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HomeMy WebLinkAboutContractCAG-19-145LICENSEAGREEMENTTHISLICENSEAGREEMENT(“License”),ismadeandenteredintothis___________dayofMat-i,20Ic1,byandbetweenTheBoeingCompany,aDelawarecorporation(“Iiicensee”),andCityofRenton,aWashingtonmunicipalcorporation(“Licensor”).Forandinconsiderationofthemutualbenefitstobederivedandothervaluableconsiderationthesufficiencyofwhichisherebyacknowledged,thepartiesherebyagreeasfollows.1.THELICENSELicensordoesherebygranttoLicenseeanon-exclusivelicensetouse,subjecttothetermsandconditionsofthisLicensetherealpropertycommonlyknownasNishiwakiLaneandtheadjacentdrainageditchandchain-linkfencetoitseast,locatedinCedarRiverTrailParkat1060NishiwakiLane,RentonWA98056anddepictedinExhibit“A”(the“LicensedProperty”),suchpropertytobeusedbyLicenseesolelyforthepurposesdescribedinSection2ofthisLicense.ThisLicenseisgrantedonlyforthepurposesandusesexpresslydescribed;itdoesnotsubstituteforanyotherpermitorotherauthorizationrequiredforLicensee’sintendedwork.ThisLicensedoesnotconstituteaninterestinrealproperty,andLicensorshallnotbedeemedtohavegranted,conveyed,ortransferredaninterestinthePropertytoLicenseebyreasonoftheexecutionanddeliveryofthisLicenseortheperformancebyeitherpartyofitsobligationsunderthisLicense.LicenseeherebyacceptsthisLicenseandagreesthatLicensee’suseoftheLicensedPropertyshallconformtothetermsandconditionsofthisLicense.ThelicensegrantedbythisLicenseispersonaltoLicenseeandmaynotbeassignedorsublicensedbyLicenseeinanyway.LicenseeshallnotgrantpermissiontoanyotherpersonorentitytousetheLicensedProperty.2.USELicenseeshallusetheLicensedPropertysolelyfortheperiodicnon-exclusiveuseofNishiwakiLanefortruckaccessandegresslocatedonLicensee’spropertyasdescribedonExhibit“B”;temporaryinstallationofatruckaccessgateintheexistingsecurityfencing;andtemporaryinstallationofadrainageculvertandpavementovertheexistingdrainageditch,subjecttothefollowinglimitations:(a)LicenseeshallusetheLicensedPropertyincommonwithLicensorandallotherlicenseesandtenantsofLicensor.(b)WhileusingtheLicensedProperty,Licenseeshallnot:1.Use‘Jake’brakes;2.Exceedpostedspeedlimit.CRTPApronRAccessAgreement20190328Page1of15 CRTP Apron R Access Agreement 20190328 Page 2 of 15 (c) While using the Licensed Property, Licensee shall: 1. Comply with all mitigation measures or conditions imposed through any permitting processes; 2. Use portable lights to shine on flaggers during twilight hours; 3. Post cautionary signage on Cedar River Trail where bicyclists are directed to exit onto N 6th Street; on the N 6th Street approach to the park and; other locations determined to alert public to construction traffic; 4. City streets shall be kept clean at all times. Use sweeper trucks to clear Nishiwaki Lane of construction debris in a timely manner; 5. Orient truck wash station to flow away from Licensed Property. 6. Right of Way haul hours or 8:30am to 3:30pm Monday through Friday. Hauling on Saturday is by permission only. No hauling is allowed on Sunday. 7. To request work, hauling and inspections outside of the hours listed above, contact the City no later than three (3) working days prior to the requested activity. (d) All drivers must have heightened awareness while driving in Cedar River Trail Park for park patrons while using Licensed property. (e) If any driver contracted by Licensee receives a second warning of a violation of any of the terms set forth in Section 2(b) or 2(c) or any other term in this License, that driver shall not be allowed to work on or enter the Licensed Property. (f) Licensee shall exercise all reasonable efforts to assure any activities on the Licensed Property pursuant to this License shall not result in any damage or injury to the Licensed Property. Licensee shall be responsible for any damage arising from the activity of Licensee on the Licensed Property in the exercise of the rights of Licensee hereunder, and shall repair such damage or, in lieu thereof if mutually agreed by Licensor and Licensee, make a cash settlement therefor. (g) Prior to the Termination Date of this License: 1. Licensee shall provide all labor and materials to install an asphalt overlay and re-stripe the asphalt roadway portions of Cedar River Trail Park including Nishiwaki Lane and its adjacent parking areas, turnabouts and points of vehicle ingress and egress. Notwithstanding the foregoing, if this License is terminated by Licensor prior to December 31, 2022, then Licensee’s asphalt restoration requirement will be strictly limited to the surrender condition set forth in Section 9. To the extent asphalt work is required by the terms of this License, such work shall be performed by Licensee to City of Renton standards as described in Renton Municipal Code 9-10-11 Trench Restoration and Street CRTP Apron R Access Agreement 20190328 Page 3 of 15 Overlay Requirements, Exhibit “C”, for asphalt overlay construction.; and 2. Licensee shall restore the drainage ditch to its original (or better), fully functional condition. (h) Licensee shall not make any improvements or alterations to the Licensed Property without Licensor’s prior written consent. Licensee shall hold Licensor and the Licensed Property harmless from and against any liens of contractors, subcontractors, or other persons supplying goods, services, equipment, materials, or labor to or on behalf of Licensee at the Licensed Property. At the request of Licensor, Licensee shall discharge any such liens. (i) In its use of the Licensed Property, the Licensee shall not violate any applicable law, ordinance, deed, restriction or regulation affecting the Licensed Property or any part thereof. Licensee is solely responsible for obtaining all necessary permits, licenses, and approvals required from any governmental authority or agency and shall conduct its business at the Licensed Property strictly in conformance with all requirements of any applicable permits, licenses, and approvals. (j) Licensee may erect signs or barricades on the Licensed Property only with the prior written consent of Licensor, which Licensor may withhold in its sole discretion. Any signs or barricades allowed by Licensor shall be removed by Licensee at the termination of this License. (k) Licensee will not conduct any fueling, maintenance, or repair activity of any kind on any vehicles or other equipment on the Licensed Property. Licensee will not conduct any washing or cleaning of vehicles or any other equipment on the Licensed Property. 3. TERM This License shall commence on mutual execution of the License (the “Commencement Date”) and shall continue (unless sooner terminated pursuant to this Section 3) until December 31, 2022. The date on which this License shall terminate is referred to here as the “Termination Date” and the period of time commencing on the Commencement Date and ending on the Termination Date is referred to here as the “Term”. Either party may terminate this License earlier than December 31, 2022 by strictly observing the following process: (1) Provide at least a sixty (60) day written notice of early termination to the other party, stating in such notice the date on which such termination shall be effective; (2) if the other party objects in writing to the termination date within twenty (20) days of the date of the notice, engage in a good faith attempt to resolve the dispute informally; and (3) if the dispute is not resolved through informal means within twenty (20) days of the other party’s objection, either party may exercise any available legal or equitable right to resolve the dispute through formal means. CRTP Apron R Access Agreement 20190328 Page 4 of 15 4. LICENSE, PERMIT, AND INSPECTION FEES AND COSTS The License is granted without charge; however, Licensor retains all rights to and intends to require Licensee to pay all costs and fees associated with permitting processes administered by Licensor in its capacity as a local government with regulatory authority; Licensee agrees to pay for such costs and fees. 5. SERVICES AND UTILITIES Licensor shall have no responsibility to provide any services or utilities to the Licensed Property. Licensee is responsible, at its sole risk and expense, to supply all services in connection with Licensee’s use of the Licensed Property. Licensee shall pay when due all charges for utilities and other services provided to or on behalf of Licensee at the Licensed Property. 6. CONDITION; “AS IS”; DISCLAIMER 6.1 Warranty. Licensor warrants that it is the owner or lessee of the Licensed Property and that Licensor has the power and right to grant the License hereunder to Licensee. 6.2.1 DISCLAIMER AND RELEASE. EXCEPT FOR THE WARRANTY IN PARAGRAPH 6.1, THE LICENSED PROPERTY, AND ALL OTHER GOODS OR SERVICES PROVIDED OR TO BE PROVIDED IN CONNECTION WITH THIS CONTRACT ARE BEING PROVIDED TO THE LICENSEE “AS IS, WHERE IS” WITH ALL FAULTS AND WITHOUT WARRANTY OF ANY KIND. 6.2.2 EXCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES. NEITHER LICENSOR NOR ANY LICENSOR PARTY (DEFINED IN SECTION 6.5) SHALL HAVE ANY OBLIGATION OR LIABILITY TO LICENSEE WITH RESPECT TO ANY GOODS OR SERVICES PROVIDED OR TO BE PROVIDED IN CONNECTION WITH THIS CONTRACT, WHETHER ARISING IN CONTRACT (INCLUDING WARRANTY), TORT (INCLUDING ACTIVE, PASSIVE OR IMPUTED NEGLIGENCE) OR OTHERWISE, FOR LOSS OF USE, REVENUE OR PROFIT OR FOR ANY OTHER INCIDENTAL OR CONSEQUENTIAL DAMAGES. 6.3 Waiver of Claims for Damage to Licensee’s Property. Without limiting the generality of any other provision of this Article 6, Licensee does hereby release Licensor from, and waive, Licensee’s entire claim of recovery for loss of or damage to property arising out of or incident to fire, lightning or any other perils normally included in an “all risk” property insurance policy when such property is located on the Licensed Property, whether or not such loss or damage is due to the negligence of Licensor, or its respective agents, employees, guests, licensees, invitees or contractors. CRTP Apron R Access Agreement 20190328 Page 5 of 15 6.4 Waiver of Subrogation. Licensee shall cause its insurance carriers to waive all rights of subrogation against Licensor to the extent of Licensee’s undertakings set out in Section 6.3. 6.5 Definition. “Licensor Party” means Licensor and every officer, employee, agent, contractor, or invitee of Licensor (other than Licensee, its directors, officers, employees, agents, contractors, and invitees) and their successors and assigns. 7. MAINTENANCE Licensee, at Licensee’s sole cost and expense, shall be responsible throughout the Term for preventing damage to the Licensed Property as a result of the use of the Licensed Property by Licensee. 8. LICENSOR’S ACCESS Licensor shall have the continuing right of access to the Licensed Property PROVIDED that Licensor shall not interfere with Licensee’s use of the Licensed Property, so long as Licensee is not in default hereunder. Renton Rowing Center (RRC) is a Lessee that operates their business next to the Cedar River Trail Park and requires access to Nishiwaki Lane. Parking spaces at the Park are uses by RRC staff, the public and to store boating equipment. Licensee may add a lock to the lock chain at the entrance gate of Cedar River Trail Park at N 6th Street so they may access Nishiwaki Lane outside of park hours of operation. During these times, Licensee shall ensure that only their workers, City staff and RRC staff may enter the Park. The general public is not allowed access during these times. Cedar River Trail Park shall remain open to the public during the term of this project, therefore the parties will work together and minimize conflict between Licensee’s use and Licensor’s use of the Licensed Property 9. CONDITION AT SURRENDER At the termination of the Term of this License, Licensee shall surrender the Licensed Property to Licensor in the same condition as at the Commencement Date, excepting normal wear and tear, casualty, condemnation, and alterations permitted by Licensor, and damage caused by other tenants or licensees of Licensor. 10. INDEMNIFICATION AND INSURANCE A. Indemnity. CRTP Apron R Access Agreement 20190328 Page 6 of 15 Licensee will indemnify, defend, and hold harmless, Licensor and every Licensor Party (as defined in Section 6.5) (hereinafter “Indemnitees”) from and against all actions, causes of action, liabilities, claims, suits, penalties, fines, judgments, liens, awards and damages of any kind whatsoever (hereinafter “Claims”), for injury to or death of any person (including without limitation claims brought by employees or invitees of Licensee or employees or invitees of any Contractor of Licensee (hereinafter “Contractor”)) or damage to or loss of any property or cleanup of any discharge or release by Licensee or any Contractor, and expenses, costs of litigation, and reasonable attorneys’ fees related thereto, or incident to establishing the right to indemnification, to the extent such Claims arise out of or are in any way related to this License or the presence on the Licensed Property by Licensee, any Contractor or their respective employees or invitees. Licensee expressly waives any immunity under industrial insurance whether arising from Title 51 of the Revised Code of Washington or any other statute or source, to the extent of the indemnity set forth in this paragraph. In the event that Licensee is successful in proving that the foregoing indemnity is limited by RCW 4.24.115, Licensee shall defend, indemnify and hold harmless the Indemnitees to the full extent allowed by RCW 4.24.115. In no event shall Licensee’s obligations hereunder be limited to the extent of any insurance available to or provided by Licensee. Licensee shall require each Contractor who desires access to the Licensed Property to provide an indemnity, enforceable by and for the benefit of the Indemnitees, to the same extent required of the Licensee. Nothing in this Section 10.A is intended to require Licensee to indemnify, defend, or hold harmless for any Claims to the extent they arise out of the negligence or willful misconduct of any Indemnitees. B Licensee, at Licensee’s own cost and expense, will provide and keep in full force and effect during the Term, commercial general liability insurance with limits of not less than $1,000,000 covering bodily injury to any person, including death, and loss of or damage to real and personal property, or shall self-insure for the same. Insurance provided hereunder may be provided under Licensee’s blanket liability insurance policy. During the Term Licensor shall be named as an additional insured under insurance carried pursuant to this section 10B to the extent of Licensee’s undertaking set forth in Section 10A and will provide to Licensor a memorandum evidencing such insurance. Licensee will provide Licensor fifteen days’ advance notice in the event of cancellation 11. INTENTIONALLY OMITTED 12. ENVIRONMENTAL MATTERS A. Definitions. As used herein, the term “Hazardous Substances” means any hazardous, toxic, chemical, or dangerous substance, pollutant, contaminant, waste or material, including petroleum, which is regulated under any and all federal, state, or local CRTP Apron R Access Agreement 20190328 Page 7 of 15 statute, ordinance, rule, regulation, or common law relating to chemical management, environmental protection, contamination, or cleanup including, without limitation, the Comprehensive Environmental Response, Compensation, and Liability Act of 1980 as amended (42 U.S.C. § 9601 et seq.), the Resource Conservation and Recovery Act as amended (42 U.S.C. § 6901 et seq.) or any other federal, state, county, or city law, or any other ordinance or regulation existing or which may exist. As used herein the term “Environmental Laws and Requirements” means any and all federal, state, local laws, statutes (including without limitation the statutes referred to in the first paragraph of this Paragraph 12 (B) above), ordinances, rules, regulations and/or common law relating to environmental protection, contamination, the release, generation, production, transport, treatment, processing, use, disposal, or storage of Hazardous Substances, and the regulations promulgated by regulatory agencies pursuant to these laws, and any applicable federal, state, and/or local regulatory agency-initiated orders, requirements, obligations, directives, notices, approvals, licenses, or permits, including but not limited to those for the reporting, investigation, cleaning, or remediation of Hazardous Substances on the Licensed Property. B. Compliance with Laws and Requirements. Except as otherwise agreed by Licensor in writing, Licensee shall be solely responsible at its expense for obtaining any permits, licenses or approvals, and for preparing, maintaining and submitting any records or reports, as required under applicable Environmental Laws and Requirements for its operations hereunder. Licensee shall comply with any and all Environmental Laws and Requirements and shall not cause, permit or allow the presence of and shall not generate, release, store, or deposit any Hazardous Substances on or about the Licensed Property in violation of any Environmental Laws and Requirements, or in a manner which may give rise to liability for environmental cleanup, damage to property, or personal injury to Licensor, or any other person. Licensee shall not release any Hazardous Substances into the soil, water (including groundwater) or air of the Licensed Property or onto any other adjoining property in violation of Environmental Laws and Requirements, or in a manner which may give rise to liability for environmental cleanup, damage to property, or personal injury to Licensor or any other person. In the event of a spill or other release of Hazardous Substances caused by Licensee, its agents, employees, contractors or invitees at or from the Licensed Property, Licensee shall undertake immediate response as required by law, including but not limited to reporting to appropriate agencies, and shall notify Licensor of same as soon as possible. C. Indemnification. CRTP Apron R Access Agreement 20190328 Page 8 of 15 Licensee shall indemnify, hold harmless, and defend Licensor, and its directors, officers, employees, agents, assigns, and attorneys from any and all claims, losses, damages, response costs, and expenses arising out of or in any way relating to the violation of any Environmental Laws and Requirements, or to the generation, release, storage, deposit or disposal of Hazardous Substances, to the extent caused by Licensee, its agents, employees, contractors and invitees at any time during the term of this License, including but not limited to: (1) claims of third parties, including governmental agencies, for damages (including personal injury and/or property damage), response costs, fines, penalties, injunctive or other relief; (2) the cost, expense, or loss to Licensor of any injunctive relief, including preliminary or temporary injunctive relief, applicable to the Licensor or the Licensed Property; and (3) the expense of reporting the existence of Hazardous Substances to any agency of any state government or the United States as required by applicable laws or regulations, before and after any trial or appeal therefrom whether or not taxable as costs; all of which shall be paid by Licensee when accrued. 13. DEFAULT OF LICENSEE The following shall constitute events of default by Licensee: (a) Licensee’s failure to maintain in force or pay the premium for any policy of insurance required to be obtained or maintained by Licensee pursuant to this License; or (b) Any default by Licensee of its obligations under Section 12 (Environmental Matters); or (c) Licensee’s failure to observe and perform any other provision, term or condition in this License within thirty (30) days after Licensor delivers written notice of the failure to Licensee, or if the cure cannot reasonably be concluded within thirty (30) days, then if Licensee fails to commence to cure the failure within such thirty (30) day period and thereafter proceed diligently to complete the cure. 14. REMEDIES OF LICENSOR A. Termination and Removal by Licensor. In the event of a Licensee default, Licensor may in addition to all other legal or equitable remedies, (a) terminate this License and Licensee’s right to possession of the Licensed Property by delivering written notice of termination to Licensee, and that action shall concurrently terminate the rights of Licensee under this License, or (b) with or without terminating this License, re-enter the Licensed CRTP Apron R Access Agreement 20190328 Page 9 of 15 Property by summary proceedings, proceedings in unlawful detainer, eviction, or otherwise, and may dispossess Licensee. B. Payment of Costs. Licensee agrees to be liable for and to pay Licensor all costs incurred by Licensor in connection with the enforcement of Licensor’s rights hereunder, including the reasonable fees and disbursements of Licensor’s attorneys. Such liability shall survive the termination of this License, the re-entry into the Licensed Property by Licensor, and the commencement of the action to secure possession of the Licensed Property. All amounts not paid to Licensor when due shall bear interest at the annual rate of twelve percent (12%) or, if less, the maximum rate permitted by law. 15. ENFORCEMENT A. Nonwaiver. No failure by either party to insist upon the strict performance of any agreement, term, covenant or condition hereof or to exercise any right or remedy consequent upon a breach thereof, and no acceptance of full or partial rent by Licensor during the continuance of any such breach, shall constitute a waiver of any such breach or of such agreement, term, covenant, or condition. No agreement, term, covenant, or condition hereof to be performed or complied with by either party, and no breach thereof, shall be waived, altered or modified except by a written instrument executed by the parties. No waiver of any breach shall affect or alter this License, but each and every agreement, term, covenant and condition hereof shall continue in full force and effect with respect to any other then existing or subsequent breach thereof. B. Remedies Cumulative. Each right and remedy provided for in this License shall be cumulative and shall be in addition to every other right or remedy provided for in this License or now or hereafter existing at law or in equity or by statute or otherwise, and the exercise or beginning of the exercise by either party of any one or more of the rights or remedies provided for in this License or now or hereafter existing at law or in equity or by statute or otherwise shall not preclude the simultaneous or later exercise by such party of any or all other rights or remedies provided for in this License or now or hereafter existing at law or in equity or by statute or otherwise. 16. MISCELLANEOUS A. Successors and Assigns. CRTP Apron R Access Agreement 20190328 Page 10 of 15 Subject to the provisions of this Paragraph 16, all of the provisions of this License shall bind and inure to the benefit of the parties and their respective heirs, legal representatives, successors and assigns, but Licensee shall not assign this License nor grant any right of possession of the Licensed Property in whole or in part without the prior written consent of Licensor, which Licensor may withhold in its sole discretion. B. Notices. Where provision is made herein for notice of any kind, it shall be deemed sufficient, if such notice is addressed as shown below: Licensor: City of Renton Attention: Community Services Department, Parks and Trails Division 1055 S. Grady Way Renton, WA 98057 (425) 430-6600 Licensee: The Boeing Company c/o MBG Consulting, Inc. Boeing Lease Administration Team 980 N. Michigan Avenue, Suite 1000 Chicago, IL 60611-4521 All such notices shall be given either by hand or by recognized overnight delivery service, with all fees for next business day delivery prepaid. Notices shall be deemed given when delivered if given by hand or 24 hours after delivery to an overnight delivery service with next business day delivery charges prepaid. C. Severability. If a court of competent jurisdiction shall determine, to any extent, that any provision, term or condition of this License shall be invalid or unenforceable, that determination shall not affect the remainder of this License, and each provision, term or condition in the remainder of this License shall be valid and enforceable to the extent permitted by law. D. Licensee’s Interest; Holdover. Licensee has no right in the Licensed Property other than the license to use the Licensed Property as set out in this License. Licensee has no right to hold over after the end of the Term and agrees that Licensor may use all legal means to remove Licensee and its property and all Licensee Vehicles from the Licensed CRTP Apron R Access Agreement 20190328 Page 11 of 15 Property at and following the end of the Term, and that Licensee shall reimburse Licensor for all of Licensor’s reasonable out-of-pocket expenses in so doing. E. Attorneys’ Fees and Disbursements. Except for actions by Licensor pursuant to Paragraph 14 of this License upon a default by Licensee, if a dispute between Licensor and Licensee arises under this License, each party shall bear its own costs, including but not limited to attorneys’ fees. F. Captions. The marginal headings or titles to the sections of this License are not a part of the License but are inserted only for convenience. They shall have no effect on the construction or interpretation of any part of this License. G. Time is of the Essence. Time is of the essence in the performance of all covenants and conditions of this License in which time is a factor. H. Counterparts. This License may be executed in any number of counterparts, each of which when executed and delivered shall constitute an original License, but all of which together shall constitute one and the same License. I. Choice of Law. This License shall be governed by the Laws of the State of Washington, without reference to its choice of law rules. J. Agents and Brokers. Each party represents that it has hired or retained no agent or broker in connection with this License and shall hold the other party harmless from any claim by any agent or broker claiming payment of any commission, finders’ fee or the like in connection with this License. K. No Recording. Neither party shall record this License, nor any memorandum of this License. L. Survival. CRTP Apron R Access Agreement 20190328 Page 12 of 15 Licensee’s indemnification obligations set forth in this License shall survive the expiration or early termination of this License and shall not be limited by any provision of this License. M. Complete Agreement. This License, including Exhibit A, contains the entire and complete agreement between the parties hereto, with all previous negotiations, warranties, covenants, conditions and promises being merged herein. Licensor and Licensee further agree that no alteration, amendment or modification to this License shall be binding upon Licensor or Licensee unless same is first reduced to writing and signed by both Licensor and Licensee. Executedinduplicateasofthedatefirstwrittenabove.LICENSEE:LICENSOR:TheBoeingCompanyTheCityofRentonBy:_________________By:k1Name:4/ttl1tZ9Name:k1L-yl3q,wiLi//r4’SQi/tcE5Title:AuthorizedSignatoryTitle:A/t4DateSigned:_____________DateSigned:________________ApprovedastoLegalForm:SHANEMOLONEYCityAttorneyDate:5/3(1CRTPApronRAccessAgreement20190328Page13of15 CRTP Apron R Access Agreement 20190328 Page 14 of 15 CRTP Apron R Access Agreement 20190328 Page 15 of 15 EXHIBIT “A” The Licensed Property is an area located along the Nishiwaki Lane, Renton, WA as depicted below. The area outlined in red shall have the existing drainage ditch temporarily fitted with culvert, backfill, and pavement. This area shall also have the existing security fence modified to include a rolling security gate. The area outlined in yellow shall be used by Licensee for access and egress of trucks to the temporary security gate. Within this area Licensee may perform geotechnical testing of the pavement and subgrade to confirm existing conditions. . 3131 Elliott Avenue, Suite 600 Seattle, Washington 98121 Tel 206.324.9530 October 26, 2018 Eric Koethe Seattle Structural PS Inc. 3131 Elliott Avenue, Suite 600A Seattle, WA 98121 Re: Limited Geotechnical Engineering Evaluation Nishiwaki Lane – Existing Pavement Construction Traffic Support Renton, Washington 19414-00 Dear Eric: This letter presents the results of our limited subsurface exploration and geotechnical engineering evaluation of Nishiwaki Lane for the proposed construction traffic during the upcoming Boeing 4-87 Hangar and Apron R project in Renton, Washington. We prepared this letter in accordance with the scope of work outlined in our contract task order (19-A-1140-012) dated October 3, 2018. Site and Project Description The proposed project alignment includes the existing Nishiwaki Lane that runs in a north-to-south direction within the Cedar River Park just west of the Boeing facility in Renton, Washington, as shown on Figure 1 – Vicinity Map. Construction dump trucks will need to haul preload soil and other materials along the asphalt-paved Nishiwaki Lane from North 6th Street at the south end to the construction access point near the north end of the Boeing facility (roughly 2,600 feet). The project alignment is shown on Figure 2a – Overall Site and Exploration Plan and Figure 2b – Detailed Site and Exploration Plan. The age of the existing asphalt pavement is unknown though appears to generally be in a relatively good condition, with scattered, linear surface cracking in localized areas. The current construction hauling schedule provided by Skanska (project contractor) indicates that truck traffic will generally occur during eight separate construction phases from early November 2018 through early January 2021. Concentrated high-volume traffic will occur at the start and the end of each phase (80 to 120 trucks per day), with lower traffic volume anticipated in between (generally 10 to 40 trucks per day). For design purposes, each truck trip is assumed to consist of a fully loaded dump truck with a tandem wheel pup trailer. Page 2-39 - Seattle Structural and Hart Crowser - Nishiwaki Lane Assessment Page 2 of 61 This letter presents the results of our limited subsurface exploration and geotechnical engineering evaluation of Nishiwaki Lane for the proposed construction traffic during the upcoming Boeing Apron R project in Renton, Washington. We prepared this letter in accordance with the scope of work outlined in our contract task order (19-A-1140-012) dated October 3, 2018. May 2019 through 2022. Skanska USA Building Inc. 221 Yale Avenue North, Suite 400 Seattle, Washington 98109 Phone 206-726-8000 Fax 206-328-9235 Web www.skanska.com Monday, April 1, 2019 Cedar River Trail Park Construction Traffic Entrance for Boeing Apron R Infrastructure Project Scope and Deliverables  Provide third party geotechnical and structural evaluation of asphalt and subgrade in Cedar River Trail Park. Scope shown below.  Provide design for culvert and structural bridge over existing ditch in Cedar River Trail Park.  Repave and restripe approximately 0.5 miles of Nishiwaki lane at project completion . Extent of repaving is dependent on condition of asphalt at project completion.  Provide trucking route for site ingress and egress.  Install rolling gate at western fence of Boeing Renton site at drive lane between 4 -41 and 4-42 building to provide truck access into the site.  Provide location for Boeing guard shack.  Provide project phasing.  Provide TESC Plan. Page 2-39 - Seattle Structural and Hart Crowser - Nishiwaki Lane Assessment Skanska has directed Hart Crowser and Seattle Structural to evaluate the subgrade and asphalt conditions on Nishiwaki lane. Page 40 – Temporary Construction Entrance Design Design for temporary construction entrance including culvert location, fence loca tion, and guard shack location. Page 41 - PBS Engineering – Culvert Design Skanska has directed PBS Engineering and Environmental to provide a culvert design to bridge the drainage ditch east of Nishiwaki Lane into the site. Page 42 - Trucking Route Construction traffic will enter City of Renton off I -405. Traffic will follow main roads and intersections. Page 43-54 - Commercial Fence Corp. - Gate Design Skanska has directed Commercial Fence Corp. to provide fence product options. Page 55-60 - Pacific Mobile – Guard Shack Design Skanska has directed Pacific Mobile to provide a guard shack product options. Page 61-68 - Project Phasing Plan Projected trucks per day in relation to construction schedule. Page 69 - Material Transport - Temporary Erosion and Sediment Control Plan Skanska will incorporate the following ESC measures during the course of civil work during the project: - Dirt trucks will be covered when necessary - Silt fence, wattles, coir logs or other appropriate ESC measures will be installed along the roadside ditch in Cedar River Trail Park will be installed and maintained. - Wheel wash will be maintained and used by all trucks exiting the project site when necessary. A licensed CESCL will inspect and make changes to ESC measures as necessary. Per our investigation, there are no perceived negative impacts to the Cedar River from construction traffic. Construction Plan Installation of the temporary road crossing and gate would take up to one month. The tentative start date for the work is May 2019. Restoration of the area would also take up to one month. Upon removal of the temporary roadway, Skanska will provide cleanup and final landscaping to match the previous existing condition. Nishiwaki Lane 19414-00 October 26, 2018 Page 2 A temporary access road embankment (on the order of 3-feet high, or less) is required to be constructed at the north end construction site access point, across an existing drainage ditch along the east side of Nishiwaki Lane (reference Figure 2b). Explorations and Subsurface Conditions A subsurface exploration program was completed to evaluate the support characteristics of the existing pavement section along Nishiwaki Lane. This exploration included surface coring, dynamic cone penetrometer (DCP) testing, and hand augering to evaluate the thickness and condition of the asphaltic concrete (AC) pavement, crushed rock base course (CRBC) layer, and the subgrade soil below this existing pavement. The pavement explorations (HA-1 through HA-9) were generally accomplished at roughly 500-foot intervals along Nishiwaki Lane, except at the south and north ends where additional exploration locations were added to provide higher data reliability where the trucks are expected to make significant turns (potentially resulting in increased pavement loading). A hand auger exploration was also advanced in the existing drainage ditch at the north end of the project alignment (HA-10) to explore subgrade soil conditions for the planned road embankment crossing. The pavement exploration locations were selected to alternate between the north- and south-bound lanes to provide a better statistical average of conditions along the entire width of Nishiwaki Lane (for greater construction traffic routing flexibility). The detailed locations of these exploration locations are depicted on Figure 2b. Our field exploration and laboratory testing procedures are described below, and the hand auger exploration logs and laboratory test results are presented in Attachments 1 and 2, respectively. Subsurface conditions interpreted from explorations advanced at the site as part of our current study, in conjunction with soil properties inferred from field and laboratory tests, formed the basis for the conclusions and recommendations in this report. The specific number, location, and depth of our explorations were selected considering the proposed site features, under the constraints of site access, underground utility conflicts, and budget. The explorations reveal subsurface conditions only at discrete locations across the project site, and actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations will not become evident until additional explorations are performed or until construction activities begin. If significant variations are observed at that time, we may need to modify our conclusions and recommendations in this report to reflect the actual site conditions. Hand Auger Exploration Procedures The hand borings were completed by a Hart Crowser engineer or geologist on November 8 and 9, 2018, to a maximum depth of about 5.0 feet, using a post-hole digger, trenching shovel, and hand auger. Relative Page 3 of 61 Nishiwaki Lane 19414-00 October 26, 2018 Page 3 density of the soil was evaluated using a 1/2-inch-diameter steel hand T-probe. Our representative logged the subsurface conditions and collected soil samples at each change in soil composition. All samples were stored in watertight containers and later transported to our laboratory for further visual review and testing. After each hand boring was completed, we backfilled it with excavated soil and tamped the surface. We prepared detailed excavation logs for each hand auger boring (see Attachment 1). The logs describe the vertical sequence of soils and materials encountered in each hand boring, based primarily on our field classifications and supported by our subsequent laboratory review and testing, if applicable. Our logs also indicate the approximate depths of any side wall caving or groundwater seepage observed, as well as all sample numbers and sampling locations. Practical hand excavation refusal may have been noted on some of the exploration logs; this typically occurs when gravelly or very dense/hard soils are encountered and it is not possible to advance the auger hole deeper using hand excavation methods. Dynamic Cone Penetration (DCP) Testing Procedures We advanced nine DCP test probes (labeled DCP-1 through DCP-9) at each pavement exploration location (HA-1 through HA-9), to evaluate the support characteristics of the existing pavement CRBC and subgrade soils. The DCP consists of a steel extension shaft assembly with a 60-degree hardened steel cone tip attached to one end which is driven into the subgrade by means of a sliding dual mass hammer. DCP testing was conducted in accordance with ASTM D 6951/D 6951M-09. The recorded penetration blow counts were used to calculate estimated values of Resilient Modulus (Mr) and California Bearing Ratio (CBR) of the CRBC and subgrade soils. DCP testing was conducted by a member of Hart Crowser’s geotechnical engineering staff. The DCP field data and associated plots of Mr and CBR values are included in Attachment 2. Asphalt Pavement Conditions The AC cores at the exploration locations (HA-1 through HA-9) indicate the presence of a relatively consistent, minimum 6-inch-thick AC pavement layer throughout the project alignment. This AC was observed to consist of two historically separate AC pavement layers; the bottom one 4-inches thick and the top one 2-inches thick or more. The CRBC layer below the AC was observed to be a consistent 12-inches thick, or more. The existing pavement layer thicknesses for each hand auger exploration location are summarized in Table 1. Page 4 of 61 Nishiwaki Lane 19414-00 October 26, 2018 Page 4 Table 1 – Existing Pavement Layer Thicknesses Pavement Layer Layer Thickness (inches) HA-1 HA-2 HA-3 HA-4 HA-5 HA-6 HA-7 HA-8 HA-9 Upper AC 2.0 2.0 2.0 2.0 2.3 2.3 2.0 2.3 2.8 Lower AC 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 CRBC 12.0 12.5 13.0 13.1 12.7 15.6 12.9 10.4 12.0 It should be noted that the lower 4-inch AC layer in the majority of the cores (6 out of 9) were found to break up during removal, either due to the difficulty of removing the core from the hole or possible weakness due to age. Three of the cores (from HA-1, HA-4, and HA-8) were removed from the holes intact and did not show evidence of weakness or aging. Soil Conditions The explorations along Nishiwaki Lane indicate that the subgrade soil below the existing pavement section consists of medium dense to dense gravel fill with sand and relatively low fines content (generally 5 percent or less, based on laboratory grain size analyses). These conditions were found to be consistent along the project alignment. The ditch road crossing exploration indicates the presence of about 2 feet of dense on-site fill (of similar composition as the native soil below Nishiwaki Lane), overlying loose, native sand with gravel (also relatively low fines content on the order of 5 percent). Groundwater Conditions Groundwater seepage was encountered at a depth of about 3 feet in the drainage ditch exploration, but not in any of the explorations along Nishiwaki Lane. Generally, the upper sandy/gravelly soils below the existing Nishiwaki pavement and the drainage ditch surface were observed to be relatively well-drained sand and gravel. Groundwater levels presented herein were observed at the times indicated on the exploration logs. Throughout the year, groundwater levels are expected to fluctuate in response to changing precipitation patterns, off-site construction activities, changes in site use, or other factors. Soil Laboratory Testing Soil samples were visually classified in the field and then taken to our laboratory, where the classifications were verified in the relatively controlled environment. We classified soil in general accordance with ASTM D2487, as presented on Figure A-1 (Unified Soil Classification System) in Page 5 of 61 Nishiwaki Lane 19414-00 October 26, 2018 Page 5 Attachment 1. Our laboratory then evaluated the basic index and geotechnical engineering properties of the site soils by determining water content and analyzing grain size. The laboratory test results are presented in Attachment 3 and noted on the exploration logs. Water content was determined for a representative number of samples in general accordance with ASTM D2216, as soon as possible following the samples’ arrival in our laboratory. Grain size distribution was analyzed on representative samples in general accordance with ASTM D422. Wet sieve analysis was used to determine size distribution greater than the U.S. No. 200 mesh sieve. Results for these three tests are summarized in Table B-1. The grain size distribution test results are shown on Figure B-2 (Particle Size Distribution Test Report), which is a plot of percent fines by weight versus grain size. The samples tested for grain size distribution are also noted on the exploration logs. Conclusions and Recommendations This section presents our geotechnical conclusions and recommendations relative to the proposed use of Nishiwaki Lane for construction truck traffic and the temporary ditch crossing, based on our current understanding of the project. Our geotechnical investigation and engineering analysis have been performed in accordance with generally accepted geotechnical practice. If the nature or location of the project is different than we have assumed, Hart Crowser should be notified so we can confirm or modify our recommendations. Existing Asphalt Pavement Evaluation We evaluated the potential impact of the proposed construction traffic on the existing pavement using the 1993 American Association of State Highway and Transportation Officials (AASHTO) Flexible Pavement Structural Design method. This is a performance-based pavement thickness analysis method that uses present serviceability index (PSI) values to define the pavement quality at the starting/initial point (Pi) and end/terminal point (Pt) of the pavement’s assumed useful life. The difference between the two defines the assumed serviceability loss (dPSI). PSI values range from 5 (perfect condition) to 0 (impossible to travel). Asphalt-paved secondary roads or local streets (similar to Nishiwaki Lane) are typically designed with an initial serviceability index of 4.2 and a terminal index of 2.0 (over a typical 20-year pavement life). For this evaluation, we assumed a Pi of 4.2 and Pt of 3.9, with a dPSI of 0.3 (smallest differential allowed by the analysis method). This simulates the desired minimal impact of the proposed construction traffic on the overall life of the existing pavement section, regardless of what stage of its useful life it is in. A summary of these and other key AASHTO parameters that we used in our existing pavement analysis is presented in Table 2. Page 6 of 61 Nishiwaki Lane 19414-00 October 26, 2018 Page 6 Table 2 – AASHTO Flexible Pavement Design Parameters Design Parameter Design Value Initial Serviceability Index (Pi) 4.2 Terminal Serviceability Index (Pt) 3.9 Reliability Level – Percent (R) 85 Standard Deviation (S0) 0.5 Design Life – Years 2 Layer Coefficient – Upper 2-inch AC layer (a1) 0.40 Layer Coefficient – Lower 4-inch AC layer (a1) 0.34 Layer Coefficient – CRBC (a2) 0.14 Drainage Coefficient (Cd) 1 Resilient Modulus (Mr) – Aggregate Base (psi) 28,000 Resilient Modulus (Mr) – Soil Subgrade (psi) 12,000 It should be noted that the structural layer coefficients for the top and lower AC layers were lowered from the 0.44 value typically used for new pavements, to reflect the potential age/weakness of the existing pavement. For comparison, the coefficient value of 0.34 that was used in our analysis for the lower 4-inch AC layer is what is typically used for Asphalt Treated Base (ATB), a weaker AC surfacing material with less asphalt binder that is often used for temporary construction haul roads. These layer coefficients result in an AASHTO structural number (SN) of approximately 3.84 for the existing pavement section (AC and CRBC combined). The pavement subgrade Resilient Modulus (Mr) value of 12,000 pounds per square inch (psi) that was used in our analysis was conservatively derived from the lower end of the range of DCP values measured in the field (upwards of 20,000 psi or more). This assumed subgrade support value is generally equivalent to a California Bearing Ratio (CBR) value on the order of 10 percent, which is generally appropriate for densely compacted, granular soil (such as select structural fill). For the design traffic volume, we assumed conservatively that each fully loaded dump truck and trailer trip would travel in the same lane along Nishiwaki Lane, so no lane reduction factors were applied. The total number of anticipated one-way truck trips for the roughly two-year construction period is on the order of 29,900. Using a truck factor (TF) of 3.5 for the five-axle truck and trailer dump truck configuration, this results in a design Equivalent Single 18-kip Axle Load (ESAL) of about 105,000. This is roughly equivalent to a Traffic Index (TI) value of about 5.2. Page 7 of 61 Nishiwaki Lane 19414-00 October 26, 2018 Page 7 For the existing pavement conditions and anticipated traffic volume outlined above, our AASHTO pavement thickness analysis indicates that the existing Nishiwaki Lane can support the proposed construction dump truck hauling, with minimal degradation or reduction in the life of the existing AC pavement section. Based on our analysis, the minimum required AASHTO design SN for the anticipated truck traffic is 2.20, which is significantly less than the estimated SN of 3.84 for the existing pavement section (based on a relatively conservative assumption for AC and subgrade soil support parameters). It should be noted that our analysis is representative of the relatively good pavement/subgrade conditions observed at the exploration locations. Although these conditions were found to be consistent at all exploration locations along the project alignment, weaker pavement/subgrade conditions may be present in unexplored areas of the planned truck haul route. Such weaker areas may be subject to localized pavement degradation from the heavy truck traffic, which in turn may require some pavement repairs following construction. Temporary Access Road Ditch Crossing The near-surface soil at the planned north-end drainage ditch access road crossing location consists of medium dense to dense, gravel with sand, which is generally considered suitable to support a road embankment. We recommend using structural fill (as discussed subsequently) for this temporary access road embankment. The prepared embankment fill subgrade areas should be observed and approved by the geotechnical engineer. Generally, visible organic material (sod, topsoil, humus, roots larger than 1/4-inch in diameter, and/or other decaying plant material), debris, and other unsuitable materials should be removed from the subgrade areas. The prepared subgrade should be inspected for soft areas, if necessary, by observation or by proofrolling with a fully loaded, tandem-axle dump truck. Any identified soft or loose soil subgrade areas should be overexcavated to firm subgrade soil under the observation of a Hart Crowser field representative and backfilled with properly compacted structural fill, to limit potential risk of future road embankment settlement. Existing Cedar River Levee Embankment Stability Given the setback distance between Nishiwaki Lane and the river, we do not anticipate that the proposed construction truck traffic will have any adverse impact on the stability of the nearby U.S. Army Corps of Engineers’ river levees. Structural Fill We recommend that the planned ditch road crossing embankment be constructed using structural fill. The suitability of soil used for structural fill depends primarily on its grain size distribution and moisture content when placed. As the fines content (soil fraction passing the US No. 200 mesh sieve) increases, soil becomes more sensitive to small changes in moisture. Soil containing more than about 5 percent Page 8 of 61 Nishiwaki Lane 19414-00 October 26, 2018 Page 8 fines (by weight) cannot be consistently compacted to a firm, relatively unyielding condition when the moisture content is more than 2 percent above or below optimum. Structural fill must also be free of organic matter and other debris. Generally, any fill material with moisture content at or near optimum can be compacted as structural fill provided it is placed on a firm and relatively unyielding subgrade surface. However, for fill placement during wet-weather site work, we recommend using clean fill, which refers to soil that has a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 sieve. Clean fill should meet the requirements specified in the imported structural fill subsection below. We recommend the following for structural fill placement and compaction:  Place and compact all structural fill in lifts with a loose thickness no greater than 8 to 10 inches. If small, hand-operated compaction equipment is used to compact structural fill, such as within 12 inches of utility pipes or other structures, the lifts should not exceed 4 to 6 inches in loose thickness, depending on the equipment used. The maximum particle size within the structural fill should be limited to two-thirds of the loose lift thickness, to allow full compaction of the soil surrounding the large particles.  Generally, compact the structural fill to a minimum of 95 percent of the modified Proctor maximum dry density, as determined by the ASTM D1557 test procedure.  Control the moisture content of the fill to within 2 percent of the optimum moisture based on laboratory Proctor tests. The optimum moisture content corresponds to the maximum attainable Proctor dry density.  Perform a representative number of in-place density tests to verify adequate compaction. In addition, a Hart Crowser representative should verify each structural fill lift and the subgrade area below it.  Place structural fill only on dense and relatively unyielding subgrade. If subgrade areas are wet and/or yielding, clean material with a gravel content (material coarser than a U.S. No. 4 sieve) of at least 30 to 35 percent may be needed to bridge moisture-sensitive subsoils. In certain cases, clean crushed rock or quarry spalls, in combination with a suitable geofabric subgrade separation layer, may be required to stabilize weak or wet subgrade soil. Use of On-Site Soil as Structural Fill The native gravel with sand (relatively low fines content), or similar on-site fill soil from elsewhere on the construction site, is generally considered suitable for use as structural fill. Page 9 of 61 Nishiwaki Lane 19414-00 October 26, 2018 Page 9 We recommend that excavated soil intended for reuse as structural fill be stockpiled separately and reviewed by a Hart Crowser representative for suitability. Such stockpiles should be protected with plastic sheeting to prevent them from becoming overly wet during rainy weather. Organic or other unsuitable material should be segregated and removed from the stockpile of on-site soil to be reused as fill. Note that the silty on-site soil is not considered suitable for use as free-draining material. Imported Structural Fill Imported structural fill should be well-graded sand with a low fines content, free of organic and unsuitable materials. Generally, imported structural fill for most applications should meet the requirements in WSDOT Gravel Borrow, Section 9-03.14(1), with the added requirement that the fines content should not exceed 5 percent. Recommended Additional Geotechnical Services Recommendations discussed in this report should be reviewed and modified as needed during the final design stages of the project (i.e., post-report design services). Geotechnical construction observation should also be incorporated into the construction plans. The following sections present our recommended additional geotechnical engineering services specific to this project. Construction Observation Services The future performance and integrity of the project will depend largely on proper site preparation, drainage, fill placement, and construction procedures. Monitoring and testing by experienced geotechnical personnel is an integral part of the construction process. The purpose of geotechnical construction observation is to verify compliance with design concepts and recommendations and to allow design changes or evaluation of appropriate construction methods if subsurface conditions differ from those anticipated. Consequently, we recommend retaining Hart Crowser to provide the following construction observation services specific to this project:  Observe all exposed road fill embankment subgrades after completion of stripping and excavation to confirm that suitable soil conditions have been reached and to determine appropriate subgrade preparation methods;  Observe and test the compaction of all structural fill to verify conformance with specifications; and  Assist with any other geotechnical questions that may arise during construction. Page 10 of 61 Page 11 of 61 Document Path: L:\Notebooks\1941400_Nishiwaki_Lane_Pavement_Evaluation\GIS\1941400_Vmap.mxd Date: 10/18/2018 User Name: melissaschweitzerNishiwaki Lane Pavement Evaluation Renton, Washinton Vicinity Map 19414-00 10/18 Figure1 0 2,0 00 4,0 001,0 00 Feet Project Locatio n Se attle WASHINGTON Oregon Renton Idaho Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, © OpenStreetMap contributors, and the GIS User Community N Page 12 of 61 Overall Site and Ex ploration Plan Figure2aDocument Path: \\seafs\Projects\Notebooks\1941400_Nishiwaki_Lane_Pavement_Evaluation\GIS\1941400_SP.mxd Date: 10/23/2018 User Name: melissaschweitzerNishiwaki Lane Pavem ent Evaluation Renton, Washington 19414-00 10/18 !( !(!(!(!(!(!( !(!(!( NIS HIWAKI L ANE N 6TH STN R IVE RSIDE DRHA-10 HA-9/DCP-9 HA-8/DCP-8 HA-7/DCP-7 HA-6/DCP-6 HA-5/DCP-5 HA-4/DCP-4 HA-3/DCP-3 HA-2/DCP-2 HA-1/DCP-1 N0 200 400100 Feet Note: Feature locations are approxim ate. Source: Esri, D igitalGlobe, GeoEye, Ear thstar Geographics, C NES/Airbus DS, USD A, USGS, AeroGR ID, IGN, and the GIS User Community LEGEND !(Hand Auger Boring !(Hand Auger Boring w ith D ynamic C one P enetrom eter Detailed Site and Exploration P lan Lim its (See Figure 2b) Page 13 of 61 Document Path: \\seafs\Projects\Notebooks\1941400_Nishiwaki_Lane_Pavement_Evaluation\GIS\1941400_SP2.mxd Date: 10/22/2018 User Name: melissaschweitzer!( !( !( !(NISHIWAKI LANEHA-10 HA-7/D CP-7 HA-8/D CP-8 HA-9/D CP-9 N RIVERSIDE DRNishiwaki Lane Pavement Evaluation Renton, Washington Detailed Site and Exploration Plan 19414-00 10/18 Figure2b N Note: Feature locations are approximate. !( !(NISHIWAKI LANEHA-5/D CP-5 HA-6/D CP-6 N RIVERSIDE DR!( !( !( !(NISHIWAKI LANEHA-1/D CP-1HA-2/D CP-2 HA-3/D CP-3 HA-4/D CP-4 N RIVERSIDE DRSource: Aerial photograph provided by Hexagon Imagery Program Data. LEGEND !(Hand A uger Boring !(Hand A uger Boring w ith D ynamic Co ne Pe netrometer 0 80 16040 Feet Page 14 of 61 19414-00 October 26, 2018 ATTACHMENT 1 Hand Auger Logs Page 15 of 61 Figure A-1Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington  19414-00 Key to Exploration Logs Sheet 1 of 1 Moisture Dry Moist Wet Absence of moisture, dusty, dry to the touch Damp but no visible water Visible free water, usually soil is below water table Cuttings 0 5 11 31 Very loose Loose Medium dense Dense Very dense to to to to to >30 to to to to >50 4 10 30 50 Very soft Soft Medium stiff Stiff Very stiff Hard 0 2 5 9 16 1 4 8 15 30 Well Symbols Sample Description Relative Density/Consistency Soil density/consistency in borings is related primarily to the standard penetration resistance (N). Soil density/consistency in test pits and probes is estimated based on visual observation and is presented parenthetically on the logs. N(Blows/Foot)SILT or CLAY Consistency SAND or GRAVEL Relative Density N(Blows/Foot) Slough Estimated Percentage Well Tip or Slotted Screen Clean Gravels Gravels Sands with few Fines Sands Sands with Fines (>12% fines) 1.5" I.D. Split Spoon 3.0" I.D. Split Spoon Core Run Groundwater Indicators Soil Test Symbols Sonic Core Thin-walled SamplerModified California Sampler Grab Sample Symbols Groundwater Level on Date or At Time of Drilling (ATD) Groundwater Level on Date Measured in Piezometer Groundwater Seepage (Test Pits) Identification of soils in this report is based on visual field and laboratory observations which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field nor laboratory testing unless presented herein. ASTM D 2488 visual-manual identification methods were used as a guide. Where laboratory testing confirmed visual-manual identifications, then ASTM D 2487 was used to classify the soils. Gravels with Fines Elastic Silt; Elastic Silt with Sand or Gravel; Sandy or Gravelly Elastic Silt (5-12% fines) (>12% fines) Poorly Graded Gravel with Clay; Poorly Graded Gravel with Clay and Sand Graph GW-GM Symbols GW GW-GC GC SW SP SW-SM SW-SC SP-SM SP-SC SM SC ML MH (<5% fines) Poorly Graded Sand with Clay; Poorly Graded Sand with Clay and Gravel Typical Descriptions Well-Graded Gravel; Well-Graded Gravel with Sand Poorly Graded Gravel; Poorly Graded Gravel with Sand Clayey Gravel; Clayey Gravel with Sand %F AL CA CAUC CAUE CBR CIDC CIUC CK0DC CK0DSS CK0UC CK0UE CRSCN DSS DT GS HYD ILCN K0CN kc kf MD OC OT P PID PP SG TRS TV UC UUC VS WC Percent Passing No. 200 Sieve Atterberg Limits (%) Chemical Analysis Consolidated Anisotropic Undrained Compression Consolidated Anisotropic Undrained Extension California Bearing Ratio Consolidated Drained Isotropic Triaxial Compression Consolidated Isotropic Undrained Compression Consolidated Drained k0 Triaxial Compression Consolidated k0 Undrained Direct Simple Shear Consolidated k0 Undrained Compression Consolidated k0 Undrained Extension Constant Rate of Strain Consolidation Direct Simple Shear In Situ Density Grain Size Classification Hydrometer Incremental Load Consolidation k0 Consolidation Constant Head Permeability Falling Head Permeability Moisture Density Relationship Organic Content Tests by Others Pressuremeter Photoionization Detector Reading Pocket Penetrometer Specific Gravity Torsional Ring Shear Torvane Unconfined Compression Unconsolidated Undrained Triaxial Compression Vane Shear Water Content (%) Sand Pack Monument Surface Seal Bentonite Seal Well Casing Well-Graded Sand; Well-Graded Sand with Gravel Poorly Graded Sand; Poorly Graded Sand with Gravel Silty Sand; Silty Sand with Gravel Silty Gravel; Silty Gravel with Sand PT CL-ML Clayey Sand; Clayey Sand with Gravel Silt; Silt with Sand or Gravel; Sandy or Gravelly Silt Fine Grained Soils More than 50% of Material Passing No. 200 Sieve Silts Well-Graded Gravel with Silt; Well-Graded Gravel with Silt and Sand Well-Graded Gravel with Clay; Well-Graded Gravel with Clay and Sand Poorly Graded Gravel with Silt; Poorly Graded Gravel with Silt and Sand Sand and Sandy Soils More than 50% of Coarse Fraction Passing No. 4 Sieve Gravel and Gravelly Soils More than 50% of Coarse Fraction Retained on No. 4 Sieve Coarse Grained Soils More than 50% of Material Retained on No. 200 Sieve GP GP-GM GP-GC GM Major Divisions Well-Graded Sand with Silt Well-Graded Sand with Silt and Gravel (<5% fines) Well-Graded Sand with Clay; Well-Graded Sand with Clay and Gravel Poorly Graded Sand with Silt; Poorly Graded Sand with Silt and Gravel (5-12% fines) USCS USCS Soil Classification Chart (ASTM D 2487) Peat - Decomposing Vegetation - Fibrous to Amorphous Texture Organic Soil; Organic Soil with Sand or Gravel; Sandy or Gravelly Organic SoilOL/OH CH Fat Clay; Fat Clay with Sand or Gravel; Sandy or Gravelly Fat Clay Lean Clay; Lean Clay with Sand or Gravel; Sandy or Gravelly Lean ClayCL Clays Organics Highly Organic (>50% organic material) (based on Atterberg Limits) Silty Clay Silty Clay; Silty Clay with Sand or Gravel; Gravelly or Sandy Silty Clay Sand, Gravel Trace Few Cobbles, Boulders Trace Few Little Some Minor Constituents <5 5 -15 <5 5 -10 15 -25 30 -45 Liquid Limit (LL) Water Content (WC) Plastic Limit (PL) Signal Cable Vibrating Wire Piezometer (VP)KEY TO EXP LOGS (SOIL ONLY) - J:\GINT\HC_LIBRARY.GLB - 10/18/18 09:40 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzerPage 16 of 61 S-1 GS, WC S-2 Asphalt concrete (two layers: 4-inch thick lower with a 2-inch thick overlay) Crushed rock, base aggregate (12-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), (medium dense to dense), moist, gray, angular sand, subangular to subrounded gravel. [FILL] Bottom of Borehole at 5.0 feet. Sample Data Hand-Auger Log HA-1 WC 10 20 30 40 Sheet 1 of 1 Figure A-2Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogNumber TestsTypeLength (inches)Material Description Fines Content (%) Date Started:10/8/18 Date Completed:10/8/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.492086 Long: -122.212309 Rig Model/Type:Hand Auger Total Depth:5 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-1 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 25 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:41 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer2 5 0 1 2 3 4242322210 1 2 3 4 5 Page 17 of 61 S-1 S-2 WC Asphalt concrete (two layers: 4-inch thick lower with a 2-inch thick overlay) Crushed rock, base aggregate (12.5-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), (very dense), moist, brown, angular sand, subangular to subrounded gravel. [FILL] Bottom of Borehole at 1.6 feet. Sample Data Hand-Auger Log HA-2 WC 10 20 30 40 Sheet 1 of 1 Figure A-3Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogNumber TestsTypeLength (inches)Material Description Date Started:10/8/18 Date Completed:10/8/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.492121 Long: -122.212356 Rig Model/Type:Hand Auger Total Depth:1.62 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-2 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 25 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:41 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer5 5 0 1 2 3 4242322210 1 2 3 4 Page 18 of 61 Asphalt concrete (two layers: 4-inch thick lower with a 2-inch thick overlay) Crushed rock, base aggregate (13-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), (dense to very dense), moist, brown, angular sand, subangular to subrounded gravel. [FILL] Bottom of Borehole at 2.0 feet. Hand-Auger Log HA-3 Sheet 1 of 1 Figure A-4Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogMaterial Description Date Started:10/8/18 Date Completed:10/8/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.492633 Long: -122.212525 Rig Model/Type:Hand Auger Total Depth:2 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-3 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 24 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:41 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer0 1 2 3 4232221200 1 2 3 4 Page 19 of 61 Asphalt concrete (two layers: 4-inch thick lower with a 2-inch thick overlay) Crushed rock, base aggregate (13.1-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), (dense to very dense), moist, brown, angular sand, subangular to rounded gravel. [FILL] Bottom of Borehole at 4.0 feet. Hand-Auger Log HA-4 Sheet 1 of 1 Figure A-5Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogMaterial Description Date Started:10/8/18 Date Completed:10/8/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.493856 Long: -122.212586 Rig Model/Type:Hand Auger Total Depth:4 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-4 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 23 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:41 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer0 1 2 3 4222120190 1 2 3 4 Page 20 of 61 S-1 Asphalt concrete (two layers: 4-inch thick lower with a 2.25-inch thick overlay) Crushed rock, base aggregate (12.65-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), (dense to very dense), moist, brown, angular sand, subangular to rounded gravel. [FILL] Bottom of Borehole at 2.8 feet. Sample Data Hand-Auger Log HA-5 Sheet 1 of 1 Figure A-6Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogNumber TestsTypeLength (inches)Material Description Date Started:10/8/18 Date Completed:10/8/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.495184 Long: -122.213020 Rig Model/Type:Hand Auger Total Depth:2.8 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-5 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 23 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:41 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer4 0 1 2 3 4222120190 1 2 3 4 Page 21 of 61 Asphalt concrete (two layers: 4-inch thick lower with a 2.25-inch thick overlay) Crushed rock, base aggregate (15.55-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), (dense to very dense), moist, brown, angular sand, subangular to rounded gravel. [FILL] Bottom of Borehole at 4.3 feet. Hand-Auger Log HA-6 Sheet 1 of 1 Figure A-7Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogMaterial Description Date Started:10/8/18 Date Completed:10/8/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.496514 Long: -122.213534 Rig Model/Type:Hand Auger Total Depth:4.3 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-6 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 22 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:41 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer0 1 2 3 4212019180 1 2 3 4 Page 22 of 61 S-1 WC Asphalt concrete (two layers: 4-inch thick lower with a 2-inch thick overlay) Crushed rock, base aggregate (12.9-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), trace low plasticity fines, (dense to very dense), moist, brown, angular sand, subangular to rounded gravel. [FILL] Bottom of Borehole at 3.0 feet. Sample Data Hand-Auger Log HA-7 WC 10 20 30 40 Sheet 1 of 1 Figure A-8Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogNumber TestsTypeLength (inches)Material Description Date Started:10/9/18 Date Completed:10/9/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.497843 Long: -122.213968 Rig Model/Type:Hand Auger Total Depth:3 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-7 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 23 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:41 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer3 0 1 2 3 4222120190 1 2 3 4 Page 23 of 61 S-1 S-2 GS, WC Asphalt concrete (two layers: 4-inch thick lower with a 2.25-inch thick overlay) Crushed rock, base aggregate (10.35-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), trace low plasticity fines, (dense to very dense), moist, brown, angular sand, subangular to subrounded gravel. [FILL] POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM), (medium dense to dense), moist, brown, angular sand, subangular to subrounded gravel. Bottom of Borehole at 3.9 feet. Sample Data Hand-Auger Log HA-8 WC 10 20 30 40 Sheet 1 of 1 Figure A-9Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogNumber TestsTypeLength (inches)Material Description Fines Content (%) Date Started:10/9/18 Date Completed:10/9/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.499133 Long: -122.214478 Rig Model/Type:Hand Auger Total Depth:3.9 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-8 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 22 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:42 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer6 4 0 1 2 3 4212019180 1 2 3 4 10 Page 24 of 61 S-1 WC Asphalt concrete (two layers: 4-inch thick lower with a 2.75-inch thick overlay) Crushed rock, base aggregate (12-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), trace low plasticity fines, (dense to very dense), moist, brown, angular sand, subangular to subrounded gravel. [FILL] Refusal at 1.9 feet. Sample Data Hand-Auger Log HA-9 WC 10 20 30 40 Sheet 1 of 1 Figure A-10Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogNumber TestsTypeLength (inches)Material Description Date Started:10/9/18 Date Completed:10/9/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.499253 Long: -122.214532 Rig Model/Type:Hand Auger Total Depth:1.9 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-9 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 21 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:42 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer2 0 1 2 3 4201918170 1 2 3 4 Page 25 of 61 S-1 GS, WC S-2 WC S-3 GS, WC POORLY GRADED GRAVEL WITH SAND (GP), (dense), moist, gray, angular sand, angular to subrounded gravel. [FILL] WELL-GRADED GRAVEL WITH SAND (GW), (loose), wet, gray. grades to medium dense Bottom of Borehole at 3.7 feet. ATD Sample Data Hand-Auger Log HA-10 WC 10 20 30 40 Sheet 1 of 1 Figure A-11Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogNumber TestsTypeLength (inches)Material Description Fines Content (%) Date Started:10/9/18 Date Completed:10/9/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.499338 Long: -122.214470 Rig Model/Type:Hand Auger Total Depth:3.7 feet Location and ground surface elevations are approximate.Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 20 feet Depth to Groundwater:3 feet HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:42 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzerWater Level4 4 3 0 1 2 3 4191817160 1 2 3 4 5 5 Page 26 of 61 19414-00 October 26, 2018 ATTACHMENT 2 Dynamic Cone Penetrometer Data Plots Page 27 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-1 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 0 425 1 5 449 1 5 460 1 5 471 1 5 489 1 5 507 1 5 528 1 5 553 1 5 578 1 5 599 1 5 625 1 5 652 1 5 682 1 5 716 1 5 746 1 5 790 1 5 837 1 5 890 1 5 987 1 5 1120 1 5 1225 1 0 5 10 15 20 25 30 35 40 45 50 55 0.1 1.0 10.0 100.0 1000.0 0 127 254 381 508 635 762 889 1016 1.0 10.0 100.0 1000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 55 0 5000 10000 15000 20000 25000 DEPTH, inResilient Modulus, psi Page 28 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-2 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 032 2 543 2 558 1 564 1 570 1 573 1 10 80 1 10 86 1 15 91 1 15 96 1 15 103 1 15 107 1 15 111 1 10 119 1 10 130 1 10 136 1 10 143 1 10 155 1 10 159 1 10 162 1 10 172 1 10 188 1 10 199 1 10 206 1 10 217 1 10 223 1 10 240 1 10 252 1 10 261 1 10 269 1 10 274 1 10 284 1 10 291 1 10 302 1 10 315 1 10 328 1 10 354 1 10 381 1 10 399 1 10 412 1 10 429 1 10 441 1 5 458 1 0 5 10 15 20 0.1 1.0 10.0 100.0 1000.0 10000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0 10000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 0 10000 20000 30000 40000 50000 60000 DEPTH, inResilient Modulus, psi Page 29 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-3 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 0 503 1 10 553 1 10 580 1 10 595 1 10 605 1 10 615 1 10 620 1 10 625 1 10 635 1 10 640 1 10 648 1 10 653 1 10 658 1 10 668 1 10 675 1 10 683 1 10 689 1 10 705 1 10 716 1 10 720 1 10 725 1 10 732 1 10 743 1 10 749 1 10 755 1 10 760 1 10 765 1 10 778 1 10 782 1 10 785 1 10 794 1 10 810 1 10 827 1 10 842 1 10 860 1 10 878 1 10 895 1 10 920 1 15 976 1 15 1010 1 20 1072 1 20 1151 1 20 1225 1 0 5 10 15 20 25 30 35 40 45 50 0.1 1.0 10.0 100.0 1000.0 10000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0 10000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 0 10000 20000 30000 40000 50000 60000 DEPTH, inResilient Modulus, psi Page 30 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-4 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 0 586.6 1 10 607.6 1 10 633.6 1 10 745.6 1 10 775.6 1 10 788.6 1 10 803.6 1 10 816.6 1 10 832.6 1 10 849.6 1 10 868.6 1 10 889.6 1 10 924.6 1 10 955.6 1 10 995.6 1 10 1045.6 1 10 1085.6 1 10 1134.6 1 10 1215.6 1 10 1357.6 1 10 1510.6 1 4 1580.6 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 0.1 1.0 10.0 100.0 1000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 0 5000 10000 15000 20000 25000 30000 DEPTH, inResilient Modulus, psi Page 31 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-5 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 0 712.8 1 10 757.8 1 10 782.8 1 10 797.8 1 10 817.8 1 10 842.8 1 10 862.8 1 10 875.8 1 10 890.8 1 10 903.8 1 10 912.8 1 10 922.8 1 10 935.8 1 10 944.8 1 10 958.8 1 10 962.8 1 10 973.8 1 10 982.8 1 10 992.8 1 10 1001.8 1 10 1018.8 1 10 1038.8 1 10 1057.8 1 10 1079.8 1 10 1107.8 1 10 1131.8 1 10 1157.8 1 10 1192.8 1 10 1232.8 1 10 1287.8 1 10 1358.8 1 10 1402.8 1 10 1 10 1 10 1 10 1 10 1 10 1 10 1 10 1 10 1 10 1 10 1 0 5 10 15 20 25 30 35 40 45 50 55 60 0.1 1.0 10.0 100.0 1000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 55 60 0 10000 20000 30000 40000 50000 DEPTH, inResilient Modulus, psi Page 32 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-6 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 0 315.2 1 10 341.2 1 15 352.2 1 15 361.2 1 15 379.2 1 15 394.2 1 15 415.2 1 15 474.2 1 15 519.2 1 15 547.2 1 15 580.2 1 15 628.2 1 15 657.2 1 15 758.2 1 15 869.2 1 15 1075.2 1 10 1253.2 1 5 1327.2 1 5 1378.2 1 7 1428.2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 0.1 1.0 10.0 100.0 1000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 55 60 0 5000 10000 15000 20000 25000 30000 35000 40000 DEPTH, inResilient Modulus, psi Page 33 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-7 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 0 755.9 1 15 817.9 1 10 827.9 1 10 835.9 1 10 847.9 1 10 860.9 1 10 879.9 1 10 893.9 1 10 901.9 1 10 912.9 1 10 923.9 1 10 925.9 1 10 930.9 1 10 935.9 1 10 940.9 1 15 947.9 1 15 953.9 1 100 1030.9 1 25 1060.9 1 15 1235.9 1 15 1280.9 1 15 1320.9 1 15 1360.9 1 15 1440.9 1 0 5 10 15 20 25 30 35 40 45 50 55 60 0.1 1.0 10.0 100.0 1000.0 10000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0 10000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 55 60 0 10000 20000 30000 40000 50000 60000 DEPTH, inResilient Modulus, psi Page 34 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-8 Soil Type(s):GP-GM No. of Accumulative Type of Blows Penetration Hammer (mm) 0 196.75 1 10 218.75 1 10 226.75 1 15 237.75 1 15 248.75 1 15 266.75 1 15 282.75 1 15 296.75 1 15 304.75 1 15 321.75 1 15 329.75 1 15 389.75 1 15 453.75 1 15 492.75 1 15 558.75 1 15 618.75 1 10 693.75 1 10 825.75 1 5 873.75 1 5 928.75 1 5 1015.75 1 5 1138.75 1 5 1233.75 1 5 1383.75 1 0 5 10 15 20 25 30 35 40 45 50 55 60 0.1 1.0 10.0 100.0 1000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 55 60 0 10000 20000 30000 40000 50000 DEPTH, inResilient Modulus, psi Page 35 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-9 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 0 110 1 15 150 1 15 187 1 15 214 1 15 234 1 15 253 1 15 265 1 15 275 1 15 300 1 15 342 1 15 412 1 10 425 1 10 430 1 10 455 1 15 525 1 10 770 1 5 875 1 5 971 1 5 1065 1 5 1090 1 15 1101 1 10 1119 1 0 5 10 15 20 25 30 35 40 45 50 0.1 1.0 10.0 100.0 1000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 0 10000 20000 30000 40000 50000 DEPTH, inResilient Modulus, psi Page 36 of 61 19414-00 October 26, 2018 ATTACHMENT 3 Soil Laboratory Test Results Page 37 of 61 HA-1 S-1 0.9 3.9 5 22 73 HA-2 S-2 1.1 5.0 HA-7 S-1 0.8 5.8 HA-8 S-2 1.5 10.0 10 33 57 HA-9 S-1 1.7 6.8 HA-10 S-1 1.0 6.2 5 34 61 HA-10 S-2 2.0 9.3 HA-10 S-3 2.7 13.5 5 36 59 Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 Sheet 1 of 1 Figure B-1Summary of Laboratory Results Dry Density (pcf) Fines (%) Sand (%) Liquid Limit Water Content (%) Plastic Limit Plasticity Index Pocket Pen (tsf) Torvane (tsf) Organic Content (%) Exploration Sample ID Depth Gravel (%)HC LAB SUMMARY (FOR REPORTS) - F:\GINT\HC_LIBRARY.GLB - 10/24/18 09:38 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzerPage 38 of 61 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100#10#4PERCENT FINER321-1/23/41/23/861Particle-Size Analysis % Sand#200#140#100#60#30#40#20D30LLPID85D60D50 14.994 10.655 12.299 11.884 12.297 6.541 7.826 8.360 5.580 0.879 1.581 2.200 1.067 0.134 0.250 0.553 0.413 0.135 0.322 5.02 1.02 1.50 1.27 D15 D10 Cc Cu 36.26 149.29 90.94 36.93 GRAIN SIZE - mm % Silt % Clay 72.8 56.6 61.0 59.4 % Gravel 0.0 0.0 0.0 0.0 % Cobbles Remarks: 4 10 6 13 USCSMC% 21.9 33.0 33.7 35.7 24.113 36.078 38.073 19.954 5.3 10.4 5.2 4.8 GP-GM GW-GM GW-GM GW-GM U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER Sheet 1 of 1 Figure B-2 Source: HA-1 Source: HA-8 Source: HA-10 Source: HA-10 Sample No.: S-1 Sample No.: S-2 Sample No.: S-1 Sample No.: S-3 Depth: 0.9 to 1.1 Depth: 1.5 to 1.8 Depth: 1.0 to 1.3 Depth: 2.7 to 2.9 Location and Description Pavement Crushed Rock Base Course Pavement Subgrade Soil (Native) Existing Ditch Fill Soil Existing Ditch Native Soil Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 POORLY GRADED GRAVEL WITH SILT AND SAND WELL-GRADED GRAVEL WITH SILT AND SAND WELL-GRADED GRAVEL WITH SILT AND SAND WELL-GRADED GRAVEL WITH SILT AND SAND coarseCOBBLESGRAVEL finemediumfinecoarse SAND SILT OR CLAY HC GRAIN SIZE - F:\GINT\HC_LIBRARY.GLB - 10/24/18 09:39 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzerPage 39 of 61 38'-6" 60'-0" Security Guard Shack. Power to be provided. Rolling Security Gate Closed Position Existing CB Rim (ELV-99.75') 10'-0" POC 10' South of existing MH 75' - 12" DI STS Culvert Insert 1:2 Slope max 1:2 Slope max POT Relocate PEDESTRAIN Xing Sign & Bollards New stripe TBM EL 100.0' (Valve Access Rim) ELV-99.94' ELV-99.95' ELV-98.36'ELV-98.36'ELV-98.37 ELV-98.36'ELV-98.33'ELV-98.36' ELV-98.35' ELV-98.33' ELV-99.35'ELV-99.62'ELV-99.81' ELV-99.82' ELV-99.85' ELV-99.87'ELV-99.84' ELV-99.80' ELV-99.92' ELV-99.35' ELV-99.91 ELV-100.07' Existing CB Rim (ELV-99.83') ELV-97.03'INV ELV-97.04'INV ELV-97.18' INV ELV-97.24'INV ELV-97.99'INV ELV-97.03' Gate Work Plan Rock and asphalt infill Gate Fence Post Gate Fence Post Rolling Security Gate Open Position Space allocated for two Boeing Security Parking Stalls Remove current motorcycle parking 33'18' Space allocated for motorcycle parking Page 40 – Temporary Construction Entrance Design Page 40 of 61 Page 41 - PBS Engineering – Preliminary Culvert Design Page 41 of 61 Goals: - Left turns only at major intersections for pedestrian safety. - No staging area. Proposed Ingress and Egress Route Page 43 - Trucking Route Page 42 of 61 Page 42 - Trucking Route Guard Shack - Preliminary Submittal Page 47 of 61 Guard Shack - Preliminary Submittal Page 48 of 61 Guard Shack - Preliminary Submittal Page 49 of 61 Guard Shack - Preliminary Submittal Page 50 of 61 Guard Shack - Preliminary Submittal Page 51 of 61 Guard Shack - Preliminary Submittal Page 52 of 61 Phase 1 –6 Months Estimated Traffic Regular Traffic during this Phase 20-40 Trucks per day *As low as 0-10 trucks per day **With Hangar scope removal, 120 trucks per day for ~5 weeks has been removed from Phase 1. Phase 2 –3 Months Estimated Traffic Regular Traffic during this Phase 20-40 Trucks per day *As low as 0-10 trucks per day **With Hangar scope removal, phase start and phase end truck quantity reduced by 20 trucks from 80 to 60 per day. Start of Phase 60 trucks per day for 2 weeks End of Phase 60 trucks per day for 2 weeks Phase 3 –3 Months Estimated Traffic Regular Traffic during this Phase 20-40 Trucks per day *As low as 0-10 trucks per day **With Hangar scope removal, phase start and phase end truck quantity reduced by 20 trucks from 80 to 60 per day. Start of Phase 60 trucks per day for 2 weeks End of Phase 60 trucks per day for 2 weeks Phase 4 –2 Months Estimated Traffic Regular Traffic during this Phase 20-30 Trucks per day *As low as 0-10 trucks per day Phase 5 –3 Months Estimated Traffic Regular Traffic during this Phase 20-40 Trucks per day *As low as 0-10 trucks per day Phase 6 –6 Months Estimated Traffic Regular Traffic during this Phase 20-40 Trucks per day *As low as 0-10 trucks per day Start of Phase 80 trucks per day for 2 weeks End of Phase 80 trucks per day for 2 weeks Phase 7 –6 Months Estimated Traffic Regular Traffic during this Phase 20-50 Trucks per day *As low as 0-10 trucks per day Start of Phase 80 trucks per day for 2 weeks End of Phase 80 trucks per day for 2 weeks Phase 8 –6 Months Estimated Traffic Regular Traffic during this Phase 20-40 Trucks per day *As low as 0-10 trucks per day Start of Phase 80 trucks per day for 2 weeks End of Phase 80 trucks per day for 2 weeks Catch basin protection where needed. Street sweeper to be used as needed. Silt Fence at temporary roadway permiters Wheel wash at project site. TESC Plan for project site included in permit set drawings. Page 61 of 61 9-10-11 TRENCH RESTORATION AND STREET OVERLAY REQUIREMENTS: A. Purpose: The purpose of this Code Section is to establish guidelines for the restoration of City streets disturbed by installation of utilities and other construction activities. Any public or private utilities, general contractors, or others permitted to work in the public right-of-way will adhere to the procedures set forth in this policy. B. Definition: Engineer: The term “engineer” shall denote the City project manager, inspector and/or plan reviewer, or their designated representative. C. Application: The following standards in this Section shall be followed when doing trench or excavation work within the paved portion of any City of Renton right-of-way. Modifications or exemptions to these standards may be authorized by the Community and Economic Development Administrator, or authorized representative, upon written request by the permittee, the permittee’s contractor or engineer, and demonstration of an equivalent alternative. (Ord. 5450, 3-2-09) D. Hours of Operations: Hours for work within the roadway for asphalt overlays or trench restoration shall be as directed by the Traffic Control Plan requirements and the Traffic Operations Engineer. E. Inspection: The Engineer may determine in the field that a full street-width (edge- of-pavement to edge-of-pavement) overlay is required due to changes in the permit conditions such as, but not limited to the following: 1. There has been damage to the existing asphalt surface due to the contractor’s equipment. 2. The trench width was increased significantly or the existing pavement is undermined or damaged. 3. Any other construction related activities that require additional pavement restoration. F. City of Renton Standards: All materials and workmanship shall be in accordance with the City of Renton Standard and Supplemental Specifications (current adopted version) except where otherwise noted in these standards. Materials and workmanship are required to be in conformance with standards for the Standard Specifications for Road, Bridge, and Municipal Construction prepared by the Washington State Chapter of the American Public Works Association (APWA) and Page 1 of 6Print Preview 1/22/2019https://www.codepublishing.com/WA/Renton/cgi/menuCompile.pl the Washington State Department of Transportation (WSDOT) and shall comply with the current edition, as modified by the City of Renton Supplemental Specifications. 1. An asphalt paver shall be used in accordance with Section 5-04.3(3) of Standard Specifications. A “Layton Box” or equal may be used in place of the power-propelled paver. Rollers shall be used in accordance with Section 5-04.3 (4) of the Standard Specifications. “Plate Compactors” and “Jumping Jacks” shall not be used in lieu of rollers. 2. Trench backfill and resurfacing shall be as shown in the City of Renton Standard Details, unless modified by the City permit. Surfacing depths shown in the standard details are minimums and may be increased by the Engineer to meet traffic loads or site conditions. 3. Requirement for Patching, Overlay, and Overlay Widths: All trench and pavement cuts shall be made by sawcut or by grinding. Sawcuts or grinding shall be a minimum of one foot (1') outside the trench width. The top two inches (2") of asphalt shall be ground down to a minimum distance of one foot (1') beyond the actual outside edges of the trench and shall be replaced with two inches (2") of Class B asphalt, per City of Renton Standard Plan #HR-23 (SP Page H032A). At the discretion of the engineer, a full street width overlay may be required. Lane-width or a full street-width overlay will be determined based upon the location and length of the proposed trench within the roadway cross-section. Changes in field conditions may warrant implementation of additional overlay requirements. a. Trenches (Road Crossings): (1) The minimum width of a transverse patch (road crossing) shall be six and one-half feet (6.5'). See City of Renton Standard Plan Drawing #HR-23 (SP Page: H032A). (2) Any affected lane will be ground down two inches (2") and paved for the entire width of the lane. (3) The patch shall be a minimum of one foot (1') beyond the excavation and patch length shall be a minimum of an entire traveled lane. (4) If the outside of the trenching is within three feet (3') of any adjacent lane line, the entire adjacent traveled lane affected will be repaved. Page 2 of 6Print Preview 1/22/2019https://www.codepublishing.com/WA/Renton/cgi/menuCompile.pl (5) An area including the trench and one foot (1') on each side of the trench but not less than six and one-half feet (6.5') total for the entire width of the affected traveled lanes will be ground down to a depth of two inches (2"). A two-inch (2") overlay of Class B asphalt will be applied per City standards. b. Trenches Running Parallel with the Street: (1) The minimum width of a longitudinal patch shall be four and one- half feet (4.5'). See City of Renton Standard Plan Drawing #HR-05 (SP Page H032). (2) If the trenching is within a single traveled lane, an entire lane- width overlay will be required. (3) If the outside of the trenching is within three feet (3') of any adjacent lane line, the entire adjacent traveled land affected will be overlaid. (4) If the trenching is greater than or equal to 30% of lane per block (660 foot maximum block length), or if the total patches exceed 12 per block, then the lanes affected will be overlaid. Minimum overlay shall include all patches within the block section. (5) The entire traveled lane width for the length of the trench and an additional ten feet (10′) at each end of the trench will be ground down to a depth of two inches (2′′). A two-inch (2′′) overlay of Class B will be applied per City standards. c. Potholing: Potholing shall meet the same requirements as trenching and pavement restoration. Potholing shall be a minimum of one foot (1') beyond the excavation. All affected lanes will be ground down to a depth of two inches (2") and paved not less than six and one half feet (6.5') wide for the entire width of the lane. Potholes greater than five feet (5') in length, width or diameter shall be restored to trench restoration standards. In all cases potholes shall be repaired per Renton Standard Plan #HR05 (SP Page H032). Restoration requirements utilizing vactor equipment will be determined by the Engineer. 4. Pavement Removal in Lieu of Grinding: The contractor in all cases can remove the pavement in the replacement area instead of grinding out the specified two inches (2") of asphalt. Full pavement replacement to meet or exceed the existing pavement depth will be required for the area of pavement removal. Patching of pervious concrete shall follow American Concrete Institute Page 3 of 6Print Preview 1/22/2019https://www.codepublishing.com/WA/Renton/cgi/menuCompile.pl (ACI) 522.1-13. Porous asphalt shall be specified on a project-by-project basis by the engineer. Permeable materials should be replaced in-kind where feasible. Patching porous asphalt with conventional asphalt is acceptable if it is no more than ten percent (10%) of the total facility area or does not impact the overall facility function. Appropriate precautions shall be taken during pavement repair and replacement efforts to prevent clogging of adjacent surfaces. (Ord. 5828, 12-12-16) 5. Trench Backfill and Restoration Construction Requirements: a. Trench restoration shall be either by a patch or overlay method, as required and indicated on City of Renton Standard Plans #HR-05, HR-23, and HR-22 (SP Pages #H032, H032A, and H033). b. All trench and pavement cuts, which will not be overlaid, shall be made by sawcut or grinding. Sawcuts shall be a minimum of two feet (2') outside the excavated trench width. c. All trenching within the top four feet (4') shall be backfilled with crushed surfacing materials conforming to Section 4-04 of the Standard Specifications. Any trenching over four feet (4') in depth may use materials approved by the Engineer or Materials Lab for backfilling below the four-foot (4') depth. If the existing material (or other material) is determined by the Engineer to be suitable for backfill, the contractor may use the native material except that the top six inches (6") shall be crushed surfacing top course material. The trench shall be compacted to a minimum ninety-five percent (95%) density, as described in Section 2-03 of the Standard Specifications. In the top six feet (6') of any trench, backfill compaction shall be performed in eight (8) to twelve-inch (12") lifts. Any trench deeper than six feet (6') may be compacted in twenty-four inch (24") lifts, up to the top six-foot (6') zone. All trench backfill shall be firm and unyielding but in no case shall be compacted to more than ninety-two percent (92%) of maximum density in permeable pavement areas. All compaction shall be performed by mechanical methods. The compaction tests may be performed in four-foot (4') vertical increments maximum. The test results shall be given to the Engineer for review and approval prior to paving. The number and location of tests required shall be determined by the Engineer. (Ord. 5828, 12-12-16) Page 4 of 6Print Preview 1/22/2019https://www.codepublishing.com/WA/Renton/cgi/menuCompile.pl d. Temporary restoration of trenches for overnight use shall be accomplished by using MC mix (cold mix), Asphalt Treated Base (ATB), or steel plates, as approved by the Engineer. ATB used for temporary restoration may be dumped directly into the trench, bladed out and rolled. After rolling, the trench must be filled flush with asphalt to provide a smooth riding surface. If the temporary trench restoration does not hold up, the contractor shall repair the patch within eight hours of being notified of the problem by the City. This requirement applies 24 hours per day, seven days per week. In the event that the City determines to repair the temporary patch, the contractor shall reimburse the City in an amount that is double the City’s costs in repairing the patch, with the second half of the reimbursement to represent City overhead and hidden costs. e. Asphalt Concrete Class E or Class B shall be placed to the compacted depth as required and indicated on City of Renton Standard Plans #HR-05, HR-23, and HR-22 (SP Pages #H032, H032A, and H033) or as directed by the Engineer. The grade of asphalt shall be AR-4000W. The materials shall be made in conformance with Section 9-02.1(4) of the Standard Specifications. f. Tack coat shall be applied to the existing pavement at edge of saw cuts and shall be emulsified asphalt grade CSS-1, as specified in Section 9-02.1 (6) of the Standard Specifications. Tack shall be applied as specified in Section 5-04 of the Standard Specifications. g. Asphalt Concrete Class E or Class B shall be placed in accordance with Section 5-04 of the Standard Specifications; except those longitudinal joints between successive layers of asphalt concrete shall be displaced laterally a minimum of twelve inches (12"), unless otherwise approved by the Engineer. Fine and coarse aggregate shall be in accordance with Section 9-03.8 of the Standard Specifications. All street surfaces, walks or driveways within the street trenching areas shall be feathered and shimmed to an extent that provides a smooth-riding connection and expeditious drainage flow for the newly paved surface. Feathering and shimming shall not decrease the minimum vertical curb depth below four inches (4") for storm water flow. The Engineer may require additional grinding to increase the curb depth available for storm water flow in areas that are inadequate. Shimming and feathering as required by the Engineer shall be accomplished by raking out the oversized aggregates from the Class B mix as appropriate. Page 5 of 6Print Preview 1/22/2019https://www.codepublishing.com/WA/Renton/cgi/menuCompile.pl Surface smoothness shall be per Section 5-04.3(13) of the Standard Specifications. The paving shall be corrected by removal and repaving of the trench only. Asphalt patch depths will vary based upon the streets being trenched. The actual depths of asphalt and the work to be performed shall be as required and indicated on City of Renton Standard Plans #HR-05, HR-23, and HR-22 (SP Pages #H032, H032A, and H033). Compaction of all lifts of asphalt shall be a minimum ninety-two percent (92%) of density as determined by WSDOT Test Method 705. The number of tests required shall be determined by the Engineer. Testing shall be performed by an independent testing lab with the results being supplied to the Engineer. Testing is not intended to relieve the contractor from any liability for the trench restoration. It is intended to show the inspector, and the City, that the restoration meets these specifications. h. All joints, except those associated with permeable pavement, shall be sealed using paving asphalt AR-4000W. (Ord. 5828, 12-12-16) i. When trenching within the unpaved roadway shoulder(s), the shoulder shall be restored to its original condition, or better. j. The final patch shall be completed as soon as possible and shall not exceed fifteen (15) working days after first opening the trench. This time frame may be adjusted if delays are due to inclement paving weather or other adverse conditions that may exist. However, delaying of final patch or overlay work is subject to the Engineer’s approval. The Engineer may deem it necessary to complete the work within the fifteen (15) working day time frame and not allow any time extension. Should this occur, the contractor shall perform the necessary work, as directed by the Engineer. k. A City of Renton Temporary Traffic Control Plan (from Renton Transportation Engineering) shall be submitted and approved by the Engineer a minimum of three (3) working days prior to commencement of work. 6. Removal of Utility Locate Markings from Sidewalks Required: The permittee will be required to remove utility locate marks on sidewalks only within the Center Downtown Zone. The permittee shall remove the utility locate marks within 14 days of job completion. (Ord. 3832, 8-13-84; amd. Ord. 4861, 9-18-00; Ord. 5131, 4-4-05; Ord. 5607, 6-6-11) Page 6 of 6Print Preview 1/22/2019https://www.codepublishing.com/WA/Renton/cgi/menuCompile.pl