, and 8. Seams in the CIPP shall be stronger than the non-seamed felt. 7-22.2(2) Resin The resin shall be a chemically resistant isopthalic based polyester thermoset resin and catalyst system, or epoxy resin and hardener that is compatible with the installation process. Vinyl Esters may be used; however, they shall only be used when specifically called for by the Engineer. The resin should be able to cure both in the presence, and without the presence of water, and the initiation temperature for cure should be less than 180 degrees Fahrenheit. When properly cured the resin liner system shall meet the structural and chemical resistance requirements of ASTM F1216 and ASTM F1743. The activated resin shall contain a colorant compatible with the resin, organic peroxides and the installation and curing process, such as CreaNova® CHROMA CHEM 844-7260 Phthalo- Blue, or equivalent, at a level of 0.01-0.035 % by the weight of the resin. The colorant shall be CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 183 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT added concurrently with the organic peroxide activator solution, or immediately after adding it to the resin, to serve as a multi-purpose visual quality assurance indicator. 7-22.2(3) Physical Properties The wall color of the interior pipe surface of the CIPP after installation shall be a light reflective color. 7-22.3(4) Material Testing Provide certified test results of the properties of the cured lining material from a restrained sample of the actual installed CIPP at a minimum of one location per each liner insertion setup. The cured CIPP shall be sampled and tested for flexural strength and flexural modulus in accordance with the requirements of ASTM D790. Liner thickness shall be determined at a minimum of three (3) locations on the sample using a method of measurement accurate to the nearest 0.005 inch. Wall thickness of samples shall be determined as described in ASTM F1743, Section 8.1.6. The minimum wall thickness at any point shall not be less than 87.5 percent of the design thickness. 7-22.3 Construction Requirements 7-22.3(1) Preparation 7-22.3(1)A Cleaning Clean and prepare pipe per CIPP Manufacturer’s or Assembler’s requirements. 7-22.3(2) Installation 7-22.3(2)A Resin Impregnation The quantity of resin used for the fabric tube impregnation shall be sufficient to fill the volume of all voids in the fabric tube material with additional allowances for polymerization shrinkage and the loss of resin through cracks and irregularities in the host pipe wall. A vacuum impregnation process shall be used. To insure thorough resin saturation throughout the length of the felt tube the level of the vacuum and the speed of the resin advance shall be coordinated so that white spots (dry areas) at the inside surface of the flexible membrane shall be small, shallow, less than 10% of the fabric tube wall thickness or 3-mm (whichever is less), and be less than 1% of the volume of the resin per unit length. A roller system shall be used to uniformly distribute the resin throughout the fabric tube. The roller gap dimension shall be calculated by a method that determines the correct volume of resin/felt per foot contained within the confining perimeter of the flexible membrane. The wet-out fabric tube shall meet ASTM F 1216, 7.2 or ASTM F 1743, 6.2 as applicable, and shall have a uniform thickness and excess resin distribution that when compressed at installation pressures will meet or exceed the design thickness after cure. No dry or unsaturated layers shall be acceptable upon visual inspection as evident by color contrast between the felt fabric and the activated resin containing a colorant. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 184 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT The person in charge of the wet-out process shall complete and sign a wet-out sheet for each liner to be delivered to the site. The certified "wet-out" sheet shall include, but is not limited to, wet-out date, resin identification, fabric tube length, diameter, and thickness. The Contractor must submit to the Engineer a signed wet-out sheet for each liner delivered to the site. Additionally, the Contractor shall submit a sample wet-out sheet from a previous job for the Engineer's review prior to the start of the "wet-out" process for the current project. The Owner reserves the right to inspect all phases of production and testing of materials, and installation. Liners installed in pipe segments that contain a vertical or horizontal curve shall utilize the inversion method only. 7-22.3(2)B Water, Air or Steam Curing After placement of the liner is complete, provide a suitable heat source and distribution equipment. The equipment shall be capable of circulating hot water, air, and/or steam throughout the lined section in accordance with the Manufacturer’s or Assembler’s recommendations to raise the temperature uniformly above the temperature required to affect a resin cure. This temperature shall be determined by the Manufacturer or Assembler based on the resin/hardener system employed. The heat source shall be fitted with continuous monitoring thermocouples to measure and record the temperature of the incoming and outgoing water, steam, and/or air supply. Water, steam, and/or air temperature during the cure period shall meet the requirements of the resin Manufacturer or Assembler as measured and recorded at the heat source inflow and outflow return lines. Provide standby equipment to maintain the heat source supply. The temperature during the cure shall not be less than 130 degrees Fahrenheit at the boundary between the pipe wall and the liner unless otherwise directed by the Manufacturer or Assembler to meet resin system requirements. Temperature shall be maintained during the curing period as recommended by the resin Manufacturer or Assembler and shall follow the heating schedule supplied by the Manufacturer or Assembler. A data logger shall record temperature, pressure, and time during activation, heating, and curing. 7-22.3(2)C Cool Down Cool the liner down to the temperature specified by the Manufacturer or Assembler following the cure period for duration specified by Manufacturer or Assembler, prior to relieving static head. Care shall be taken to ensure that a vacuum is not induced which could damage the new CIPP during the release of head on the new CIPP. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 185 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT A data logger shall record temperature, pressure, and time during cool down. 7-23 RESIN IMPREGNATED FIBERGLASS CIPP Section 7-23 is a new section: 7-23.1 Description Contractor shall provide and install a resin impregnated fiberglass material tube with a plastic-coated wearing surface in all sewers identified for CIPP lining in accordance with ASTM F 1216 and ASTM F 2019. 7-23.1(1) Related Work Specified Elsewhere General Specifications for Cured In Place Pipe (CIPP), Section 7-21. 7-23.1(2) Reference Specifications, Codes, and Standards The following documents form a part of this specification to the extent stated herein and shall be the latest editions thereof. Where differences exist between codes and standards, the one affording the greatest protection shall apply, as determined by the City. 7-23.1(3) CIPP Liner Samples The Contractor shall prepare samples of the installed CIPP liner for subsequent testing of its physical properties. Samples shall be prepared and tested using the flat plate sampling method in accordance with the procedures in Section 8.1 of ASTM F 1216 or ASTM F 2019, as Reference Title ASTM D 543 Test Method for Resistance of Plastics to Chemical Reagents ASTM D 578 Standard Specification Glass Fiber Strands ASTM D 638 Test Method for Tensile Properties of Plastics ASTM D 790 Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials ASTM D 883 Definitions and Terms Relating to Plastics ASTM D 1600 Abbreviations, Acronyms, and Codes for Terms Relating to Plastics ASTM F 412 Definitions of Terms relating to Plastic Piping Systems ASTM F 1216 Rehabilitation of Existing Pipelines and Conduits by Inversion and Curing of a Resin Impregnated Tube ASTM F 2019 Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Pulled in Place Installation of Glass Reinforced Plastic (GRP) Cured-in- Place Thermosetting Resin Pipe (CIPP) CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 186 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT is applicable. The sample will be constructed on the same materials (tube and resin/catalyst) as is used for that given liner installation. The flat plate sample shall be large enough to provide five sample specimens for each Short Term Flexural (Bending) properties as per ASTM D 790 and ASTM D 638. The cured sample shall be tested by an independent testing laboratory, as recommended by the CIPP liner manufacturer and approved by the Engineer, for the bending and tensile properties, as per ASTM D 790 and ASTM D 638 respectively. Final payment will not be made until test results are received. The Contractor shall be responsible for any deviation from the specified physical properties and those evaluated through testing. Failure to meet the specified physical properties will result in the CIPP liner being considered defective work which will be handled in accordance with Section 1-05 of the standard specifications. The Contractor shall be responsible for all costs associated with the testing of the liner physical properties. The above-stated sampling shall be performed for each separate installation of CIPP. The wall thickness of the material tube shall be ordered to the next standard 1.0 mm incremental thickness above the minimum calculated design thickness. Unless otherwise specified to provide for excess resin migration, the gap thickness of the wet-out equipment shall be sized to allow an excess of 5 to 10 percent resin to pass during impregnation. The minimum wall thickness shall be determined at a minimum of three locations on a cut section of the CIPP flat plate sample using a method of measurement accurate to the nearest 0.005 inch. 7-23.1(4) CIPP Liner Handling Contractor shall exercise adequate care during transportation, handling, and installing to ensure the CIPP material is not torn, cut, or otherwise damaged. If any parts of the CIPP materials becomes torn, cut, or otherwise damaged before or during insertion, it shall be repaired or replaced in accordance with the Manufacturer’s recommendations and approval by the Engineer before proceeding further; and at the Contractor’s expense. 7-23.2 Materials 7-23.2(1) General Specifications All materials and installation procedures provided by the Contractor for use in the CIPP installation process shall be equal to or exceed the requirements of Sections 5 and 7 of ASTM F 1216 or ASTM F 2019 Section 5 and 6, as is applicable. Contractor shall be responsible for control of all material and procedure variables to provide a finished CIPP possessing the minimum properties specified in ASTM F 1216 or ASTM F 2019, when applicable. 7-23.2(2) Chemical Resistance The chemical resistance tests should be completed in accordance with Test Method ASTM D 543. Exposure should be for a minimum of one month at 73.4 degrees F. During this period, the CIPP test specimens should lose no more than 20 percent of their initial flexural strength and flexural modulus when tested in accordance with Section 8 of ASTM F 1216 or ASTM F 1743, whichever is applicable. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 187 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT The Contractor shall be responsible for all costs associated with the chemical resistance tests. Proof of meeting these requirements shall be provided to the Engineer for approval at least ten (10) days prior to commencement of work. 7-23.2(3) Component Properties The fiberglass tubing shall be made of non-corrosion material and shall be free from tears, holes, cuts, foreign materials and other surface defects. The physical properties apply to CIPP manufactured polyester or vinylester resin. Resins should be appropriate for conditions encountered. 7-23.2(4) Finished and Cured CIPP Liner Properties The physical properties of the cured CIPP shall have minimum initial test values as given in Section 7-21. Properties for these or any other enhanced resins shall be substantiated with test data. 7-23.2(5) Dimensions Contractor shall make allowances in determining the in-liner tube length and circumference for stretch during installation and shrinkage during curing. The minimum length shall be that which continuously spans the distance from the center of the inlet manhole to the center of the outlet manhole. The Contractor shall verify the lengths in the field before the in-liner tube is cut and impregnated. Individual installation runs may include one or more manhole-to- manhole sections as approved by the Engineer. Installation of the liner shall be through existing or new manholes. Excavation for liner insertion shall not be permitted except to replace the manhole cones, if necessary and/or required. The diameter of the existing pipes may be larger than the nominal inside diameter. It is the Contractor’s responsibility to determine the required diameter of the liner. The maximum wall thickness shall be at least the calculated design thickness, or the minimum specified, to decrease the diameter only as much as necessary. 7-23.3 Construction Requirements 7-23.3(1) Installation Procedures It is forbidden to wetout in-liner at the construction site. The Contractor shall ensure that the pressure inside of the CIPP tube exceeds the outside pressure due to groundwater. 7-23.3(1)A Installation Process The liner will be installed by the pull/winch method. The Contractor shall ensure that at no time resin can come into contact with the groundwater and cause environmental issues. Preparing the old pipe or inversion of a pre-liner is part of the installation and is included without any additional costs to the Owner. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 188 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT Before pulling the in-liner in, a protective foil shall be installed. The in-liner tube shall be impregnated with resin and lowered into the manhole. The tube shall then be pulled into position within the existing pipe with the aid of a power winch that is equipped with a device to monitor the force and prevent excessive tension and tube elongation, as determined by the Manufacturer. The pipe shall then be inflated with air. The in-liner must be inspected immediately before starting the curing process. 7-23.3(1)B Curing Pre-curing video inspection of the inflated liner must be recorded, and the entire length of the liner must be recorded including the liner section that the light chain occupies at any one time. Two cameras must be located on the light chain, one on the front and one on the rear of the light chain to ensure the entire length of the liner has been properly inflated. Curing must be done under UV – Light only. The curing process shall follow a step cure or similar approach recommended by the Manufacturer and approved by the Engineer. It shall be held at the top step for an adequate length of time as determined by the Manufacturer to ensure that the design physical properties are attained. Pressure, temperature, and curing process shall be monitored by both computer and video as determined by the Manufacturer. END OF DIVISION 7 CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 189 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT This page is intentionally left blank. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 190 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT DIVISION 8 MISCELLANEOUS CONSTRUCTION 8-01.3(8) Street Cleaning (December 31, 2025 Renton GSP) Section 8-01.3(8) is supplemented with the following: The Contractor shall be responsible for controlling dust and mud within the project. The Contractor shall be prepared to use watering trucks equipped with high-velocity water jets and low-head sprinkling devices, power sweepers, and any other pieces of equipment necessary to avoid creating a nuisance. All streets used by the Contractor during the execution of the work under this contract shall be maintained in a clean condition. Any damage caused by dust and/or mud shall be the sole responsibility of the Contractor. In no case shall sediment-laden water be allowed to enter drainage facilities without prior filtration or sedimentation. The roadways shall be swept daily and as needed, and kept in a clean condition. All costs associated with Street Cleaning and Sweeping shall be incidental to the various bid items. 8-01.3(9) Sediment Control Barriers 8-01.3(9)D Inlet Protection (December 31, 2025 Renton GSP) Section 8-01.3(9)D is supplemented with the following: Inlet protection can be in the form of internal devices and shall be installed prior to clearing, grubbing, or earthwork activities. Catch Basin Inserts shall be installed on all new Catch Basins that are constructed as part of this contract. Catch basin inserts shall be installed at all catch basins within project limits and those immediately downstream of the project site that could possibly receive sediment laden runoff from the site. They shall be installed and meet the requirement of the detail in the Plans. Simply placing a piece of geotextile under the catch basin grate is not acceptable. Catch basin inserts shall be installed, maintained, inspected, and removed by the Contractor per the Standard Specifications and as recommended by the manufacturer. Inlet protection devices shall be regularly cleaned at the discretion of the Engineer. The cost of this cleaning is incidental to other items of Work. 8-01.3(17) Protection of Existing Trees and Shrubs (December 31, 2025 Renton GSP) Section 8-01.3(17) is a new section: The Contractor shall carefully protect existing trees and shrubs not specifically protected with high visibility fence during the course of construction against cutting, breaking or skinning of roots, skinning or bruising of bark. The Contractor shall plan all operations so CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 191 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT as to avoid creating situations in which trees and shrubs may be damaged. Notify the Engineer if construction may damage trees and shrubs. The Contractor shall not proceed with Work until directed by the Engineer. Root Protection Cut exposed roots clearly and keep moist with straw mulch and burlap or equivalent during the time trenches are open. Hand dig trenches in areas with extensive roots. Roots larger than 3" in diameter shall be left intact and the Engineer notified for instructions on how to proceed. Damages for Loss or Injury to Existing Trees and Shrubs to Remain The Contractor shall be liable for damage to trees and shrubs. In the event of injuries to the crown, trunk or root system of existing trees and shrubs resulting from the Contractor's failure to protect them (the just value of which is determined by the Valuation of Landscape Trees, Shrubs, and Other Plants, (Current Edition) damages shall be deducted from the total amount due the Contractor. 8-02 ROADSIDE RESTORATION 8-02.3 Construction Requirements 8-02.3(1) Responsibility During Construction (December 31, 2025 Renton GSP) Section 8-02.3(1) is supplemented with the following: Dumping or stockpiling of topsoil shall not be allowed on roadway surfaces. The Contractor shall locate all underground utilities (both new and existing) prior to starting work and shall not disturb or damage them. Promptly notify the Engineer of any conflict between the proposed work and any obstructions. The Contractor shall be responsible for making any and all repairs for damage caused by his or her activities. 8-02.3(1)A Tree Protection (December 31, 2025 Renton GSP) Section 8-02.3(1)A is a new section: Protective chain-link tree protection fencing with fabric or tarp shall be placed around any heritage trees and all other trees as indicated on the Contract Plans and as directed by the Engineer. No soil disturbance shall take place prior to the placement and installation of tree protection fences. Immediately following site clearing and grading the Owner’s Representative will make final determination on the satisfaction of tree protection fencing and specific requirements based on the trees health, construction limits and impacts to major roots and the soil condition. The Owner’s Representative may direct the Contractor to adjust clearing limits in the field so that tree roots and soils are protected during construction activities. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 192 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT Exercise care when excavating trenches near existing trees. Where roots are two inches (2") and greater in diameter hand excavate and tunnel. When large roots are exposed, wrap with heavy burlap for protection and prevent excessive drying. Trenches dug by machines adjacent to trees having roots two inches (2") and less in diameter shall have the sides hand trimmed making a clean cut of the roots. Trenches having exposed tree roots shall be back- filled within twenty-four (24) hours unless adequately protected with moist burlap or canvas. The cutting of roots 2-inches and larger should be avoided. Potential root pruning needs shall be reviewed in advance with the City’s Representative to minimize potential root fracturing and other damage. Severed roots of retained trees shall be cut off cleanly with a sharp saw or pruning shears. Applying pruning paint on trunks or root wounds shall not be permitted. Severed roots shall be covered immediately after final pruning with moist soil or burlap and covered with mulch until they can be covered with soil. Excavation operators shall take extreme care not to hook roots and pull them back towards retained trees. In all cases, the excavator shall remain outside of the Critical Root Zone (CRZ) boundary, shown on the Contract Plans or as directed by the Engineer. No pruning of trees will be allowed without prior approval from the Engineer, in which case, all pruning shall be done by an International Society of Arboriculture Certified Arborist, to the standards of ANSI A300 American Standard for Pruning. 8-02.3(2) Work Plans 8-02.3(2)A Roadside Work Plan (December 31, 2025 Renton GSP) The Contractor shall submit to the Contracting Agency a Roadside Work Plan meeting the requirements of the Standard Specifications a minimum of 30 calendar days prior to commencing the installation of topsoil and / or landscape materials. 8-02.3(4) Topsoil 8-02.3(4)A Topsoil Type A (December 31, 2025 Renton GSP) Section 8-02.3(4)A is supplemented with the following: The contractor shall provide a material submittal for topsoil prior to use. 8-02.3(5) Roadside Seeding, Lawn and Planting Area Preparation 8-02.3(5)B Lawn Area Preparation (December 31, 2025 Renton GSP) Section 8-02.3(5)B is revised with the following: 1. Prepare subgrade in all lawn areas by scarifying to 6-inches minimum below topsoil and removing rocks and debris over 1” in diameter. Subgrade soils should be free-draining and without any impervious soils or other materials CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 193 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT harmful to plant growth. Notify the Inspector of any subgrade conditions deleterious to plant growth. 2. Spread topsoil to a minimum depth of 6” after settlement in all lawn areas. 3. Thoroughly rototill topsoil to a minimum depth of 6 inches. 4. Fine grade per Contract Specifications in turf areas as indicated on drawings. Rake entire surface to conform to site grading. Grade edges to 1” below adjacent paved surfaces to provide a smooth transition. Roll as necessary to firm grade to satisfaction of the Inspector. 5. Apply fertilizer to the prepared lawn areas at rates recommended by sod grower or seed supplier and lightly rake to incorporate into the soil. 8-02.3(10) Lawn Installation 8-02.3(10)B Lawn Seeding and Sodding (December 31, 2025 Renton GSP) Section 8-02.3(10)B is supplemented with the following: Additional Sodding Requirements: 1. Moisten sod bed and roll lightly for compaction. 2. Lay sod strips per supplier’s instructions. Tightly butt joints, trim edges to conform to smooth curves and straight lines of pavement. Sod is to be flush with paved surfaces after settlement. Avoid gaps and overlaps and stagger sod joints in a brick-like fashion. 3. Remove any bumps, undulations, or low-high spots with a light rolling. 4. Water daily for a minimum of two weeks to prevent dehydration. 5. Protect all turf areas by erecting temporary fences, barriers, signs, etc. as necessary to prevent trampling. 6. Do not work in, over, or adjacent to planting areas without proper protection and safeguards. 8-02.3(10)C Lawn Establishment (December 31, 2025 Renton GSP) Section 8-02.3(10)C is replaced with the following: The Contractor shall maintain all new lawn areas in this project; shall be responsible for the survival of turf in acceptable condition and shall maintain all new lawn areas in a neat and orderly fashion until Final Acceptance of the project by the City. The period for Final Acceptance shall be no sooner than the second mowing. The Contractor will be held responsible for all damage or loss caused by his inattention or carelessness. The Contractor shall repair damage caused by traffic, vandalism, weather or other outside causes. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 194 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 8-02.3(10)C1 Establishment Period The Establishment Period will commence on the date of Preliminary Acceptance and will extend to Substantial Completion or Final Acceptance by the City of landscape work, whichever is later. Maintenance during this period will include: 1. Watering: Water areas of new turf so they receive adequate water for survival of the plant in a healthy position. 2. Lawns shall be fertilized every six weeks from March through September ember per Grower’s written recommendations. Lawns shall be maintained weed-free. 3. Lawns are to be mowed weekly or as needed to maintain a neat appearance. All grass clippings shall be removed from the site. Maximum height of lawn shall not exceed three inches. 4. Protect all lawn areas against damage, including erosion and trespassing, by providing and maintaining proper safeguards. 5. Debris Control: Debris control shall be accomplished in all landscaped lawn areas on a regular basis, at least weekly or more often where necessary. This will include leaf fall control in Fall period. Policing for paper and litter in all areas shall be conducted at least weekly. During the Fall period leaves, windblown into gutters and catch basins, are considered as litter, and shall be removed as debris. 8-02.3(10)C2 Guarantee All new turf areas shall be guaranteed by the Contractor to be in a healthy condition for a period of one year from the date of Final Acceptance. 8-02.3(10)C3 Final Acceptance Acceptance of lawn planting as specified shall be based on a uniform stand of grass and a uniform grade at the time of final inspection. Final inspection of the work of the Section will be made at the time of the Final Inspection of the entire project or earlier, if approved by the Engineer. A final punch list will be issued. Final Acceptance of the new turf areas which are the responsibility of the Contractor will be contingent upon Final Acceptance of the entire project or at the determination of the City if earlier than Final Acceptance of the entire project. 8-02.3(10)E Qualifications of Workmen (December 31, 2025 Renton GSP) Section 8-02.3(10)E is a new section: Provide at least one person who shall be present at all times during execution of the Work and who shall be thoroughly familiar with the type of materials being installed and the best methods for their installation and who shall direct all work performed under this section. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 195 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 8-02.3(10)F Submittals (December 31, 2025 Renton GSP) Section 8-02.3(10)F is a new section with added subsections: 8-02.3(10)F1 Certification of Material 1. Include seed mix percentages, purity, germination rates, weed experience, and date tested for the preceding. Include complete data on source, size and quality. 2. Supply on-site 12” x 12” sample of each sod specified for inspection and approval in advance by the City. 3. Provide suppliers written recommendations for fertilizer type, rate of application, and frequency. 4. All certificates required by law shall accompany shipments. 5. Upon completion of the installation and prior to final inspection, deliver all certificates to the Engineer. 8-02.3(10)F2 Manufactuerer’s Certificates of Conformance 1. Supply Certificates of Conformance for fertilizer being used for the project. 8-02.3(10)F3 Schedule for Installation 1. The Contractor shall coordinate all work with the City and submit a watering plan for the Establishment Period. 8-02.3(10)G Product Handling (December 31, 2025 Renton GSP) Section 8-02.3(10)G is a new section: Deliver all items to the site in their original containers, with all labels intact and legible, at the time of the City’s inspection. Coordinate delivery and installation of sod to ensure sod is installed immediately upon delivery. Use all means necessary to protect new lawn areas before, during, and after installation and to protect the installed work and materials of all other trades. In the event of damage or rejection, immediately make all repairs and replacements necessary for the approval of the Inspector and at no additional cost to the City. 8-02.3(10)H Site Information (December 31, 2025 Renton GSP) Section 8-02.3(10)H is a new section: CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 196 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT If sod is stored onsite, preserve and protect all sod on site prior to and during installation. Protect from wind, drought, unusual weather and vandalism. Store all sod on site within limits of work. Protect adjacent property, public walks, curbs and pavement from damage. Do not block public access routes with plant material. 8-02.3(10)I Other Materials (December 31, 2025 Renton GSP) Section 8-02.3(10)I is a new section: All other materials not specifically described but required for a complete and proper planting installation, shall be selected by the Contractor subject to the approval of the Engineer. 8-02.3(10)J Execution (December 31, 2025 Renton GSP) Section 8-02.3(10)J is a new section: Prior to all lawn restoration, carefully inspect the installed work of all other trades and verify that all such work is complete to the point where this installation may properly commence. Verify that lawn installation may be completed in accordance with the original design and the referenced standards. In the event of discrepancy, immediately notify the Engineer for specific instructions. 8-02.3(17) Protection of Private Property and Property Restoration (December 31, 2025 Renton GSP) Section 8-02.3(17) is a new section: Property restoration shall consist of placement of additional plant materials, sod, seed and bark mulch, and other work not currently identified on the plans, as directed by the Engineer. All materials shall conform to Sections 9-14 Erosion Control and Roadside Planting and 9- 15 Irrigation System of the Standard Specifications. The Contractor is specifically reminded that any unnecessary damage caused by construction activities will be repaired at the Contractor’s expense. Restore all disturbed areas to original condition or better. Grass areas shall be restored with hydroseed where directed. Topsoil shall be Type A and Bark Mulch shall be medium grade fir or hemlock. The lump sum bid item provided for property restoration also includes any adjustments and/or replacements of existing irrigation systemsand the modification of existing landscape lighting systems as may become necessary by these improvements. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 197 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT The Contractor is advised that protecting existing private irrigation and lighting systems from damage does not constitute a basis for claim or extra work. 8-04 CURBS, GUTTERS, AND SPILLWAYS 8-04.1 Description (December 31, 2025 Renton GSP) Section 8-04.1 is supplemented with the following: This work shall also consist of constructing cement concrete curbs with the sidewalk in accordance with these Specifications and in conformity with the dimensions and cross- sections shown in the Plans and to the lines and grades as staked. 8-04.3 Construction Requirements 8-04.3(1) Cement Concrete Curbs, Gutters, and Spillways (December 31, 2025 Renton GSP) Section 8-04.3(1) is supplemented with the following: The sub-base for curb and gutter sections shall be compacted to 95 percent density at or below optimum moisture content, before placing the curb and gutter. White-pigmented curing compounds will not be allowed. The top of the finished concrete shall not deviate more than one-eighth (1/8”) in ten feet (10’) or the alignment one-fourth (1/4”) in ten feet (10’). Where shown on the plans, the Contractor shall paint the curbs with 2-coats of yellow paint. Paint and application shall conform to the Standard Specifications for traffic paint striping. 8-04.3(3) Painting of Curbs (December 31, 2025 Renton GSP) Section 8-04.3(3) is a new section: When shown on the plans, concrete curbing shall be painted with two full coats of Paint formula No. H-2-83 or H-3-83 as shown on the plans or directed by the Engineer. The paint can be applied by brush or spray. 8-05 PRE- AND POST- CONSTRUCTION PHOTOGRAPHS AND VIDEO INSPECTION (December 31, 2025 Renton GSP) Section 8-05 is a new section with new subsections: 8-05.1 Materials The photographs shall be in digital .pdf format, labeled by project station. The Contractor shall provide one USB or digital file to the Engineer with the entire catalog of pre-construction and post-construction photographs. The Contractor shall provide videos of both the entire pre-construction and post-construction CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 198 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT video inspection on USB or digital file to the City. 8-05.2 Construction Requirements Before commencing any construction work, the Contractor shall provide photographs of pre- existing conditions of the area that will be disturbed during construction operations to the Engineer. These photos will help document the condition of existing conditions and landscaping and help determine the level of restoration required. Photographs shall be obtained as follows: 1. In easements, streams, steep slopes, landscaped areas and other off of right-of-way locations: 10-foot intervals. 2. In the paved right-of-way, paved driveways and parking lots 10-foot intervals. 3. Near buildings, document the exterior condition including any signs of distress such as cracks, spalling, settlement, flooding, leaking, etc. 4. Interior walls, columns, and beams of buildings less than 20-ft from the edge of the excavation, including any signs of distress such as cracks, spalling, settlement, flooding, leaking, etc. Coordinate access with the City and Property Owner. 5. Additional locations as necessary to fully document site conditions and to satisfy permitting requirements. 6. Any other location as directed by the Engineer. Following construction, the Contractor shall take photographs of post-construction conditions in the same manner. Prior to commencing any construction work, the Contractor shall walk the property with the Engineer taking continuous video of pre-existing conditions. Locations to be videoed include, but are not limited to: 1. Taylor Pl NW (from S 124th St to NW 6th St) 2. Stevens Ave NW (from south portion of 564 Stevens Ave NW to Taylor Pl NW) 3. Any other location as directed by the Engineer. Note: Following construction, the Contractor shall provide post-construction video inspection of the same locations surveyed prior to construction. 8-06 CEMENT CONCRETE DRIVEWAY ENTRANCES 8-06.1 Description (December 31, 2025 Renton GSP) Section 8-06.1 is supplemented as follows: Concrete approaches for driveways as well as curb within and adjacent to driveway approaches shall be constructed with 3-day Portland cement concrete per Sections 8- 06.3 and 9-01.2(1) Portland Cement of the Standard Specifications. Approaches shall be constructed per the details on the Plans. Approach locations and width are shown on the Plans. This includes all concrete for cement concrete driveways as shown on the Plans. If curb sections are poured monolithic with driveway approaches, these sections of curb shall be paid per square yard under the unit contract price for “Cement Concrete CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 199 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT Driveway Entrance.” Otherwise they shall be paid for by the linear foot of Cement Concrete Curb & Gutter. See also Section 8-04 Curbs, Gutters, Spillways, and Inlets herein. Concrete approaches, driveways and adjoining sections of curb, gutter and sidewalk shall be constructed in two or more segments to allow continued driveway access unless alternate access can be provided and clearly delineate. 8-06.2 Materials (December 31, 2025 Renton GSP) Section 8-06.2 is supplemented as follows: Commercial concrete for driveways & driveway entrances gutter will not be allowed. 8-06.3 Construction Requirements (December 31, 2025 Renton GSP) Section 8-06.3 is supplemented with the following: Section 1-07 of these Special Provisions describes the restrictions to driveway closures and construction that will be in place for this contract. To meet these requirements, the Contractor may use a quick setting concrete. The Engineer shall approve the quick-setting mix prior to use. 8-13 MONUMENT CASES 8-13.1 Description (December 31, 2025 Renton GSP) Section 8-13.1 is revised and supplemented as follows: This Work shall consist of adjusting and/or furnishing and placing monument cases and covers, in accordance with the Standard Plans and these Specifications, in conformity with the lines and locations shown in the Plans or as staked by the Engineer or by the Contractor supplied Surveyor. 8-13.3 Construction Requirements (December 31, 2025 Renton GSP) 8-13.3(1) Monument Case and Cover (December 31, 2025 Renton GSP) Paragraph 4 of Section 8-13.3 is revised as follows: The monument will be furnished and set by Surveyor supplied by the Contractor. When existing monuments will be impacted by a project, the Contractor shall be responsible for assuring that a registered surveyor references the existing monuments prior to construction. After construction is complete, the monuments shall be re- established by the Surveyor in accordance with RCW58.09.130. All surveying shall be in accordance with Section 1-11 of these Special Provisions. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 200 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 8-13.3(2) Adjust Case and Cover Section 8-13.3(2) is supplemented as follows: Where shown in the Plans or where directed by the Engineer, the existing monument case and cover shall be adjusted to the grade as staked or otherwise designated by the Engineer. The existing monument shall be carefully protected so as not to disturb its location in any way. The Contractor shall have a licensed professional land surveyor locate the monument in accordance with Section 1-11.1 prior to the case and cover adjustment if any disturbance of the existing monument is probable. The existing cast iron ring and cover shall first be removed and thoroughly cleaned for reinstalling at the new elevation. From that point, the existing structure shall be raised or lowered to the required elevation. The materials and method of construction shall conform to the requirements of the Standard Plan as approved by the Engineer. Reestablishment of Disturbed Monument The Professional Land Surveyor who has been engaged by the Contractor for the purposes of roadway surveying shall be responsible for perpetuating and documenting existing monuments in compliance with the Application for Permit to Destroy a Survey Monument (WAC 332-120). Upon completion of the roadway surface, the destroyed and new proposed monuments positions shall be set and referenced by the Contractor. The Contractor shall then drill and core out the monument position, install the poured monument, and place a blank brass monument centered in the cored position. The Contractor will then mark the referenced position and file a completion report for Monument Removal or Destruction with DNR, as applicable for pre-existing monuments. Following approval by the Public Land Survey Offices, copies of the Application for Permit shall be forwarded to the Contracting Agency. All surveying shall be in accordance with Section 1-11 of these Special Provisions. 8-14 CEMENT CONCRETE SIDEWALKS 8-14.2 Materials (December 31, 2025 Renton GSP) Section 8-14.2 is deleted and replaced with the following: Materials shall meet the requirements of the following sections: Cement 9-01 Aggregates 9-03 Premolded Joint Filler 9-04.1 Concrete Curing Materials and Admixtures 9-23 The Contractor shall use one of the detectable warning surface products listed in the WSDOT Qualified Products List or approved equal. The detectable warning surface shall have the truncated dome shape shown in WSDOT Standard Plan F-45.10. The detectable warning surface area shall be dark red/colonial red (SAE AMS Standard 595, color number 20109). Cement Concrete Sidewalk, Scored Cement Concrete Sidewalk, Decorative Concrete Finish, Smooth Cement Concrete Band and Curb Ramps shall be constructed in accordance CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 201 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT with Section 8-14 of the Standard Specifications using air-entrained Class 4000 concrete except as hereinafter amended. 8-14.3 Construction Requirements (December 31, 2025 Renton GSP) The first paragraph of Section 8-14.3 is deleted and replaced with the following: The concrete in the sidewalks shall be air entrained Class 4000 in accordance with the requirements of Section 6-02. Section 8-14.3 is supplemented with the following: Scored Cement Concrete Sidewalk shall receive broom finish and sawcut scored as detailed on the Plans. Contractor shall provide layout of sidewalk scoring and expansion joints for Engineer’s approval in the field prior to installation. Full depth expansion joints for cement concrete sidewalk shall be constructed with a maximum spacing of approximately 10 feet, and as detailed on the Plans. Score joints shall be constructed at a maximum distance of 6 feet from each full depth expansion joint, except where specific dimensions are detailed on the Plans. No concrete for sidewalk shall be poured against dry forms or dry subgrade. The Contractor may provide suitable vibrating finishers for use in finishing concrete sidewalks. The type of vibrator and its method of use shall be subject to the approval of the City. New concrete shall be allowed to cure for a minimum of 28 days prior to application of concrete color stain. Area to receive color stain shall be pressure washed, free of dust, contaminants and debris, and allow to dry prior to application of concrete color stain, per manufacturer’s recommendations. All completed work shall be so barricaded as to prevent damage by unauthorized use. Any damage sections shall be removed and replaced at the Contractor’s expense. Existing building facades disturbed during construction shall be restored to original condition. The Contractor shall request a pre-construction meeting with the Engineer to be held 2 to 5 working days before any work can start on cement concrete sidewalks, curb ramps or other pedestrian access routes to discuss construction requirements. Those attending shall include: 1. The Contractor and Subcontractor in charge of constructing forms, and placing, and finishing the cement concrete. 2. Engineer (or representative) and Project Inspectors for the cement concrete sidewalk, curb ramp or pedestrian access route Work. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 202 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT Items to be discussed in this meeting shall include, at a minimum, the following: 1. Slopes shown on the Plans. 2. Inspection 3. Traffic control 4. Pedestrian control, access routes and delineation 5. Accommodating utilities 6. Form work 7. Installation of detectable warning surfaces 8. Contractor ADA survey and ADA Feature as-built requirements 9. Cold Weather Protection 8-14.3(4) Curing (December 31, 2025 Renton GSP) Section 8-14.3(4) is replaced with: The curing materials and procedures outlined in Section 5-05.3(13) of the Standard Specifications shall prevail, except that white pigmented curing compound shall not be used on sidewalks. Concrete sidewalks shall be cured for at least 5 days. The curing agent shall be applied immediately after brushing and be maintained for the during period. The Contractor shall have readily available sufficient protective covering, such as waterproof paper or plastic membrane, to cover the pour of an entire day in the event of rain or other unsuitable weather. During the curing period, all traffic, both pedestrian and vehicular, shall be excluded. Vehicular traffic shall be excluded for such additional time as the Engineer may specify. The Contractor shall be responsible for barricading, patrolling, or otherwise protecting the newly placed concrete to prevent damage. Damaged, vandalized, discolored, stained, or unsightly concrete shall be removed and replaced at the expense of the Contractor. 8-18 MAILBOX SUPPORT 8-18.3 Construction Requirements (December 31, 2025 Renton GSP) Section 8-18.3 is supplemented as follows : Permanently reinstalled mailboxes shall be installed with new hardware and posts in conformance with City of Renton standard details H027, H028, and H029. All relocated mailbox supports shall be installed with the new wood posts. Post foundations shall be commercial concrete. Mailbox assemblies damaged during construction activities shall be replaced in kind by the Contractor. All costs associated with damaged mailbox replacement shall be the responsibility of the Contractor. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 203 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 8-22 PAVEMENT MARKING 8-22.1 Description (December 31, 2025 Renton GSP) Section 8-22.1 is supplemented as follows: Pavement markings shall conform to Section 8-22 of the Standard Specifications, the latest edition, and amendments thereto of the Manual on Uniform Traffic Control Devices (MUTCD) as adopted by the State of Washington, and City of Renton Standard Plans 109 and 128, and shall be constructed as shown in the Plans except as modified herein. The Contractor shall be responsible for all traffic control required to place and protect pavement marking material, as outlined in Sections 1-07.23 and 1-10 of the Standard Specifications and these Special Provisions. 8-22.2 Materials (December 31, 2025 Renton GSP) Section 8-22.2 is supplemented with the following: Plastic pavement marking materials shall be Type A – liquid hot applied thermoplastic unless indicated otherwise in the Contract Documents. Patents The Contractor shall assume all costs arising from the use of patented materials, equipment, devices, or processes used on or incorporated in the work, and agrees to indemnify and save harmless the Contracting Agency and its duly authorized representatives from all suits of law or action of every nature for, or on account of, the use of any patented materials, equipment, device, or processes. Acceptance The Contractor shall be responsible for supplying material that meets aforestated material and testing requirements. The Contractor shall supply certification that the pavement marking material meets the above specifications. 8-22.3 Construction Requirements (December 31, 2025 Renton GSP) Section 8-22.3 is supplemented with the following: Contractor shall notify the Engineer and request approval of the pre-mark channelization at least 48 hours prior to placement of pavement markings. All Pavement markings on concrete intersections shall be 3M Stamark all-weather Tape 380AW and Contrast Tape 380AWE-5. Thermal plastic on Asphalt shall contain 3M 50/50 wet/dry elements. Temperature needs to be above 40 degrees and dry for a minimum of 48 hours before any markings can be applied. 8-22.3(5) Installation Instructions (December 31, 2025 Renton GSP) Section 8-22.3(5) is revised as follows: CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 204 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT A manufacturer’s technical representative need not be present at the initial material installation to approve the installation procedure. 8-22.3(6) Removing Pavement Markings (December 31, 2025 Renton GSP) Section 8-22.3(6) is supplemented with the following: Existing pavement markings within the construction limits, including stop bars, traffic arrows, lane markers, and raised pavement markers shall be removed prior to overlaying the roadway surface. All conflicting channelization shall be removed as necessary by sand blasting to install temporary pavement markings or after the final channelization has been installed. Removal of existing pavement markings shall be conducted using such methods to prevent damage to the remaining pavement. The use of chemicals that may be harmful to the pavement will not be allowed. Damaged pavement shall be replaced at the Contractor's expense. END OF DIVISION 8 CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 205 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT This page is intentionally left blank. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 206 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT DIVISION 9 MATERIALS 9-03 AGGREGATES 9-03.8 Aggregates for Hot Mix Asphalt 9-03.8(7) HMA Tolerances, Specification Limits, and Adjustments (September 30, 2025, Renton GSP) Item 1 is deleted and replaced with: 1. Job Mix Formula Tolerances. After the JMF is determined as required in 5-04.3(7)A, the constituents of the mixture at the time of acceptance shall conform to the following tolerances: Aggregate, percent passing 1”, ¾”, ½”, and 3/8” sieves 6% 8% U.S. No. 4 sieve 6% 8% U.S. No. 8 sieve 6% 8% U.S. No. 16 sieve 4% 6% U.S. No. 30 sieve 4% 6% U.S. No. 50 sieve 4% 6% U.S. No. 100 sieve 3% 5% U.S. No. 200 sieve 2.0% 3.0% Asphalt Binder 0.5% 0.7% VMA 1.5% below minimum value in 9- 03.8(2) VFA minimum and maximum as listed in 9-03.8(2) Va 2.5% minimum and 5.5% maximum These tolerance limits constitute the allowable limits as described in Section 1-06.2. The tolerance limit for aggregate shall not exceed the limits of the control point’s section, except the tolerance limits for sieves designated as 100% passing will be 99-100. 9-03.9(2) Permeable Ballast (September 30, 2025, Renton GSP) Revise section 9-03.9(2) to read: Permeable Ballast Permeable ballast shall meet the requirements of Section 9-03.9(1) for ballast except for the following special requirements. The grading and quality requirements are: CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 207 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT Grading No. 1 Grading No. 2 (AASHTO No. 3) Sieve Size Percent Passing Sieve Size Percent Passing 2-1/2” 99-100 2-1/2” 100 2” 65-100 2” 90-100 ¾” 40-80 1-½” 35-70 No. 4 0-5 1” 0-15 No. 100 0-2 ½” 0-5 % Fracture 95 No. 100 0-3 All percentages are by weight. % Fracture 95 The sand equivalent value and dust ratio requirements do not apply. Los Angeles Wear, 500 Rev.: 30% maximum Degradation Factor: 30 minimum The fracture requirement shall be at least two (2) fractured faces and will apply to the combined aggregate retained on the No. 4 sieve in accordance with WSDOT FOP for AASHTO T 335. The minimum void ratio of the aggregate shall be 30 percent as determined by AASHTO T 19. Permeable ballast material may be conditionally approved based on Contractor submitted sampled materials prior to delivery to the site. Final Acceptance will be based on conformance testing completed on material that has been delivered, installed, and compacted on site. The exact point of acceptance will be determined by the Engineer. Material out of conformance with the project specifications will be removed and replaced at the Contractor’s expense. 9-03.12 Gravel Backfill 9-03.12(6) Underdrain Aggregate (September 30, 2025, Renton GSP) Section 9-03.12(6) is a new additional section: Underdrain Aggregate shall conform to the following grading: Sieve Size Percent Passing CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 208 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT ¾-inch 100 ¼-inch 30-60 No. 8 20-50 No. 50 3-12 No. 200 0-1 Underdrain aggregate shall consist of screened sand, gravel or other inert materials, or combinations thereof, from sources approved by the engineer, having hard, durable particles free from adherent coatings. The materials must be washed thoroughly to remove clay, loam, alkali, organic matter, or other deleterious substances. Particles having a specific gravity less than 1.95 must not exceed 1.0 percent of the total weight. Organic matter, by calorimetric test, must not be darker than the reference standard color (Organic Plate No. 3) AASHTO T21 unless other tests prove a darker color to be harmless. 9-03.22 Cement-based Grout for Abandoning Existing Utilities (September 30, 2025, Renton GSP) Section 9-03.22 is a new section: The Contractor shall submit a mix proposal that has flow characteristics appropriate for filling a utility pipeline. The mix proposal for “Cement-base Grout for Abandoning Existing Utilities” shall be approved by the Engineer prior to commencing work on this item. Cement-based Grout for Abandoning Existing Utilities shall be equal to a 1-sack mix and the materials shall conform to the following: Cement: This material shall be Portland cement as specified in section 9-01. Aggregate: This material shall meet the requirements for fine aggregate as specified in section 9-03.1. Water: Water shall conform to the provisions of Section 9-25.1. Minimum Strength: 100 psi 9-05 DRAINAGE STRUCTURES AND CULVERTS 9-05.2 Underdrain Pipe 9-05.2(9) Slotted PVC Underdrain Pipe (September 30, 2025, Renton GSP) Section 9-05.2(9) is a new additional section: Slotted PVC underdrain pipe shall be per ASTM D1785 Sch. 40. Slots shall be cut perpendicular to the long axis of the pipe and be 0.04 to 0.069 inches wide by 1 inch long and be spaced 0.25 inches apart (spaced longitudinally). Slots should be arranged in four rows spaced on 45-degree centers and cover one-half of the circumference of the pipe. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 209 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 9-05.4 Steel Culvert Pipe and Pipe Arch (September 30, 2025, Renton GSP) Section 9-05.4 is revised as follows: Steel culvert pipe and pipe arch shall meet the requirements of AASHTO M 36, Type I and Type II. Welded seam aluminum coated (aluminized) corrugated steel pipe and pipe arch with metallized coating applied inside and out following welding is acceptable and shall be asphalt treatment coated. 9-05.7 Concrete Storm Sewer Pipe 9-05.7(2) Reinforced Concrete Storm Sewer Pipe (September 30, 2025, Renton GSP) Section 9-05.7(2) is replaced by the following: Reinforced Concrete Storm Sewer pipe shall conform to the requirements of ASTM C- 76 and shall be Class IV. Cement used in the manufacture of reinforced concrete pipe shall be Type II in conformance with ASTM C150. No admixture shall be used unless otherwise specified. 9-05.7(2)A Basis for Acceptance (September 30, 2025, Renton GSP) Section 9-05.7(2)A is supplemented by the following: All pipe shall be subject to (1) a three-edge-bearing strength (D-load) test in accordance with ASTM C76; and (2) a hydrostatic test of rubber gasket joints in accordance with ASTM C361 or AWWA C302 except test pressure shall be 5 psi. 9-05.7(3) Concrete Storm Sewer Pipe Joints (September 30, 2025, Renton GSP) Section 9-05.7(3) is replaced by the following: Joint assembly design shall be reinforced concrete bell and spigot type incorporating a fully retained single rubber gasket in accordance with ASTM C361 or AWWA C302. Rubber gasket material shall be neoprene. 9-05.7(4) Testing Concrete Storm Sewer Pipe Joints (September 30, 2025, Renton GSP) Section 9-05.7(2)A is supplemented by the following: Hydrostatic testing of rubber gasket joints shall be performed in accordance with ASTM C361 or AWWA C302 except test pressure shall be 5 psi. 9-05.9 Steel Spiral Rib Storm Sewer Pipe (September 30, 2025, Renton GSP) Section 9-05.9 is replaced with: The manufacturer of spiral rib storm sewer pipe shall furnish the Engineer a Manufacturer's Certificate of Compliance stating that the materials furnished comply in CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 210 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT all respects with these Specifications. The Engineer may require additional information or tests to be performed by the Contractor at no expense to the City. Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe ends cut perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly. Spiral rib pipe shall be fabricated either by using a continuous helical lock seam or a continuous helical welded seam paralleling the rib. Steel spiral rib storm sewer pipe shall be manufactured of metallic coated (aluminized or galvanized) corrugated steel and inspected in conformance with Section 9-05.4. The size, coating, and metal shall be as shown in the Plans or in the Specifications. For spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be essentially rectangular and shall be 3/4 inch plus two times the wall thickness (2t) plus or minus 1/8 inch (measured outside to outside) and a minimum of 0.95 inch high (measured as the minimum vertical distance from the outside of pipe wall immediately adjacent to the lockseam or stiffener to the top surface of rib). The maximum spacing of the ribs shall be 11.75 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be a minimum of 0.10 inch and a maximum of 0.17 inch. If the sheet between adjacent ribs does not contain a lockseam, a stiffener shall be included midway between ribs, having a nominal radius of 0.25 inch and a minimum height of 0.20 inch toward the outside of the pipe. Pipe shall be fabricated with ends that can be effectively jointed with coupling bands. When required, spiral rib or narrow pitch spiral rib pipe shall be bituminous treated or paved. The bituminous treatment for spiral rib pipe shall conform to the requirements of Sections 9-05.4(3) and 9-05.4(4). For narrow pitch spiral rib sewer pipe, the helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be .375 inch + 1/8 inch wide (measured outside to outside) and a minimum of .4375 inch high (measured as the minimum vertical distance of ribs shall be 4.80 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of + 10 percent. 9-05.12 PVC Pipe Add the following new section: 9-05.12(1) Solid Wall PVC Culvert Pipe, Solid Wall PVC Storm Sewer Pipe, and Solid Wall PVC Sanitary Sewer Pipe (September 30, 2025, Renton GSP) Section 9-05.12(1) is a supplemented by the folllowing: Gravity sewer pipe shall be as specified herein and as shown on the Plans. The Contractor shall provide one electronic copy of the pipe manufacturer’s technical literature including tables of dimensional tolerances to the Engineer. Any pipe found to have dimensional tolerances in excess of those prescribed or having defects, which prevent adequate joint seal or any other damage, shall be rejected. If requested by the Engineer, not less than three nor more than five lengths of pipe for each size, selected from stock by the Engineer, shall be tested as specified for maximum dimensional tolerance or the respective pipe. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 211 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT C900 shall meet the requirements of Section 9-30.1(5)A All pipe shall be clearly marked with type, class, and thickness. Lettering shall be legible and permanent under normal conditions of handling and storage. 9-05.13 Ductile Iron Sewer Pipe (September 30, 2025, Renton GSP) Section 9-05.13(1) is a new section: 9-05.13(1) Ductile Iron Pipe Casing Zinc coated ductile iron pipe for pipe casing shall be Class 50, coated with 200 g/m2 pure metallic zinc coating in accordance with ISO 8179-1, with a standard asphaltic topcoat in accordance with AWWA C-151. Pipe shall be marked with the word ‘zinc’ in addition to the markings required by AWWA C-151. Scratches in the coating that occur during shipping or installation shall be repaired with a zinc-rich touch-up paint in accordance with ISO 8179 as directed by the engineer. 9-05.14 ABS Composite Sewer Pipe (September 30, 2025, Renton GSP) Section 9-05.14 is deleted. 9-05.17 Aluminum Spiral Rib Storm Sewer Pipe (September 30, 2025, Renton GSP) Section 9-05.17 is replaced with: Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe ends cut perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly. Spiral rib pipe shall be fabricated by using a continuous helical lock seam with a seam gasket. For spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be 3/4 inch wide by 3/4 inch deep with a nominal spacing of 7-1/2 inches center to center. Pipe shall be fabricated with ends that can be effectively jointed with coupling bands. For narrow pitch spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be 0.375 inch + 1/8 inch wide (measured outside to outside) and a minimum spacing of ribs shall be 4.80 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of + 10 percent. For wide pitch spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be 3/4 inch + 1/8 inch wide (measured outside to outside) and a minimum of 0.95 inch high (measured as the minimum vertical distance from the outside of pipe wall to top surface of the rib). The maximum spacing of ribs shall be 11.75 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of + 10 percent. 9-05.20 Corrugated Polyethylene Storm Sewer Pipe, Couplings, and Fittings (September 30, 2025, Renton GSP) CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 212 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT Section 9-05.20 is replaced with the following: 9-05.20(1) Description Corrugated Polyethylene Pipe (CPEP) shall be corrugated high-density polyethylene pipe with smooth internal wall manufactured by Advanced Drainage Systems (ADS), or approved equivalent. 9-05.20(2) Pipe Material and Fabrication CPEP shall be in conformance with the latest version of ASTM F 667 or AASHTO M 294, Type S. 9-05.20(3) Fittings and Gaskets Fittings shall be gasketed PVC fittings. Gaskets shall conform to ASTM F 477. Fittings shall conform to ASTM F 1536 or ASTM D 3212. Fittings shall be manufactured by Nyloplast USA, Inc., or approved equivalent. 9-05.20(4) Installation Pipe and fittings shall be installed per the manufacturer's recommendations. Lubricate gasket and fitting socket with manufacturer-approved lubricant prior to pushing pipe into fitting. 9-05.23 High Density Polyethylene Piping (Dec 30, 2025, Renton GSP) Paragraphs 4 and 5 of Section 9-05.23 is replaced with the following: The joints shall be welded by butt fusion only, by operators who have successfully completed a butt fusion training course sponsored by the pipe manufacturer. A written copy of such training certification shall be provided to the Engineer. Butt fusion procedures shall meet the requirements of ASTM F2620 and the manufacturer’s recommendations. All field welds shall be made with fusion equipment equipped with a Data Logger, Temperature, fusion pressure, and a graphic representation of the fusion cycle shall be part of the Quality Control records. The joints shall be watertight and pressure testable to the requirements of ASTM D3212. Bead projections on the inside of the pipe shall be removed. All personnel directly involved with installing HDPE pipe shall receive training for handling and installing HDPE pipe in accordance with AWWA M-55. Pipe and fittings shall be carefully examined for cracks, gouges, cuts, discontinuities, or other defects immediately before installation and all defective pipe and fittings shall be removed. 9-05.52 Dense Foam (September 30, 2025, Renton GSP) Section 9-05.52 is a New Section as follows: Dense foam shall be Ethafoam HS 600 high density, polyethylene foam, as manufactured by Dow Chemical Company, or approved equivalent. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 213 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 9-08 PAINTS 9-08.9 Manhole Coating System Products (September 30, 2025, Renton GSP) Section 9-08.9 is a new section and subsection: 9-08.9(1) Coating Systems Specification A. High Solids Urethane Coating System: C1 Coating Material: High Solids Urethane Surfaces: Concrete Surface Preparation: In accordance with SSPC SP-7 (Sweep or brush off blast) Application: Shop/Field: The drying time between coats shall not exceed 24 hours in any case System Thickness: 6.0 mils dry film Coatings: Primer: One coat of Wasser MC-Aroshield high solids urethane (2.0 DFT) Finish: Two or more coats of Wasser MC-Aroshield (min. 4.0 DFT) Color: White 9-14 EROSION CONTROL AND ROADSIDE PLANTING 9-14.2 Topsoil (September 30, 2025, Renton GSP) 9-14.2(1) Topsoil Type A Section 9-14.2(1) is supplemented by adding the following: Topsoil Type A, as applicable per conditions below, shall be compost amended topsoil as described and contain 33-50% composted organic material by volume. Compost used for the topsoil amendment shall be sourced, incorporated, and mixed per the conditions in this section. 9-14.2(1)a Compost Procurement Contractor shall provide certificates, or sufficient documentation, to the City 2 weeks prior to ordering any compost products for approval by Engineer showing that the supplier sources meet the following criteria: 1. Produce compost products locally. 2. Are certified by the US Composting Council or an equivalent nationally recognized organization. 3. Produce compost products that are derived from the City’s solid waste programs and meet quality standards comparable to standards adopted by the Washington state Department of Transportation or adopted by rule by the Washington state Department of Ecology. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 214 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 9-14.2(1)b Topsoil A (Compost Amended Planting Soil) Topsoil Type A (Compost Amended Planting Soil) shall consist of 50 – 67% sand and/or sandy loam and 33 – 50% composted organic material by volume. Total organic matter shall be at least 5% by dry weight for areas where turf will be installed, and at least 10% by dry weight for all other landscape areas. Organic matter shall be determined by Loss-on- Ignition test. Acceptable tests include the most current version of ASTM D2974 “Test Methods for Moisture, Ash, and Organic Matter of Peat and Other Organic Soils,” and TMECC 05.07A “Loss-On-Ignition Organic Matter Method.” Compost-Amended Planting soil shall not contain any viable seeds or roots capable of sprouting any State-listed noxious weed, or invasive root-propagating plants including but not limited to horsetail, ivy, clematis, knotweed, Scot’s broom, reed canary grass, Himalayan blackberry, etc. Soil found to contain these prohibited viable plant materials shall be removed and replaced at the Contractor’s expense. 1. The soil shall meet the following requirements. a. The mixed soil shall meet the following gradation: Screen Size * Percent Passing 2 inch 100 1 inch 99-100 5/8” 90 – 100 1/4" 75-100 *Maximum particle length of 6 inches 2. Shall have a pH range between 5.5 and 8.5. The pH shall be determined by soil test. 3. Organic material shall consist of composted yard debris or organic waste material composted for a minimum of 3 months. Compost shall consist of 100% recycled content and meet all requirements for compost in Section 9-14.5(8) of the Standard Specifications. 4. Submit a certified laboratory analysis from an accredited soils testing laboratory indicating the Material source and compliance with all planting soil and compost specifications to the Engineer or project Ecologist for approval no less than seven (7) days before delivery to the Project Site. The analysis shall be with a sample size of no less than 2 pounds. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 215 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 5. Site specific soil testing (after placement of material) may be required for projects requiring more than 50 cubic yards of compost-amended planting soil A Contractor provided accredited laboratory approved by the Engineer shall make recommendations for amendments required for optimum growth at no cost to the owner. The Contractor will be allowed five (5) Working Days to complete the testing from the time of written notice given by the Engineer. 6. A sample of the compost amended planting soil shall be provided to the Engineer or project Ecologist in a 1-gallon re-closable bag at least seven (7) days prior to application. 9-14.2(1) Topsoil Type B (September 30, 2025, Renton GSP) Section 9-14.2(2) is supplemented with the following: Planting soil / topsoil shall consist of loose, moderately well-drained, friable soil of sandy loam texture, free of ice, snow, and rubbish with no admixture of refuse or material toxic to plant growth. Soil shall be reasonably free of stones, lumps, roots, and weeds or similar objects. Topsoil shall be fertile and free flowing (pulverized). Topsoil shall be Mycorrhizae inoculated. Topsoil shall meet the following parameters: Parameter Range pH: 6.7-7.5 Moisture Content: 25%-55% Soluble Salts: 2.5 mmhos/(dS) Coarse Sand: 50% max (by weight) Clay: 25% max (by weight) Silt: 15%max (by weight) Organic matter: 10%max (by weight) 9-14.2(4) Sandy Loam (September 30, 2025, Renton GSP) Section 9-14.2(4) is a new section: Sandy loam shall consist of soil having a maximum clay content of ten percent by weight. In addition, soil particles shall meet the following requirements for grading: Passing 1 inch sieve (square opening) ......... 100% Passing 1 mm sieve...................................... 80% minimum Passing 0.15 mm sieve................................. 15% maximum 9-14.7(4) Sod (September 30, 2025, Renton GSP) Section 9-14.7(4) is supplemented with the following: CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 216 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT Sod shall be nursery-grown (farm-grown) under climatic conditions similar to or hardier than those at the site. Sod shall have normal habit of growth and be healthy, vigorous and free of disease, insects, insect eggs and larvae. Sod material shall meet or exceed the specification of Federal, State and local laws requiring inspection for plant disease and insect control. Sod: Must be from a local grower and be established in growing sod in sandy loam soils.  Sod grown in heavy clay soils is not acceptable.  All required certifications apply for “approved equal”.  Sod shall contain 65% perennial turf-type ryegrass by weight and 35% hard fescue by weight. 9-23 CONCRETE CURING MATERIALS, BONDING AGENTS, AND ADMIXTURES 9-23.9 Fly Ash (RC) (September 30, 2025, Renton GSP) Section 9-23.9 is revised as follows: Fly ash shall not be used around water lines. 9-30 WATER DISTRIBUTION MATERIALS 9-30.1 Pipe (September 30, 2025, Renton GSP) Section 9-30.1 is supplemented as follows: All materials for water distribution and transmission shall be new and undamaged. Prior to ordering any pipe and fittings to be used in a potable water supply, the Contractor shall submit the material source as required by Section 1-06.1 of the Standard Specifications. All direct and indirect drinking water system components which come in contact with potable water shall have National Sanitation Foundation (NSF) certification. All pipe and fittings shall be clearly marked with the manufacturer’s name, type, class, and thickness as applicable and shall be marked on the component at the place of manufacture. Marking shall be legible and permanent under normal conditions of handling and storage. 9-30.1(1) Ductile Iron Pipe Section 9-30.1(1) is replaced as follows: 1. Ductile iron pipe shall be centrifugally cast in 18 or 20 foot nominal lengths and meet the requirements of AWWA C151. Ductile iron pipe shall have a double thick cement mortar lining and a 1-mil thick seal coat meeting the requirements of AWWA C104. Ductile iron pipe shall be minimum Standard Thickness Class 52 or the thickness class as shown in the Plans. Flanged ductile iron pipe shall be Class 53 per AWWA C115. 2. Non-restrained joint shall be rubber gasket, push-on type joint (Tyton) or mechanical joint (M.J.) conforming to AWWA C111, unless otherwise specified. 3. Restrained joints shall be as specified in Section 9-30.2(6). CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 217 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 4. Flanged joints shall conform to ANSI B16.1, class 125 drilling pattern, rated for 250 psi working pressure. Flanged ductile iron pipe shall be Class 53 per AWWA C 115. Thicker Classes are acceptable. The Contractor shall furnish certification from the manufacturer of the pipe and gasket being supplied that the inspection and all of the specified tests have been made and the results thereof comply with the requirements of the above referenced standards. 9-30.1(2) Polyethylene Encasement (September 30, 2025, Renton GSP) Section 9-30.1(2) is revised as follows: Polyethylene encasement (plastic film wrap, also referenced as “Polywrap” on Construction Plans) shall be eight mil (8-mil) polyethylene, tube type conforming to AWWA C105. All ductile iron pipes, fittings and valves shall be installed with a polyethylene encasement, tube-type and in black color. 9-30.1(3) Polyuethane Foam Pigs for Pipe Cleaning (September 30, 2025, Renton GSP) Section 9-30.1(3) is a new section Polyurethane foam pig, also referenced as “Poly-Pig”, shall be constructed of light density foam with a density of 1-2 lbs/cubic-foot. The rear end of the Poly-Pig shall be coated with urethane rubber having a hardness of 90A durometer. The Poly-Pig shall be cylindrical in shape with either a bullet-nose or squared-end configuration. 9-30.2 Fittings 9-30.2(1) Ductile Iron Pipe (September 30, 2025, Renton GSP) Section 9-30.2(1) is revised as follows: Fittings for ductile iron pipe shall be ductile iron conforming to AWWA C110, and AWWA C111 or AWWA C153 and shall be cement-lined conforming to AWWA C104. All water main fittings shall be ductile iron, short body, cement lined and for pressure rating of 350 psi for mechanical joint fittings and 250 psi for flange joint fittings, unless otherwise specified. Metal thickness and manufacturing process shall conform to applicable portions of ANSI/AWWA C110/A21.10. Mechanical joint, ductile iron, compact fittings 24 inches and less shall conform to ANSI A21.53 (AWWA C153). Flanged fittings, cast or ductile iron, shall conform to ANSI B16.1, class 125 drilling pattern. Ductile iron fittings include: tees, crosses, wyes, bends, adapters, sleeves, plugs, caps, offsets, reducers, and ells. Rubber gaskets for push-on joints (Tyton) or mechanical joint (M.J.) shall conform to ANSI A21.11 / AWWA C111. Gasket materials for flange joints shall be SBR, neoprene, Buna N, chlorinated butyl, or cloth-inserted rubber suitable for pressurized water service purposes. Type of connections shall be specified as push- on joint (Tyton), mechanical joint (M.J.), plain end (P.E.), flanged (FL), restrained joint (RJ) and threaded. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 218 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT Sleeves less than or equal to 12 inches in diameter shall be 12 inches minimum length and shall be mechanical joint. Sleeves greater than 12 inches in diameter shall be of the long body type and shall be 15 inches minimum length and shall be mechanical joint. Where ductile iron pipe is to be joined to existing cast iron pipe of the same nominal size and the outside diameter of the existing cast iron pipe is 0.05 inches or less from the outside diameter of the ductile iron pipe being joined, the pipe shall be joined with a mechanical joint sleeve. Where ductile iron pipe is to be joined to existing cast iron pipe of the same nominal size and the outside diameter of the existing cast iron pipe conforms to AWWA 1908 classifications A, B, C, D, or F, the pipe shall be joined with a transition coupling having a single-piece casting. Threaded pipe and flanges combinations shall not be used. Bolts and nuts for all fittings and valves with mechanical-joint end(s) shall be Cor-ten (low alloy steel) conforming to ANSI/AWWA C110/A21.10 or stainless steel. Bolts and nuts for all pipe, fittings, and valves with flanged end(s) shall be stainless steel and shall conform in size and length with ANSI/AWWA C111/A21.11. Stainless steel bolts shall meet the requirements of ASTM F593, Group 2. Shackle rods shall be Cor-ten or stainless steel all thread 316SS. Stainless steel nuts and bolts shall be type 316SS. Contractor shall provide Manufacturer’s Certificate of Compliance in accordance with Section 1-06.3 Manufacturer’s Certificate of Compliance of the Standards Specifications for all fittings and bolts to be used. 9-30.2(2) Galvanized Iron Pipe (September 30, 2025, Renton GSP) Section 9-30.2(2) is a new section as follows: Where galvanized iron pipe is specified, the pipe shall be standard weight, Schedule 80, steel pipe per Standard Specifications for black and hot-dipped, zinc coated (galvanized) welded and seamless steel pipe for ordinary uses (ASTM A-120). Fittings shall be screwed malleable iron galvanized per ANSI B16.3. 9-30.2(3) Steel Casing Pipe (September 30, 2025, Renton GSP) Section 9-30.2(3) is a new section as follows: Steel casing shall be black steel pipe conforming to ASTM A 53. Before installation, coat casing exterior with shop-applied anticorrosive coating conforming to AWWA C210. Minimum coating thickness shall be 16 mils dry film thickness (DFT); however, thickness shall not exceed manufacturer’s recommended thickness. Coating type shall be a polyamide epoxy-coal tar equal to Tnemec Hi-Build Theme-Tar, Series 46H-413. Casing wall thickness shall be 0.250 inch for casings 24 inches or less in diameter and 0.375 inch for casings over 24 inches in diameter. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 219 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT Carrier pipe for water main shall be Restrained Joint Ductile Iron, Class 52. 9-30.2(4) Steel Pipe 9-30.2(4)C Spacers and Seals for Steel Casing Pipe (September 30, 2025, Renton GSP) Section 9-30.2(4)C is a new section as follows: Casing spacers shall be “centered positioning” type bands at least 12 inch in width, and shall be either stainless steel or heavy duty fusion bonded epoxy coated steel. Runners shall be 2-inch wide glass reinforced plastic securely bonded to the spacer, and shall be aligned on the spacer along the axis of insertion of the water main into the casing pipe. Runner length shall approximate the width of the spacer. Securing the spacer to the water main shall be in accordance with the manufacturer’s instruction. The height of the risers and runners combined shall be sufficient to keep the carrier pipe bell, couplings, or fittings at least 0.75 inch from the casing pipe wall at all times and provide at least 1-inch clearance between the runners and the top of the casing wall, to prevent jamming during installation. Acceptable spacers and end seals manufacturers are Pipeline Seal and Insulator model S12G-2 for stainless steel and model C12G-2, C8G-2 for fusion-bonded and coated steel, Cascade Waterworks Mfg. Co., Advance Products & Systems, Inc., or approved alternate. 9-30.2(6) Restrained-Joint Pipe and Restrained-Joint Fittings (September 30, 2025, Renton GSP) Section 9-30.2(6), with title change, is revised as follows: Restrained joints (RJ) for ductile iron pipe where required on the plans, shall be flexible after assembly and be able to be disassembled. Restrained joints shall meet the following criteria: 1. The restrained joint shall have a positive metal to metal contact locking system without the use of gripping teeth. Gaskets for push-on joint pipe with integrally molded steel or metal teeth or locking segments shall not be allowed as substitutes for restrained-joint pipes. 2. The joint restraint system for the pipe shall be boltless. Mechanically jointed pipes with wedge restraint glands and shackle rods shall not be substituted for restrained joint pipe. Restrained-joint ductile iron fittings, where required on plans, shall consist of mechanical-joint end fittings with wedge restraint follower glands. Wedge restraint glands shall conform to AWWA C111, ASTM A 536-80 Grade 65-42-12. All bolts and wedges shall be ductile iron. Wedge shall be heat-treated to a minimum 370 BHN. Wedge restraint glands shall be rated for 350 psi for pipe 12 inch in diameter or smaller. 9-30.2(7) Bolted, Sleeve-Type Couplings for Plain End Pipe (September 30, 2025, Renton GSP) CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 220 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT Section 9-30.2(7) is revised as follows: Transition couplings, reducing couplings, transition reducing couplings, sleeves, flexible couplings for water main shall be compression type by pipe manufacturer: Romac or Ford or approved alternate. Bolts and nuts shall be high strength, low alloy steel, corrosion resistant per AWWA C219. Stainless steel bolts require anti-seize compound. Heavy hex nuts shall be used. The long body pattern with a minimum center ring or center sleeve length of 12- inches for pipe less than 12 inches in diameter and equal to or greater than the pipe diameter for pipe greater than 12 inches in diameter. Solid sleeves (greater than 12 inch diameter) shall be a 15 inch minimum length. 9-30.3 Valves (September 30, 2025, Renton GSP) Section 9-30.3 is supplemented as follows: Valves shall be a standard pattern of a manufacturer whose products are approved by the Engineer and shall have the name or mark of the manufacturer, year valve casting was made, size and working pressure plainly cast in raided and legible letters on the valve body. All valves shall be NSF approved and valve bodies shall be ductile iron. All valves shall be stamped with “NSF APPROVED” and “DI.” Where a valve is required to operate in a higher pressure environment than the Class of valve specified in Section 9-30.3, the class of valve shall be as specified in the Contract. All bolts on the body of valves shall be stainless steel. 9-30.3(1) Gate Valves (3 to 16 inches) (September 30, 2025, Renton GSP) Section 9-30.3(1) is supplemented as follows: All valve material shall be new and undamaged. Unless otherwise approved by the Engineer, the same manufacturer of each item shall be used throughout the work. All gate valves shall be ductile iron body, bronze mounted, resilient seat, non-rising stem, and shall be equipped with a standard two (2) inch square operating nut and O-ring stem seals. Valves shall open counterclockwise when viewed from above. Valves shall be designed for a minimum water operating pressure of 200 psi. All exterior valve body bolting shall be type 304 stainless steel and shall be provided with hexagonal heads, with dimension to conform with ANSI B18.2.1. Resilient seated gate valves shall be manufactured to meet or exceed the requirements of AWWA C509 and C515 latest revisions. Valve ends shall be mechanical joints, flanged joints or mechanical by flanged joints as shown on the project plans. All valves with mechanical-end(s) shall have wedge-type restrained follower glands. All gate valves shall include an 8" x 24" cast iron gate valve box and extensions, as required. A valve stem extension is required where the valve operating nut is more than 3 feet below CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 221 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT finished grade. Valve stem extensions are to be a minimum of 1 foot with only one extension per valve and shall be installed in accordance to the City of Renton standard plans. Gate valves sizes 16 inches and less shall be manufactured by Clow, M & H/Kennedy, American Flow Control (ACIPCo), Pratt/Mueller, US Metroseal or approved equal. Approval of valves other than models specified shall be obtained prior to bid opening. 9-30.3(3) Butterfly Valves (September 30, 2025, Renton GSP) Section 9-30.3(3) is supplemented as follows: The valve shall be short-body type and shall have flanged ends. Flanged ends shall be sized and drilled in conformance with ANSI B16.1 Class 125. Valve shall be suitable for direct bury and shall have a stem extension with AWWA 2-inch square operating nut and suitable valve box. All butterfly valves bodies and discs shall be ductile iron. The butterfly valves shall be manufactured by Henry Pratt Company, Mueller, DeZurick, Mosser Valve Division of Olsen Technologies, Dresser 450, Pratt Groundhog, or approved alternate. 9-30.3(4) Valve Boxes (September 30, 2025, Renton GSP) Section 9-30.3(4) is revised as follows: Valve boxes shall be installed on all buried valves. The box and lid shall be cast iron, 2-piece slip type with cast iron extension as necessary, conforming to the City of Renton latest standard plans. The cover shall have the word “WATER” cast in it and shall have cast-iron “ears” installed in the direction of the main. Valve box extension pieces shall be provided for valves with groundcover in excess of the depth of the standard valve box. Acceptable manufacturers of valves boxes and covers are Olympic Foundry, Inc., EJCO, Rich (Varnish Casting Corp.) The Contractor shall provide an affidavit of compliance stating that the valve furnished fully complies with AWWA C504. 9-30.3(5) Valve Marker Posts (September 30, 2025, Renton GSP) Section 9-30.3(5) is revised as follows: Valve markers shall be Carsonite composite utility marker 0.375"x 6'-0", or approved alternate, with blue label "water”. The valve markers shall be installed in conformance with the City of Renton Standard Plans. 9-30.3(6) Valve Stem Extensions (September 30, 2025, Renton GSP) Section 9-30.3(6) is revised as follows: Valve stem extensions shall have a 2-inch square operating nut and self-centering rockplate. A valve stem extension is required where the valve operating nut is more CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 222 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT than 3 feet below finished grade. Valve stem extensions are to be a minimum of 1 foot with only one extension per valve in shall be installed in accordance to the City of Renton standard plans. 9-30.3(7) Combination Air Release/Air Vacuum Valves (September 30, 2025, Renton GSP) Section 9-30.3(7) is supplemented as follows: Combination air release/air vacuum valves shall comply with the requirements of ANSI/AWWA C512. Air and vacuum release valves shall be APCO No. 143C- Valve and Primer Corp, "Heavy-Duty," combination air release valve, Val-Matic No. 201C, Crispin UL10 or approved alternate. Installation shall be per the City of Renton Standard Plans, latest revision. Piping and fitting shall be copper or brass. Location of the air release valve as show on the plans is approximate. The installation shall be set at the actual high point of the line. 9-30.3(8) Tapping Sleeve and Valve Assembly (September 30, 2025, Renton GSP) Section 9-30.3(8) is supplemented as follows: Tapping tees shall be cast iron, ductile iron, or epoxy coated steel with full circle seal. Bolt and nuts shall be Cor-Ten or stainless steel. 9-30.3(9) Blow-Off Assembly (September 30, 2025, Renton GSP) Section 9-30.3(9) is a new section: Installation of blow-off assembly shall be per City of Renton Standard Details, latest revision. Pipe and fittings shall be galvanized. Blow-off assembly shall be installed at location(s) shown on the plans. Temporary blow-off assembly on new dead-end water main shall be installed at location shown on the plans. Temporary blow-off assemblies for testing and flushing of the new water mains will not be included under this item and shall be considered incidental to the contract and no additional payment shall be made. 9-30.5 Hydrants (September 30, 2025, Renton GSP) Section 9-30.5 is revised as follows: Fire hydrants shall conform to AWWA C502 and shall be of standard manufacture and of a pattern approved by the City of Renton. The name or mark of the manufacturer, size of the valve opening and year made shall be plainly cast in raised letters on the hydrant barrel to be visible after the hydrant is installed. Hydrants of the following manufacture and pattern have been approved by the City of Renton. Clow Medallion, M&H 929, Mueller Centurion Model A-423, Waterous Pacer, American Darling Model B-62B, Kennedy K81D Guardian, East Jordan WaterMaster 5CD250. CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 223 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT 9-30.5(1) End Connections (September 30, 2025, Renton GSP) Section 9-30.5(1) is revised as follows: Hydrant end connections shall be mechanical joint connection unless otherwise specified in the description of the bid of proposal. 9-30.5(2) Hydrant Dimensions (September 30, 2025, Renton GSP) Section 9-30.5(2) is revised as follows: Fire hydrants shall have a main valve opening with minimum diameter of 5-1/4 inches, “O” ring stem seal, two 2-1/2-inch National Standard Thread (N.S.T.) hose nozzle connections, one 4-inch pumper port connection with City of Seattle standard threads and with a 4.875” Seattle thread x 5” Storz adapter attached with a 1/8” stainless steel cable. The shoe connection and hydrant connection inside pipe size and auxiliary gate valve shall be 6 inches, mechanical joint with lugs. The operating nut and port cap nuts are 1-1/4-inch pentagonal. The hydrant curb stand section of the hydrant that is above ground including all exposed surfaces of the breakaway flange shall be painted with 2 field coats of paint Kelly-Moore Luxlite or approved alternate in Safety Yellow color. Fire hydrants shall be installed per City of Renton Standard Details for fire hydrants, latest revisions. 9-30.5(4) Hydrant Restraints (September 30, 2025, Renton GSP) Section 9-30.5(5) is revised as follows: Hydrant restraint system shall be two 3/4-inch diameter Cor-Ten steel shackle rods with a poured in place concrete thrust block behind the hydrant shoe. If a wedge restraint system is used in lieu of shackle rods, mechanical joint pipe shall be used. Hydrants shall be provided with a breakaway flange assembly and be equipped with breaking devices at the sidewalk. If a restrained-joint pipe system is used, it shall meet the requirements of Section 9-30.2(6). 9-30.6 Water Service Connections (2 inches and Smaller) 9-30.6(1) Saddles (September 30, 2025, Renton GSP) Section 9-30.6(1) is revised as follows: Saddles shall not be used on new ductile iron water main for water service connections 2- inches in diameter and smaller. 9-30.6(2) Corporation Stops (September 30, 2025, Renton GSP) Section 9-30.6(2) is revised as follows: CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 224 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT Corporation stops shall be made of bronze or brass alloy. Corporation stops shall be for direct tapping only and shall have AWWA tapered thread inlet and outlet connection compatible with copper tubing. 9-30.6(3) Service Pipes 9-30.6(3)B Polyethylene Pipe (September 30, 2025, Renton GSP) Section 9-30.6(3)B is revised as follows: Polyethylene pipe shall not be used. 9-30.6(3)C PEX-a Tubing (September 30, 2025, Renton GSP) Section 9-30.6(3)C is revised as follows: PEX-a tubing shall not be used. 9-30.6(4) Service Fittings (September 30, 2025, Renton GSP) Section 9-30.6(4) is revised as follows: Fittings used for copper tubing shall be compression type with gripper ring. 9-30.6(5) Meter Setters (September 30, 2025, Renton GSP) Section 9-30.6(5) is supplemented as follows: Meter setters shall be installed per the City of Renton Standard Plans, latest revision. 9-30.6(7) Meter Boxes (September 30, 2025, Renton GSP) Supplement Section 9-30.6(7) has been supplemented as follows: Meter boxes shall be installed per the City of Renton Standard Plans, latest revision. END OF DIVISION 9 CITY OF RENTON 20 PROJECT SPECIAL PROVISIONS 225 PRV STATION 1 APRIL 2026 REHABILITATION PROJECT This page is intentionally left blank. PRV STATIONS 1 & 16 MARCH 2026 REHABILITATION PROJECT City of Renton Public Works Department Contract Documents for PRV Station 1 Rehabilitation Project CAG-26-096 STANDARD PLANS CAG-26-096 NOTES: 1.MINIMUM BEARING AREA MUST BE ADJUSTED FOR PIPE SIZE, PRESSURE, AND SOIL CONDITIONS. 2.FITTINGS SHALL BE POLYWRAPPED PRIOR TO POURING CONCRETE BLOCKING. 3.CONCRETE BLOCKING SHALL BE CAST IN PLACE AND SHALL HAVE A MINIMUM OF 0.25 SF BEARING AREA AGAINST THE FITTING. 4.CONCRETE BLOCKING SHALL BEAR AGAINST FITTINGS ONLY AND SHALL BE CLEAR OF JOINTS TO PERMIT TAKING UP OR DISMANTLING JOINT. 5.CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO WITHSTAND FULL HYDROSTATIC TEST PRESSURE AS WELL AS TO CONTINUOUSLY WITHSTAND OPERATING PRESSURE UNDER ALL CONDITIONS OF SERVICE. 6.ALL CONCRETE SHALL BE MECHANICALLY MIXED. JOB SITE MIXING, HAND-MIXED CONCRETE, AND MOBILE CONCRETE MIXERS ARE NOT ALLOWED. 7.IN MUCK OR PEAT, ALL THRUSTS SHALL BE RESTRAINED BY PILES OR TIE RODS TO SOLID FOUNDATION OR MUCK OR PEAT SHALL BE REMOVED AND REPLACED WITH BALLAST OF SUFFICIENT STABILITY TO RESIST THRUST. 8.CONCRETE BLOCKING SHALL BE LEFT OPEN OR SHEETED FOR MINIMUM 24 HOURS. MINIMUM BEARING AREA AGAINST UNDISTURBED SOIL (SF) * PIPE SIZE PRESSURE PSI) 4" 200 300 2/(1) 3/(2) 1/(NONE ) 2/(2) 1/(NONE ) 2/(1) NONE 1/(1) NONE NONE 6" 200 300 4/(3) 6/(4) 3/(2) 4/(3) 3/(1) 3/(2) 1/(1) 2/(1) 1/(NONE ) 1/(NONE ) 8" 200 300 7/(5) 11/(8) 5/(3) 8/(5) 4/(3) 6/(4) 2/(2) 3/(2) 1/(1) 2/(1) 10" 200 275 11/(8) 16/(11) 8/(6) 11/(7) 6/(4) 9/(6) 3/(2) 5/(3) 2/(1) 3/(2) 12" 200 250 16/(11) 24/(16) 11/(8) 17/(11) 9/(6) 13/(9) 5/(3) 7/(5) 3/(2) 4/(3) 14" 200 250 22/(13) 33/(22) 16/(11) 23/(16) 12/(8) 18/(12) 6/(4) 9/(6) 3/(2) 5/(3) 16" 200 225 29/(19) 32/(21) 21/(14) 23/(16) 16/(11) 17/(12) 8/(6) 9/(6) 5/(3) 5/(3) 18"200 36/(24)26/(17)20/(13)10/(7)5/(4) 20"200 45/(29)32/(21)24/(16)13/(8)7/(4) 24"200 64/(43)46/(30)35/(23)18/(12)9/(6) VALUES BASED ON SAFE BEARING LOAD OF 2,000/(3,000) PSF SOIL TYPE SAFE BEARING LOAD (PSF) MUCK OR PEAT 0 SOFT CLAY 1,000 SAND 2,000 SAND AND GRAVEL 3,000 CEMENTED WITH CLAY 4,000 HARD SHALE 10,000 E B D A C B A B C D E 11 1 4° BEND 22 1 2° BEND 45° BEND90° BEND CAP / PLUG TEE PUBLIC WORKS DEPARTMENT APPROVED: DATEMartinPastucha Public Works Administrator CONCRETE BLOCKING FOR HORIZONTAL FITTINGS STD. PLAN - 330.1 6/28/2023 CL A HYDRANT COMPRESSION TYPE HYDRANT (SEE APPROVED MATERIALS LIST) WITH 6" MJ INLET WITH LUGS, 5 1 4" MVO, 1 1 4" PENTAGON OPERATING NUT, TWO (2) 2 1 2" NST HOSE NOZZLES, AND 4.875" SST PUMPER NOZZLE EQUIPPED WITH 5" STORZ ADAPTER AND 1/8" STAINLESS STEEL CABLE, WITH EXTENSION IF NECESSARY. TEE MAIN LINE TEE WITH 6" FLANGE SIDE OUTLET VALVE 6" GATE VALVE (FLxMJ) VALVE BOX VALVE BOX AND LID PER STD PLAN 330.7 PIPE CLASS 52 DI, LENGTH TO FIT JOINT RESTRAINT MECHANICAL JOINT RESTRAINT WITH CONCRETE BLOCKING OR (2) 3/4" CORTEN STEEL TIE RODS GRAVEL 1 1 4" WASHED DRAIN ROCK, MINIMUM 1' ABOVE BOOT FLANGE WITH 8-MIL POLYETHYLENE SHEETING AROUND TOP AND SIDES OF GRAVEL CONCRETE BLOCK MINIMUM 16"x8"x4" CONCRETE BLOCKS UNDER FIRE HYDRANT AND GATE VALVE BLOCKING CONCRETE BLOCKING PER STD PLAN 330.1 SHEAR BLOCK 4'x4'x6" CONCRETE SHEAR BLOCK AROUND FIRE HYDRANT, SEE STANDARD DETAIL 310.2 PAVEMENT MARKER BLUE REFLECTIVE PAVEMENT MARKER PER STD PLAN 310.3 BE K MAIN ROADWAY OR NEARESTLANE CHANNELIZATION1'MIN A1' MIN 4" 4" MINIMUM F MATERIALS NOTES:1.FIRE HYDRANT TO BE PAINTED WITH TWO COATS OF SAFETY YELLOW DTM ACRYLIC GLOSS OR ENAMEL PAINT.2.PUMPER NOZZLE TO FACE ROADWAY OR AS DIRECTED BY RRFA.3.A MINIMUM 3' RADIUS UNOBSTRUCTED WORKING AREA SHALL BE PROVIDED AROUND THE OUTSIDE OF THE HYDRANT. H H J G D C I B C D E F G H I J K F PUBLICWORKS DEPARTMENT APPROVED:DATEMartin Pastucha Public Works Administrator FIRE HYDRANT ASSEMBLY STD. PLAN - 310. AND TESTING CONNECTION 8'± TEMPORARY BLOCKING EXISTING WATER MAIN POLYPIG STATION PER STD PLAN 300.7 1) VERTICAL CROSS (MJxFL) 1) BLIND FLANGE ON TOP WITH 2" TAP AND 2" PLUG 1) BLIND FLANGE ON BOTTOM 1) PLUG (MJ) WITH 2" TAP AND TEMPORARY BLOW-OFF ASSEMBLY WITH TEMPORARY THRUST BLOCKING CONNECTION TO EXISTING MAIN (BY CITY APPROVED WET TAP CONTRACTOR) 1) TAPPING TEE (FL) PER STD PLAN 300.6 1) TAPPING GATE VALVE (FLxMJ) 1) PLUG (MJ) WITH 2" TAP AND TEMPORARY BLOW-OFF ASSEMBLY WITH CONCRETE THRUST BLOCKING PER STD PLAN 330.1 FINAL CONNECTION NEW DI WATER MAIN UPON COMPLETION OF POLYPIGGING, HYDROSTATIC TESTING, AND DISINFECTION, REMOVE TEMPORARY THRUST BLOCKING AND TEMPORARY BLOW-OFF ASSEMBLIES FINAL CONNECTION (BY CITY FORCES) 2) DI SPOOLS 1) LONG BODY DI SLEEVE (MJ) NEW DI WATER MAIN 3 x ID MIN NOTES: 1.ALL CONNECTIONS TO EXISTING WATER MAINS WILL BE CONDUCTED BY CITY FORCES AS SPECIFIED IN SECTION 5-14.2 OF THE CITY OF RENTON WATER UTILITY CONSTRUCTION STANDARDS 2.LONG BODY DI SLEEVE FOR CONNECTION FROM DI TO DI PIPE AND FROM DI TO CI PIPE WITH SAME OUTSIDE DIAMETER PUBLIC WORKS DEPARTMENT APPROVED: DATEMartinPastucha Public Works Administrator CONNECTION TO WATER MAIN TAPPING TEE AND VALVE STD. PLAN - 300.5 6/28/2023 NOTES: 1.WET TAPPING OF EXISTING WATER MAINS SHALL BE PERFORMED BY A CITY APPROVED WET TAP CONTRACTOR (SPEER TAPS, INC., LEGACY TAPPING, INC. OR OTHER FIRM APPROVED BY CITY ENGINEER). 2.CONTRACTOR SHALL POTHOLE AND VERIFY THE HORIZONTAL AND VERTICAL ALIGNMENT OF EXISTING WATER MAIN AND SHALL LAY THE NEW WATER MAIN TO MATCH. 3.TAPPING TEE SHALL BE STAINLESS STEEL OR STEEL WITH FULL CIRCLE SEAL WITH CORTEN OR STAINLESS STEEL NUTS AND BOLTS. 4.ALL TEES AND VALVES SHALL BE WATER TESTED BEFORE TAPPING OR ASSEMBLY SEALS SHALL BE TESTED VIA AIR PRESSURE AFTER THE TAPPING SLEEVE IS INSTALLED TO THE MAIN AND THE TAPPING VALVE IS INSTALLED. 5.TAPPING TEES MAY BE SIZE-ON-SIZE, PROVIDED THE SHELL CUTTER DIAMETER IS AT LEAST 2" SMALLER THAN THE EXISTING MAIN DIAMETER. 6.TAPPING TEES SHALL NOT BE INSTALLED ON STEEL OR ASBESTOS CEMENT WATER MAINS. COMPACTED BEDDING GRAVEL PER SECTION 9-03.12(3) OF THE WSDOT STANDARD SPECIFICATIONS CONCRETE SUPPORT BLOCKS CONCRETE BLOCKING PER STD PLAN 330.1 MAIN NEW WATER MAIN ELEVATION PUBLIC WORKS DEPARTMENT APPROVED: DATEMartinPastucha Public Works Administrator TAPPING TEE STD. PLAN - 300.6 6/28/2023 NOTES: 1.NO CHANGE IN PIPE DIRECTION OR DIAMETER SHALL OCCUR WITHIN 36' OF THE VERTICAL BEND. BENDS, TEES, REDUCERS, ETC. BEYOND THE 36' LIMIT MAY BE RESTRAINED BY STANDARD CONCRETE BLOCKING PER STD PLANS 330.1 AND 330.2. 2.FITTINGS SHALL BE POLYWRAPPED AFTER INSTALLATION OF PIPE CLAMPS AND ANCHOR RODS PRIOR TO POURING CONCRETE BLOCKING. 3.PIPE CLAMPS AND ANCHOR RODS SHALL BE INSTALLED PER STD PLAN 330.4. 4.JOINT RESTRAINT SHALL BE MEGALUG SERIES 1100 OR EQUAL. 5.WATER MAIN SHALL NOT BE PRESSURIZED UNTIL ALL TRENCHING WITHIN 100' OF VERTICAL BEND IS BACKFILLED AND COMPACTED TO MINIMUM 3' COVER. 6.90° VERTICAL BENDS SHALL ONLY BE INSTALLED WHERE GIVEN PRIOR APPROVAL BY THE CITY. 7.ALL CONCRETE SHALL BE MECHANICALLY MIXED. JOB SITE MIXING, HAND-MIXED CONCRETE, AND MOBILE CONCRETE MIXERS ARE NOT ALLOWED. 8.BACKFILL TRENCH BEYOND 90° VERTICAL BLOCK WITH CRUSHED SURFACING TOP COURSE MATERIAL COMPACTED TO 95% MDD. CRUSHED BACKFILL SHALL EXTEND 20' BEYOND BLOCK OR TO FIRM BEARING TRENCH WALL, WHICHEVER IS LESS. 9.CONCRETE BLOCKING SHALL BE LEFT OPEN OR SHEETED FOR MINIMUM 24 HOURS. MINIMUM DIMENSIONS PIPE SIZE BEND VOLUME CF)A D *L 4" 11 1 4° BLOCKING NOTREQUIRED221 2° 45° 90°16 2.5'3 4"2.0' 6" 11 1 4° BLOCKING NOT REQUIRED 22 1 2° 45°13 2.3'3 4"2.0' 90°43 3.5'3 4"2.0' 8" 11 1 4° BLOCKING NOT REQUIRED 22 1 2° 45°33 3.2'3 4"2.0' 90°86 4.4'3 4"2.0' 10" 11 1 4°BLOCKING NOT REQUIRED 22 1 2°13 2.3'3 4"2.0' 45°64 4.0'3 4"2.0' 90°141 5.2'1"3.5' 12" 11 1 4°BLOCKING NOT REQUIRED 22 1 2°20 2.7'3 4"2.0' 45°111 4.8'3 4"2.0' 90°206 5.9'1 1 8"4.0' D = ANCHOR ROD DIAMETER MINIMUM DIMENSIONS BASED ON FOLLOWING CONDITIONS: PIPE RESTRAINED MINIMUM 36' ON EACH SIDE OF BEND SAFE BEARING LOAD = 1,000 SF CONCRETE STRENGTH = 3,000 PSI CONCRETE WEIGHT = 150 PCF HYDROSTATIC PRESSURE = 200 PSI TRENCH = TYPE 2 FLAT BOTTOM TRENCH WITH LIGHTLY CONSOLIDATED BACKFILL PER ANSI/AWWA C150/A21.50 FACTOR OF SAFETY = 1.5 SOIL FRICTIONAL RESISTANCE BASED ON COHESIVE GRANULAR SOIL (GC+SC), SAND, GRAVEL, CLAY MIXTURE CONCRETE BLOCKING DESIGN MUST BE ADJUSTED FOR VARIANCES IN ANY OF THESE CONDITIONS. 45° BEND L L A A A A L L 11 1 4° AND 22 1 2 ° BENDS PIPE CLAMP AND ANCHOR ROD PIPE CLAMP AND ANCHOR ROD A A L L 90° BEND PIPE CLAMP AND ANCHOR ROD PUBLIC WORKS DEPARTMENT APPROVED: DATEMartinPastucha Public Works Administrator CONCRETE BLOCKING FOR VERTICAL FITTINGS WITH RESTRAINED JOINTS STD. PLAN - 330.3 6/28/2023 VALVE OPERATING NUT EXTENSION VALVE MARKER POST SECTION A-A AA VALVE BOX AND LID NOTES: 1.EXTENSIONS ARE REQUIRED WHEN VALVE NUT IS MORE THAN 3' BELOW FINISHED GRADE. EXTENSIONS ARE TO BE A MINIMUM OF 1' LONG. ONLY ONE EXTENSION TO BE USED PER VALVE. 2.ALL EXTENSIONS ARE TO BE MADE OF STEEL, SIZED AS NOTED, WITH ANTICORROSION COATING CONFORMING TO AWWA C210 NOTES: 1.VALVE MARKER POST TO BE USED FOR ALL MAIN LINE VALVES OUTSIDE PAVED AREAS. 2.DISTANCE TO VALVE SHALL BE NEATLY STENCILED ON THE POST WITH 2" NUMERALS. MAIN 3" MIN VALVE BOX TWO-PIECE VALVE BOX WITH REGULAR BASE SECTION TO FIT AND STANDARD 8" TOP SECTION, OLYMPIC FOUNDRY INC 940 OR RICH #045 (NON-LOCKING) VALVE BOX LID COVER TO MATCH VALVE BOX MANUFACTURER, TO READ "WATER", WITH EARS IN DIRECTION OF WATER MAIN HMA COLLAR 8" THICK HMA FOR VALVE IN PAVED AREA OR 3'x3'x6" CONCRETE PAD IN UNPAVED AREA OPERATING NUT EXTENSION SEE DETAIL, THIS SHEET MARKER POST WHITE MARKER POST WITH ANCHOR BARB AND BLUE LABEL TO READ WATER", CARSONITE UTILITY MARKER CRM3-066-08 OR EQUAL A B C D E MATERIALS 3 3 4" 62" 34" 24" 12" 8" TO 12" 2" SQUARE OPERATING NUT 4 1 4" DIAMETER 1 8" MIN THICKNESS 1" DIAMETER STEEL, LENGTH AS REQUIRED 1 8" MIN THICKNESS 2 1 4" INSIDE MEASUREMENT 2 1 4" DEPTH D A C B E PUBLIC WORKS DEPARTMENT APPROVED: DATEMartinPastucha Public Works Administrator VALVE BOX, OPERATING NUT EXTENSION, AND MARKER POST STD. PLAN - 330.7 6/28/2023 PROFILE 24" MIN 6" MIN WALL FLANGE MIDSPAN PIPE RESTRAINT, EBAA IRON SERIES 1100SDB MEGALUG OR EQUAL, WRAP WITH POLYETHYLENE ENCASEMENT PRIOR TO PLACEMENT OF CONCRETE BLOCKING BLOCKING CONCRETE THRUST BLOCKING, CAST-IN-PLACE CONCRETE (MINIMUM 3,000 PSI), TO BE SIZED BY DESIGN ENGINEER (MINIMUM 24"x24"x6") PIPE PENETRATION CORE DRILL (O.D. +2") VAULT IF KNOCKOUTS ARE NOT PROVIDED, SEAL PIPE PENETRATION WITH WATER-TIGHT GROUT GRAVEL FOUNDATION GRAVEL PER WSDOT STANDARD SPECIFICATIONS, 12" MINIMUM ALL DIRECTIONS A MATERIALS B C D D B A C PUBLIC WORKS DEPARTMENT APPROVED: DATEMartinPastucha Public Works Administrator CONCRETE BLOCKING ADJACENT TO VAULT STD. PLAN - 370.4 6/28/2023 12" (TYP.) PLAN PROFILE HINGE HINGE FIRST STEP 8" TO 12" BELOW TOP OF COVER CONCRETE MECHANICAL ANCHOR BOLT, GALVANIZED OR STAINLESS STEEL (TYP.) SIDE RAIL AND BRACKET 11 2" x 1 4" GALVANIZED STEEL (TYP.) RUNG, NO. 8 DEFORMED REINFORCING BAR CONFORMING TO ASTM A615 4" MIN PVC DRAIN TO DAYLIGHT OR STORM DRAIN SYSTEM, WIRE MESH RODENT SCREEN OVER DRAIN NOTES: 1.VAULTS SHALL ONLY BE INSTALLED IN SHOULDERS, SIDEWALKS, OR LANDSCAPED AREAS. VAULTS SHALL NOT BE INSTALLED IN AREAS WITH VEHICULAR TRAFFIC. VAULT COVER SHALL READ "WATER". 2.LADDER TO BE SECURED TO VAULT WALL AT THREE LOCATIONS: TOP, MIDDLE, AND BOTTOM. 3.ALL LADDER PARTS TO BE GALVANIZED CONFORMING TO ASTM A123. 4.ACCESS HATCH SHALL BE LOCKING ALUMINUM DOUBLE DOORS, LW PRODUCTS CO. MODEL HHD-1C OR HHD-2D AS REQUIRED, RATED FOR H-30 LOADING WITH A SLIP RESISTANT TREATMENT AS FOLLOWS: THERMION, SAFTRAX TH604 GRADE #2 MODERATE TEXTURE SLIPNOT, GRIP PLATE GRADE 2 (MEDIUM) STEEL HARSCO IKG, MEBAC #1 GRATING PACIFIC, ALGRIP SLIP-RESISTANT FLOOR PLATE 5.HATCHES SHALL INCLUDE RECESSED PADLOCK HASP SIZED FOR CITY OF RENTON WATER UTILITY PADLOCKS (CONTACT LW PRODUCTS). 6.LADDER-UP ATTACHMENT REQUIRED ON ALL VAULT LADDERS, BILCO LADDERUP TYPE LU-2. 3" MIN 16" 1" MAX ACCESS HATCH SEE NOTES 4 & 5) PUBLIC WORKS DEPARTMENT APPROVED: DATEMartinPastucha Public Works Administrator VAULT LADDER STD. PLAN - 370.5 6/28/2023 #4 REBAR AT 8" ON CENTER WITH 180° STANDARD HOOKS @ BOTH ENDS 3/4" CORTEN CONTINUOUS THREAD RODS INSTALLED SYMMETRICALLY AROUND PIPE TO MATCH BOLT HOLES 18" 6" 1' - 6 " MI N 3" C . L . 18" 3" C . L . 3" M I N 1'-6" MIN 1"-6" MIN 2-6" MAXIMUM 1' - 6 " MI N 1- 6 " MI N 1- 6 " MI N 5"9" TOP SECTION VIEW NOT TO SCALE SIDE SECTION VIEW NOT TO SCALE ELEVATION VIEW NOT TO SCALE NOTES: 1.CONCRETE SHALL BE 3000 P.S.I. READY MIX POURED IN PLACE 2.REINFORCED BARS SHALL BE DEFORMED BARS AND TIED TOGETHER. 3.FORMWORK AT FACE OF ANCHOR WALLS MUST BE REMOVED. BACKFILL AT FACE OF ANCHOR WALL MUST BE COMPACTED TO 95% MAX DRY DENSITY BASED ASTM D1557 PRIOR TO REINSTATING SERVICE OF THE WATER MAIN. UNDISTURBED EARTH CONCRETE DEADMAN BLOCK PUBLIC WORKS DEPARTMENT PRV 1 REPLACEMENT WTR-27-4321 NOTES: SECTION VIEW ISOMETRIC VIEW DRAINAGE GRATE TRIM GRATE FRAME FILTERED WATER SEDIMENT AND DEBRIS OVERFLOW BYPASS BELOW INLET GRATE DEVICE DRAINAGE GRATE RECTANGULAR GRATE SHOWN)RETRIEVAL SYSTEM (TYP.) OVERFLOW BYPASS (TYP.) BELOW INLET GRATE DEVICE 1.PROTECTION SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN 500 FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS THE RUNOFF THAT ENTERS THE CATCH BASIN WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. 2.INLET PROTECTION SHALL BE USED TO PROTECT THE DRAINAGE SYSTEM. 3.THE CONTRIBUTING DRAINAGE AREA MUST NOT BE LARGER THAN ONE ACRE. 4.SIZE THE BELOW INLET GRATE DEVICE (BIGD) FOR THE STORMWATER STRUCTURE IT WILL SERVICE. 5.THE BIGD SHALL HAVE A BUILT-IN HIGH-FLOW RELIEF SYSTEM (OVERFLOW BYPASS). 6.THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. 7.PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). 8.ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE-THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. 5" MAX. CATCH BASIN INSERT STD. PLAN - 216.30 PUBLIC WORKS DEPARTMENT APPROVED: DATEGreggZimmerman Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 9/28/2018 | 9:45 AM PDT FACE OF CURB 6 112' ' 1/2" R. 1" R. 1:24 t TOP OF 112" R. ROADWAY I V ED T CEMENT CONCRETE TRAFFIC CURB AND GUTTER FACE OF ADJACENT CURB 6 1f2"-- FLUSH WITH GUTTER PAN AT SIDEWALK RAMP ENTRANCE 1:12 1:24 TOP OF 112" R. ROADWAY 1 DEPRESSED CURB SECTION AT SIDEWALK RAMPS w ' PREMOLDED JOINT FILLER E FULL -DEPTH EXPANSION JOINT 6" CEMENT CONCRETE 112" R. 1"R. SIDEWALK RAMP VARIES OR LANDING FROM ! 6"TOO S s" T 318" PREMOLDED JOINT FILLER CEMENT CONCRETE PEDESTRIAN CURB AT SIDEWALK RAMPS AND LANDINGS 6 112" ' FACE OF ADJACENT CURB SEE DEPRESSED CURB DETAIL THIS SHEET 114 TOP OF 1/2" R. ROADWAY 2" i T DEPRESSED CURB SECTION AT RESIDENTIAL DRIVEWAYS ONLY. FOR COMMERCIAL DRIVEWAYS SEE STD PLAN 104.2 1 P2' R. FACE OF ADJACENT CURB I GUTTER SURFACE u 6 112" 1" 1' R. FACE OF CURB 1" R. 8 114" 1" R. CEMENT CONCRETE i TRAFFIC CURB DEPRESSED CURB DETAIL AT RESIDENTIAL OR COMMERCIAL DRIVEWAYS, AND ALLEYS GENERAL NOTES: 1. See standard plans 102 and 101.1 for curb expansion and contraction joint spacing. 2. Expansion joint shall be full depth, 3/8" (in.) premolded joint filler. 3. For Depressed Monolithic Driveway Curb & Gutter Section, see Standard Plan 104.2 TOP OF ROADWAY STD. PLAN — 101 a PUBLIC WORKS CEMENT CONCRETE CURBSDEPARTMENT s RAISED EDGE DETAIL 1 a sI DEWALK LEVEL 1r2' F•J7 O $IOEWAL3(TRANSVERSE 1'-0" 1' - 0" 11r R J01NTS TO INCLUDE RASED EDGE 318• (IN) PREMOLDED JOINT FILLER TYPICAL WHERE APPLICABLEON RDUt DING 2.0%1 tr2" (IN) R. (TYP.] FOR CURB pETA[LS r , SEE STD PLAN 101 er ' y r. STING ROADWAY CRUSHED ROCK BrLS SEE RAISED EDGE I SIDEWALK DETAIL - THIS SHE LTYPICALUNDER CRUSHEOSURFACING TOP COURSE (CSTC) ALL CUT SIDEWALK OMPACT TO 957, MODIFILU PROCTOR MIN. O SLOPESWITH RAISED EDGE UNLESS REOUTREMENT WAIVED BY ENGINEER) TYPICAL. UNDER ALL CURB, V2" ( tN) R. (TYP.) GUTTER S SIDEWALK, CSTC UNDER 2' ' v FOR CURB DETAILS CURB S GUTTER TO BE S THICKNESS CR LS% SEE STD PLAN 101 MATCH EXISTING ROADWAY CRUSHED ROCK dH " ,• i!' BASE, WHICHEVER IS GREATER (1YP. FOR ALL CURB b GUTTER). FINISHED GRADE 1"(IN)BELOW 1fn2' 0• SIDEWALK TOPOF CONCRETE SURFACE ADJACENT TO CURB MIN 1, m 1 0• ROU DING R. ( TYR) FOR CURB DETAILS 1, 5% SEE STD PLAN 101 o a t s Fr• • BRI DGE OR PEDESTRIAN RAILING ADJACENT TO CURB FOR CURB CURSDETAILS WRIER - SEE SIDEWALK SEE $TD PLAN 101. STEEP FILL SLOPES) CONTRACT PLANS WALL OR BARRIER I 772' (IN) R. (TYP.) J I SIDEWALK FLUSH' 1. 5% t 1rz• M R. VERTICAL WALL - -- ' -. . - -- \Vr ti..f . •. SEE DETAIL 318• ( IN) PREMOLDED JOINT FILLER ADJACENT TO CURB AND RAILING OR WALL a (IN) PREMOLDED JOINT FILLER FOR SIDE BUFFER STR1P TREATMENTSIDEWALKSIDEWALK ADJACENT TO WALL DETAIL SEE HER (SEE NOTE 10) SIDEWALK/ 12• ( IN) R. SECTIONS1 ( TYP ) FOR v 1.5% SEE STD PLAN 10.S 1. SX MIN. SEE STD PLAN 101 r 4`\\ f GROOMED FINISH OR MATCH E)(iST1NG e 4' M/IDE, SMOOTH Go TROWELED PERIMETER FINISHED GRADE t• (IN) BELOW TOP OF CONCRETE SURFACE FOR PLANTING -FLUSH IF PAVED T CONCRETE CEMENTCONCRETECURB CURB ADJACENT TO BUFFER STRIP 0 CURB FOR CURB DETAILS D• SEE STD PLAN 101 r 5, z 1r8'TD 114' NOTES 1. Four feet of the sidewalk width shall be the minimum pedestrian CONTRACTION JOINT • . Al yam. aocessibTe route (aut) free of vertical IN RAG .' andhorizontalobstructions. Gratings, FULL - DEPTH EXPANSION JO NT IN BOTH h1' AccessCovers, Junction Boxes, CURB AND SIDEWALK (SEE STD PLAN mi.1) CableVaults, Pull Boxes and other appurtenances within the sidewalk ` s'F 3W C CONTRACTION JOINT must be flush with surface, and match grade of the sidewalk. JOINT AND FINISH DETAIL 2. Monolithic Cement Concrete Curb and + Sidewalk is not permitted in new For other referenced NOTES see , construction. When replacement work STD PLAN 104.2, R •• necessitates a Monolithic Cement PREMOLAE ConcreteCurbbuildperWSDOTJOINTFILLERStandardPlanF-30.10-03. Paved surfaces must comply With STD PLAN 102.1 as applicable. E FULL -DEPTH 3. Concrete to 6e 4,000 PSI. EXPANSION JOINT fthk SM PLAN - 109 PUBLIC WORKS CEMENT CONCRETE PPRQ • ED: DEPARTMENT SIDEWALK T ljZ_It]ra#'YA 104/ +7 r r EXISTING ASPHF PAVEMENT SAWCUT SEE NOTE 2) ARTERIAL STREET MINIMUM 7" HMA (or ACP Class B) SEE NOTE 1), OVER 6" CRUSHED ROCK RESIDENTIAL STREET MINIMUM 4" HMA (or ACP Closs B) SEE NOTE 1), OVER 6" CRUSHED ROCK NOTES: 1. MUST MATCH EXISTING THICKNESS IF GREATER. 2. SAWCUT SHALL BE POSITIONED 1' — 0" BEYOND EDGE OF DAMAGED PAVEMENT. 1 THE INTENT OF THIS DESIGN IS TO DESCRIBE PAVEMENT PLACEMENT AT 'THE GUTTER FACE. SEE STANDARD PLAN FOR CEMENT CONCRETE CURBS. SM. PLAN - 109 PUBLIC WORKS CURB AND GUTTER PPRO D: DEPARTMENT REPLACEMENT DETAIL ii,, Z N CO ATE o LANE ] LAt E LANE i f t ii 1 : f I f l j 4 INITIAL 2" DEEP SAWCUT OR GRIND, AND LIMIT OF FINAL OVERLAY. GRIND AND PAVE r FULL STREET WIDTH OVERLAY REQUIRED. J 'r t 1 J f/ t I ce: t(. p_. 2: t -, / . -I / t' If r .. }t , 1 i f 1` I t f EDGE OF EXISTING PAVEMENT 11 EDGE OF TRAVELED LANE (EDGE STRIPE) t VARIES: 4.5' MIN. (SEE STD PLAN 110.1) f I CENTER OF ANY MARKED LANE LINE, PROVIDE NEW CHANNELIZATION AFTER OVERLAY F t1 i r SECONDARY FULL DEPTH SAWCUT FOR 4 PROPOSED TRENCH t f I INITIAL 2" DEEP SAWCUT OR GRIND, AND f LIMIT OF FINAL OVERLAY. GRIND AND PAVE FULL STREET WIDTH OVERLAY REQUIRED CANE LAtV LANE r ___ _0 i __ FOR TYPICAL SECTION AND NOTES SEE STANDARD PLAN 110.1 3TD. PLAN - 110.2 PUBLIC WORKS REQUIRED SAWCUT, GRIND AND ppR' 'I,D: DEPARTMENT OVERLAY FOR LONGITUDINAL TRENCHES Q - TRENCH BACKFILL WITH ASPHALT PATCHING & HALF STREET OVERLAY PUBLIC WORKS DEPARTMENT PRV 1 REPLACEMENT WTR-27-4321