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HomeMy WebLinkAbout03809 - Technical Information Report TECHNICAL INFORMATION REPORT - FINAL (FULL DRAINAGE REVIEW) O Shuttle Express Parking Lot Parcel#: 3340406430 Address: 800 SW 16`h Street, Renton, WA February 10, 2015 Owner: Peer Frank, LLC Attn: Devin Sherrell 800 SW 16th Street Renton, WA 98057 Phone: (425) 981-7069 D C1G IN C O R P O R A T E D For Submittal to DAVIDO CONSULTING GROUP, INC . City of Renton CIVIL • STRUCTURAL • LAND USE 15029 Bothell Way NE, Ste 600 PO Box 1 132 Lake Forest Park, WA 98155 Freeland, WA 98249 Phone: 206.523.0024 Phone: 360.331.4131 Fax: 206.523.1012 Fax: 360.331.7394 380 Technical Information Report—Final Shuttle Express Parking Lot-800 SW 16th Street February 10, 2015 CERTIFICATE OF ENGINEER a The technical material and data contained within this report has been prepared by or under the direction of the following registered professional engineer(s), licensed in accordance with the rr ' laws of the State of Washington to practice in the State of Washington. f( o. d ri ►avi e: Jam . .02 it /0NAL E Davido Consulting Group,Inc. Page i TIR_Shuttle Express_Final.doc ,, Technical Information Report—Final Shuttle Express Parking Lot-800 SW 16th Street February 10, 2015 QUICK REFERENCE PROJECT INFORMATION General Project Information Project Description Construction of multiple porous asphalt parking areas totaling approximately 8,650 SF for Shuttle Express in Renton, WA. Parcel# 3340406430 Site Address 800 SW 16th St, Renton, WA Parcel Size 141,425 SF (3.25 Acres) _ Project Size 43,782 SF (1.01 Acres) Owner/Developer Peer Frank, LLC Attn: Devin Sherrell 800 SW 16th Street Renton, WA 98057 Phone: (425)981-7069 Consulting Engineer Erik Davido, P.E.—Davido Consulting Group, Inc. 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Phone: (206) 523-0024 Drainage fi I Study Area j The study area is the site itself as no surface flow is leaving the site or entering the site from adjacent properties. Drainage Full Drainage Review Requirements per the 2009 King County Requirements Surface Water Design Manual(KCSWDM) and City of Renton Amendments to the KCSWDM (combination of which is hereafter referred to as The Manual). Tributary Drainage Predeveloped Conditions: Redeveloped Conditions: Area & Land Cover Impervious= 8,880 SF Impervious=20,180 SF Summary PGIS =6,585 SF PGIS= 14,696 SF Pervious Surface=34,902 SF Pervious Surface=23,602 SF Total=43,782 SF Total=43,782 SF Soils Geotechnical analysis and report completed by Nelson Geotechnical Associates, Inc. Drainage Flow Control Best Management Practices(FCBMPs) are Improvements proposed including permeable pavement. ESC Measures ESC measures per Full Drainage Requirements ti Davido Consulting Group,Inc. Page ii T TIR_Shuttle Express_Final doc Technical Information Report- Final A Shuttle Express Parking Lot- 800 SW 16th Street February 10,2015 TABLE OF CONTENTS 1. Project Overview 5 1.1 General Description of Proposal 5 1.2 Existing Site Conditions 6 1.3 Developed Site Conditions 6 1.4 Site Area and Size of Improvements 6 1.5 Disposition of Stormwater before Project 7 1.6 Disposition of Stormwater after Project 7 1.7 Soils 7 2. Conditions and Requirements Summary 9 2.1 Core Requirement #1: Discharge at Natural Location 9 2.2 Core Requirement #2: Offsite Analysis 9 2.3 Core Requirement #3: Flow Control 9 2.4 Core Requirement #4: Conveyance System 10 2.5 Core Requirement #5: Erosion and Sediment Control 10 2.6 Core Requirement #6: Maintenance and Operations 10 2.7 Core Requirement #7: Financial Guarantees and Liability 10 2.8 Core Requirement #8: Water Quality 10 2.9 Special Requirement #1: Other Adopted Area-Specific Requirements 10 2.10 Special Requirement #2: Flood Hazard Area Delineation 10 a 2.11 Special Requirement #3: Flood Protection Facilities 10 2.12 Special Requirement #4: Source Control 11 r 2.13 Special Requirement #5: Oil Control 11 2.14 Special Requirement #6: Aquifer Protection Area 11 3. Offsite Analysis 11 4. Flow Control and Water Quality Facility Analysis and Design 11 4.1 Existing Site Hydrology 11 4.2 Developed Site Hydrology 11 4.3 Performance Standards 12 4.4 Flow Control 12 4.4.1 Permeable Pavement Design 12 4.5 Water Quality 13 5. Conveyance System Analysis and Design 13 5.1 Existing Conveyance 13 5.2 Proposed Conveyance 13 6. Special Reports and Studies 14 7. Other Permits 14 8. CSWPPP Analysis and Design 14 8.1 ESC Plan Analysis and Design 14 8.2 Stormwater Pollution Prevention and Spill Plan Design 15 9. Bond Quantities, Facility Summaries, and Declaration of Covenants 16 10. Operations and Maintenance Manual 16 Davido Consulting Group,Inc. Page ill TIR_Shuttle Express_Final.doc ,, Technical Information Report—Final Shuttle Express Parking Lot-800 SW 16th Street February 10,2015 APPENDICES APPENDIX A Figure 1 -Technical Information Report(TIR) Worksheet APPENDIX B Geotechnical Report APPENDIX C Site Improvement Plans APPENDIX D Temporary Erosion and Sediment Control Plan APPENDIX E Operation and Maintenance APPENDIX F Bond Quantity Worksheet APPENDIX G Stormwater Facility Summary Sheet APPENDIX H KCRTS Modeling Results APPENDIX I Emails Between DCG and City of Renton LIST OF TABLES TABLE 1 Site Area and Size of Improvements 6 TABLE 2 Proposed ESC Measures and Construction Sequencing 15 LIST OF FIGURES • FIGURE 1 TIR Worksheet APPENDIX A FIGURE 2 Site Location 5 FIGURE 3 Drainage Basins, Subbasins, and Site Characteristics 8 Davido Consulting Group,Inc. Page iv TIR_Shuttle Express_Final.doc Technical Information Report—Final s Shuttle Express Parking Lot-800 SW 16th Street February 10,2015 1. PROJECT OVERVIEW The project involves the construction of multiple porous asphalt parking areas totaling approximately 8,650 SF to the south of the existing Shuttle Express building at 800 SW 16th Street in Renton, Washington(see FIGURE 2). The new parking areas will connect to the existing parking areas that currently serve the site. The project site is slightly over an acre in area and is a small portion of a larger parcel. The project will adhere to the 2009 King County Surface Water Design Manual(KCSWDM)as well as the 2010 City of Renton Amendments to the KCSWDM,the combination of which is hereafter known as"The Manual". Given The Manual, the project is subject to Full Drainage Review, as specified in Section 1.1 of The Manual. This report follows the Technical Information Report(TIR)requirements for Full Drainage Review per The Manual. The TIR worksheet is attached as FIGURE 1 in APPENDIX A. 1 qh l ` � ` — iLi - t. .i�� 0L , .` C � _� NF aril Sr Nt 4 � ,,,----,AlC s* i- 1 .I'1r 3 ' ' , i112r Site gE " 1 �— Location ~ *< r t,\,) 4 • 0r d'•tc !/;. - f • +, } Cedar Riv g 219T ST ri • (2 ~�\ jsv. O i 4 ' ' '' 1 ' '4 ti--- -----------i 0! - `y y -i 1i.) i FIGURE 2 Site Location 1.1 General Description of Proposal The project involves the construction of multiple porous asphalt parking areas totaling approximately 8,650 SF with ingress from an existing driveway off of SW 16th Street.A new egress for a portion of the new parking areas will connect directly to SW 16th Street. The project will also include site drainage, grading, and landscaping. Frontage improvements to SW 16th Street, which includes an 8-foot landscape strip and 6-foot wide sidewalk, are included in this project as well. Davido Consulting Group,Inc. Page 5 TIR_Shuttle Express_Final.doc - Technical Information Report—Final Shuttle Express Parking Lot-800 SW 16th Street February 10,2015 • 1.2 Existing Site Conditions The existing site is accessed via an asphalt driveway from SW 16th Street. The existing site conditions include a driveway and parking area to the east of the Shuttle Express building, lawn, and trees. The majority of the area that will be disturbed will be the lawn area to the south of the Shuttle Express building. However, a small portion of the existing asphalt parking area will be replaced with porous asphalt. TABLE 1 summarizes the existing site land cover. The drainage basin is the project limits itself as no offsite flow enters the site's drainage system. 13 Developed Site Conditions The developed site conditions, shown in the project plans submitted under separate cover, will include approximately 8,650 SF of porous asphalt parking lot to the south of the existing Shuttle Express building. All new parking areas will be used for employee parking only. Stormwater runoff from the proposed parking areas will infiltrate through the porous asphalt, which will include a 6 or 12 inch thick storage layer of rock for stormwater storage(depth dependent on traffic loading). TABLE 1 summarizes the developed site conditions and land cover and the developed site drainage basin is shown in FIGURE 3. 1.4 Site Area and Size of Improvements The pre-developed and developed site area and size of improvements are shown in FIGURE 3 and summarized in TABLE 1. TABLE 1 Site Area and Size of Improvements Project Site Areas Existing Developed SF Acres SF Acres Impervious Areas: Concrete Walkway 1,900 0.04 1,900 0.04 Asphalt 6,585 0.15 6,054 0.14 Gravel 395 0.01 346 0.01 Porous Asphalt 8,642 0.20 Concrete Sidewalk 3,238 0.07 Total Impervious Surface 8,880 0.20 20,180 0.46 Total New/Replaced Impervious Surface: 11,880 0.27 Total Pollution Generating Impervious Surface: 6,585 0.15 14,696 0.34 Total New/Replaced Pollution Generating Impervious Surface: 8,642 0.20 Pervious Areas: Landscaping/Grass 34,902 0.80 23,602 0.54 Total Pervious Surface 34,902 0.80 23,602 0.54 Total Project Site Area 43,782 1.01 43,782 1.01 The land cover areas in TABLE 1 were determined by area measurements in AutoCAD from a topographic survey performed on May 15, 2013. As shown by TABLE 1, the developed site is adding 11,880 SF of new impervious surface. The porous asphalt parking areas will make up the Davido Consulting Group,Inc. Page 6 TIR_Shuttle Express_Final.doc Technical Information Report—Final _3 Shuttle Express Parking Lot-800 SW 16th Street February 10,2015 entirety of the new pollution generating impervious surface (8,642 SF)and represents the area that will infiltrate through the permeable pavement. The new concrete sidewalk will be located in the City right-of-way(3,114 SF of the subject property will be dedicated to the right-of-way as a part of this project) and will sheet flow through an 8-foot landscape strip towards SW 16th Street. 1.5 Disposition of Stormwater before Project As shown by TABLE 1,the majority of the existing site coverage is grass.Any stormwater runoff that does not infiltrate sheet flows southerly across the site into a catch basin near the south property line. The catch basin connects to the city's storm system on the north side of SW 16`h Street. 1.6 Disposition of Stormwater after Project The developed site stormwater will infiltrate through the porous asphalt where there will be a 6 or 12-inch rock pocket underneath for storage.The permeable pavement facility is sized to handle all the stormwater from a 100-year storm. Only during extreme events (greater than any event in the available data in KCRTS), a rain on snow event for example, or if the permeable pavement gets clogged and is unable to allow stormwater to infiltrate, will stormwater overflow through the permeable pavement facility and sheet flow away from the existing building and into natural vegetation. Runoff from the new sidewalk will sheet flow through an eight-foot landscape strip prior to entering the city's storm system in SW 16th Street(see APPENDIX C for the site improvement plans). 1.7 Soils A geotechnical investigation was completed by Nelson Geotechnical Associates, Inc. (NGA). The results of this investigation are summarized in a report dated June 21, 2013;a copy of the report is attached in APPENDIX B. The NGA report includes investigation findings and recommendations for the stormwater infiltration system.NGA dug four test pits on June 3, 2013 to depths between 8.5-feet and 12.0-feet. In all four test pits topsoil and grass was underlain by approximately 3.8-feet to 4.8-feet of medium dense to dense, brown gray fine sand with silt, trace gravel and varying amounts of organics which is thought to be undocumented fill. Below the fill layer is a loose/soft, iron-oxide stained, native alluvium soils layer. All four test pits were terminated within the alluvium soils layer. NGA also conducted two on-site infiltration tests in the parking lot area. The measured infiltration rates from the two tests were 6.92 and 13.84 inches per hour. However, based on their observations and the varying nature of the underlying soils throughout the site,NGA recommended using a 0.5 inch per hour infiltration rate for stormwater modeling, thus applying a factor of safety greater than 13. The Manual requires a minimum of three feet of permeable soil below the bottom of an infiltration facility, and at least three feet of separation from the bottom of the infiltration facility to the maximum wet-season water table. The NGA geotechnical report states that because the subsurface soils have a high silt content and indications of shallow groundwater, the site subsurface soils are poorly suited for traditional stormwater infiltration trenches. However, NGA does recommend the use of pervious pavement surfacing to allow runoff from the parking lot to infiltrate into the granular fill layer found within the site. The full NGA report is attached in APPENDIX B. Davido Consulting Group,Inc. Page 7 TIR_Shuttle Express_Final.doe N 1p * L. A, .� LEGEND : AREAS CALLS : ch Hatch denotes impervious Proposed Impervious Areas: CL SCALE INFEET surface draining to permeable Porous Asphalt 8,642 SF (0.20 AC) pavement Concrete Sidewalk 3,238 SF (0.07 AC) Hatch denotes new/replaced o pervious surface Total New/Replaced Imp. Area z 11,880 SF (0.27 AC) Q Hatch denotes impervious 0_ surface draining to City Total New/Replaced Pervious Area o of Renton's storm system 12,159 SF (0.28 AC) W rt w ° Existing Parking p Existing Parking I Lii cc Lot to Remain Lot to Remain —\ W Existing Pervious K Surface to Remain ....__________0___________ N e h. N Existing Pervious 1 "o ( p.2 :T e O ; e Surface to Remain - ' ar m flit ~ sn m t m u, wlW m Ir. /r �" / ®� Jam. a ^ A �� ♦ . „ ny j..- N .a/C 6 m „A, � ° . .. t \/ NNT ` pF 2 O © PO O oQ r .,L. a” xm �Eot Io b 0 N=� „� p RIF.50 — 6 441.111411.1) / ,. O — tJ - 9 g _T.—� � e a .s ' ., e Q Y » 1 ..... . SW 16TH STREET w w 'I INCOMPLIANCEST/MARCO Of IENTON ST/MARCO CALL 2 DAYSBEFORE ` ,.,.,«.. V U a _sP BY °Y c? I1-800-424-5555 -800— YOU DIG % 1-800—AREA PRO%I ":, IUNDERGNOJND UTILITY er BY Etwo °.M �OCAlION6 ARE APPNO%.I O.. / BASE PROADEDLef *` `FOR KiC1JRACY Dnhno C(XiSN.TN(.'GAOEm.lnc. f .uo '/N i° As Niro .. r,*. CITY OF SHUTTLE EXPRESS-NENTON PARKING LOT �n/2+/sD++ ILL OTHER EY,I571140.4=4442 cM•svMM�..PLy u. ' '� R �..,......",....N.... . .....,� , e ... RENTON BaESNWrON WAT °"1 40AB SPONNANDOR RAM Pbnn:p/Nulltl'mg/Pu01.W.r.D.P:. a CO3 om PNTEOOR A$IO wnw*�iON i.r.P 502, .&wn a..euo 01 '" ,2 11.st1F1111.'.1 FssON No REVISION BY EWE MON ^EON w.vo «�•n. SITE PLAN T m. Al--INININ N AIA FIGURE 3 — DRAINAGE BASINS , SUBBBASINS , AND SITE CHARACTERISTICS Technical Information Report—Final ., Shuttle Express Parking Lot-800 SW 16th Street February 10,2015 • 2. CONDITIONS AND REQUIREMENTS SUMMARY The project conditions and requirements were stipulated in the KCSWDM and by the City of Renton Amendments to the KCSWDM. The project conditions and requirements are summarized as follows: > The project is subject to Full Drainage Review requirements specified in Section 1.1.2 of the Manual (>2,000 SF impervious surfaces). > The project is subject to Level 1 flow control (or Peak Rate Flow Control Standard). > The project is subject to enhanced water quality requirements (>5,000 SF new or replaced PGIS will be created at a site classified as industrial). The following sections address The Manual's core and special requirements. 2.1 Core Requirement#1: Discharge at Natural Location The proposed drainage system has been sized to infiltrate the 100-year storm onsite. Therefore, the proposed drainage system will emulate the natural pre-developed conditions of the site as much as possible and any overflow will enter the downstream drainage system and maintain the natural drainage course from the site,thus satisfying Core Requirement#1 of The Manual(see Sections 1.5 and 1.6). 2.2 Core Requirement#2: Offsite Analysis Stormwater will be infiltrated onsite through a permeable pavement facility and the project will not change the rate, volume, duration, or location of discharges to and from the site. Therefore, the project is not required to submit an offsite analysis report based on exemption#3 on Page 1- 21 of the Renton Amendments to the KCSWDM. 2.3 Core Requirement#3: Flow Control Since the project lies within the Peak Rate Flow Control Standard Area and the target surfaces will not generate more than a 0.1-cfs increase in the existing site conditions 100-year peak flow, flow control is exempt according to Exception 1 on Page 1-34 of the City of Renton amendments to the KCSWDM (See Section 4). Since the project is on a site that is greater than 22,000 square feet and will result in an impervious surface coverage of less than 45%of the lot the project is subject to Large Lot Low Impervious BMP Requirements specified in Section 5.2.1.2 of the KCSWDM. Since the required native vegetative flowpath needed for full dispersion is not present onsite and the project is not adding any roof areas, full dispersion and full infiltration of roof runoff are not feasible. Therefore, a BMP listed in Section 5.2.1.2.3 of the KCSWDM must be implemented to the target impervious surfaces.The project is proposing to use permeable pavement to mitigate runoff from all target impervious surfaces onsite,therefore satisfying the Large Lot Low Impervious BMP Requirement. See Section 4 for a detailed description and sizing of the proposed FCBMP. Davido Consulting Group,Inc. Page 9 TIR_Shuttle Express_Final.doc ,- Technical Information Report—Final Shuttle Express Parking Lot-800 SW 16th Street February 10,2015 2.4 Core Requirement#4: Conveyance System N/A. There is no new conveyance system proposed since all stormwater will be infiltrated onsite. 2.5 Core Requirement#5: Erosion and Sediment Control Erosion and sediment control(ESC) measures have been designed for the project in accordance with Section 1.2.5 of The Manual to prevent the transport of sediment from the site to adjacent properties and downstream drainage facilities during construction. Temporary measures include a stabilized construction entrance, silt fencing, tree protection fencing, and inlet protection at impacted catch basins. Permanent measures to reduce the potential for erosion includes the proposed permeable pavement facility and the reseeding of disturbed areas (see ESC plan in APPENDIX D and Section 8.1). 2.6 Core Requirement#6: Maintenance and Operations The proposed drainage facilities will follow the operation and maintenance guidelines as stipulated in Appendix A of The Manual. An operation and maintenance manual consistent with Appendix A of The Manual has been provided in APPENDIX E of this report. 2.7 Core Requirement#7: Financial Guarantees and Liability A bond quantities worksheet has been completed and attached as APPENDIX F (see Section 9). The owner may be required by the city to submit a construction bond for required improvements and/or a maintenance bond for a portion or the entire amount calculated in the bond quantities worksheet. 2.8 Core Requirement#8: Water Quality Since the project site is classified as an industrial site and will add more than 5,000 square feet of pollution generating impervious surface,enhanced basic water quality is required. However, the native soils beneath the permeable pavement meet the groundwater protection criteria listed in Exemption 4 Soil Treatment Exemption listed on Page 1-61 and 1-62 of The Manual. Therefore, the project is exempt from Core Requirement#8(see Section 4.5). 2.9 Special Requirement#1: Other Adopted Area-Specific Requirements The project is exempt from Special Requirement#1 because there are no area specific requirements applicable to the project site. 2.10 Special Requirement#2: Flood Hazard Area Delineation The parcel in which the project site is located contains a Special Flood Zone which is classified as a 100-year flood plain. However, no development will occur within the flood plain for this project. Therefore,the project is exempt from Special Requirement#2. 2.11 Special Requirement#3: Flood Protection Facilities The project is exempt from Special Requirement#3 because it will not rely on an existing flood protection facility(such as a levee or revetment) for protection against hazards posed by erosion or inundation and will not modify or construct a new flood protection facility. Davido Consulting Group,Inc. Page 10 TIR_Shuttle Express_Final.doc Technical Information Report—Final Shuttle Express Parking Lot-800 SW 16th Street February 10,2015 2.12 Special Requirement#4: Source Control The project is exempt from Special Requirement#4 because the project does not require a commercial building or commercial site development. 2.13 Special Requirement#5: Oil Control The project is exempt from Special Requirement#5 because it does not trigger oil control requirements since the project site is under the high-use site thresholds. 2.14 Special Requirement#6: Aquifer Protection Area The project is exempt from Special Requirement#6 because it is not located in Zone 1 or Zone 2 of the Aquifer Protection Areas identified in Reference 11-B of The Manual. 3. OFFSITE ANALYSIS Stormwater from the proposed development will be infiltrated onsite through permeable pavement(porous asphalt) and the project will not change the rate, volume, duration, or location of discharges to and from the site. Therefore,the project is not required to submit an offsite analysis report based on exemption#3 on Page 1-21 of the Renton Amendments to the KCS WDM. 4. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN The following sections summarize the stormwater flow control and water quality facility analysis and design. 4.1 Existing Site Hydrology The existing site is mostly grass with some landscaping and generally slopes southerly away from the existing building. The underlying soils are undocumented fill and alluvium with an estimated infiltration rate of 0.5 inches per hour(see section 1.7 and APPENDIX B for more information on the site soils). Any surface water that does not infiltrate sheet flows towards SW 16th Street and enters the city's storm system. See Section 1.2 and TABLE 1 for more information on the existing site. 4.2 Developed Site Hydrology The onsite development will consist of approximately 11,900 square feet (0.27 acres)of new plus replaced impervious surface. The new and replaced impervious surface will be permeable pavement, with the majority of the permeable pavement replacing existing grass, and new concrete sidewalk fronting the site. Runoff from the sidewalk will sheet flow through an 8-foot landscape strip prior to entering the City's storm system in SW 16th Street.The permeable pavement will have an underlying rock pocket large enough to detain and infiltrate the 100-year storm. See FIGURE 3 for the developed drainage basin map and APPENDIX B for onsite soils information. See Sections 4.4 for more information on the permeable pavement facility design. Davao Consulting Group,Inc. Page 1 1 TIR_Shuttle Express_Final.doc ,_ Technical Information Report—Final Shuttle Express Parking Lot-800 SW 16th Street February 10,2015 4.3 Performance Standards • The project site lies within the Peak Rate Flow Control Standard area determined from the City of Renton Flow Control Applications Map and must comply with the requirements stipulated in Section 1.2.3.1 of The Manual. However, the project is exempt from all flow control requirements because it will not generate more than a 0.1-cfs increase in the existing site conditions 100-year peak flow(Exception 1 on Page 1-34 of The Manual). • The project is subject to Large Lot Low Impervious BMP Requirements. Permeable Pavement will be used to satisfy this requirement. • The project site is an industrial site and is subject to the Enhanced Basic Water Quality Menu as stipulated by The Manual. However, the project will comply with the criteria of Exemption#4 Soil Treatment Exemption on Page 1-61 and 1-62 of The Manual and is therefore exempt from water quality requirements. 4.4 Flow Control As discussed in Section 2.3 and 4.3,the project is exempt from flow control requirements according to Exception 1 on Page 1-34 of the City of Renton's Amendments to the KCSWDM since the project lies within the Peak Rate Flow Control Standard and will not generate more than a 0.1-cfs increase in the existing site conditions 100-year peak flow. The 100-year peak flows from the existing conditions on the project site and the developed conditions were determined in KCRTS using hourly time-steps as required on Page 3-10 of the KCSWDM. As specified in Table 1.2.3.0 from the City of Renton Amendments to the KCSWDM, the y permeable pavement was modeled as 50% impervious surface and 50%grass. The 100-year peak flow is 0.264-cfs from the existing conditions on the project site and 0.297-cfs from the developed conditions. See APPENDIX H for the modeling results from KCRTS. The permeable pavement includes a 6-inch rock pocket for stormwater storage.The rock storage layer has been sized in KCRTS and in accordance with The Manual. The tributary area to the infiltration facility is the permeable pavement parking lot itself. The developed areas used in the modeling for sizing of the storage layer are seen in APPENDIX H and the design approach is explained in Section 4.4.1. The Large Lot Low Impervious BMP Requirement will be satisfied with the use of permeable pavement. The project is proposing to use permeable pavement to mitigate runoff from all target impervious surfaces onsite. 4.4.1 Permeable Pavement Design The permeable pavement parking lot was designed in accordance with Section C.2.6 of the KCSWDM which requires a minimum of 6-inches of free-draining sand or gravel base below the permeable pavement. To ensure that a 6-inch rock layer is thick enough to handle runoff from a 100-year storm, the permeable pavement facility was sized in the KCRTS continuous event modeling program. The infiltration rate used, 0.5 inches per hour, was stipulated by the geotechnical engineer, Khaled Shawish, in his memo dated June 21, 2013 and provides a factor of safety greater than 13 to the measured infiltration rates shown on Table 1, Page 4,of the geotechnical memorandum(see APPENDIX B for the full geotechnical memorandum). The facility was sized by iteratively increasing the depth of rock pocket until the area required for David()Consulting Group,Inc. Page 12 TIR_Shuttle Express_Final.doc Technical Information Report—Final Shuttle Express Parking Lot-800 SW 16th Street February 10,2015 storage was less than the area of the rock pocket. Since the rock pocket cannot be less than 6- inches thick,this was the beginning rock pocket depth used in the modeling. Modeling results show that a 6-inch rock pocket is sufficient to fully detain and infiltrate all stormwater and adds a factor of safety greater than 2 to the required depth. For a portion of the parking lot that will be exposed to heavy loading a 12-inch base course is required for structural stability,thus providing more stormwater storage than required. See APPENDIX H for detailed KCRTS modeling results. The Drainage Plan submitted under separate cover shows the layout of the permeable pavement areas. 4.5 Water Quality The entire new and replaced pollution generating impervious surface for the project consists of the permeable pavement parking areas. Although the project will be adding in excess of 5,000 SF of PGIS,the project is exempt from water quality requirements since the native soils beneath the parking areas meet the groundwater protection criteria listed in Exemption 4: Soil Treatment Exemption on Page 1-61 and 1-62 of The Manual. Four soil samples from the project site, provided by Nelson Geotechnical, Inc.,were analyzed for CEC and organic content by Analytical Resources, Inc. The two soil samples analyzed for organic content consisted of 1.47%and 0.94%organic content, which are both above the required 0.5%or greater organic content requirement stipulated in the Soil Treatment Exemption section of The Manual. The results of the two soil samples analyzed for CEC were 4.30 and 4.69 • meq/100g CEC, which are both slightly below the required 5 meq/100g CEC stipulated in the Soil Treatment Exemption section of The Manual. However, Kamran Yazdidoost,the plan reviewer at the City of Renton, confirmed via email that the native soils may be used to satisfy the water quality treatment requirement despite the tested soil samples having slightly below the required level of CEC. See APPENDIX I for the email thread between DCG and Kamran Yazdidoost. 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN The existing and proposed conveyance systems are discussed in the following sections. 5.1 Existing Conveyance There is an existing Type 1 catch basin located in a grass area near the south property line. The catch basin captures sheet flow from the grass area in which it is located and conveys it southerly to a Type 2 catch basin in the north side of SW 16th Street via an 8-inch PVC pipe. The Type 1 catch basin and 8-inch PVC pipe will be removed as a part of this project. An existing Type 1 catch basin is also located in the parking area east of the Shuttle Express building. In addition,a trench drain is located near the entrance of the driveway along the east side of the site. Both drainage structures receive runoff from the existing driveway and parking lot and will remain and are to be cleaned if necessary. 5.2 Proposed Conveyance N/A. There is no proposed conveyance system since runoff from all proposed impervious surface onsite will be infiltrated through the permeable pavement. Davido Consulting Group,Inc. Page 13 TIR_Shuttle Express_Final.doc Technical Information Report—Final Shuttle Express Parking Lot-800 SW 16th Street February 10,2015 • 6. SPECIAL REPORTS AND STUDIES A geotechnical report was completed by Nelson Geotechnical Associates, Inc. (NGA)on June 21, 2013.NGA dug four test pits on June 3, 2013 to depths between 8.5-feet and 12.0-feet. All four test pits encountered undocumented fill to depths of 3.8-feet to 4.8-feet. Test Pit locations are shown on the Schematic Site Plan in APPENDIX B. See TABLE 1 for existing ground cover. See the Geotechnical memorandum in APPENDIX B for the full geotechnical report. 7. OTHER PERMITS Other permits required for this project include: • Administrative Site Plan Review • Washington State Environmental Policy Act (SEPA) Review 8. CSWPPP ANALYSIS AND DESIGN This section summarizes the construction stormwater pollution prevention plan (CSWPPP) analysis and design. The two components of the CSWPPP are the erosion and sediment control (ESC)and the stormwater pollution prevention and spill(SWPPS) plans. Both the ESC Plan and SWPPS serve as guides as the contractor is required to design a working CSWPPP for the site. The analysis and design of these plans are discussed in the following sections. • 8.1 ESC Plan Analysis and Design ' The ESC design follows the guidelines provided in Appendix D of The Manual and is intended to satisfy Core Requirement#5 Erosion and Sediment Control. A stabilized entrance will be maintained throughout construction of the site improvements. Silt fencing will be installed downslope of the improvements. Chain link fencing will be used to protect all trees that are to be preserved onsite. Street cleaning on SW 16th Street will occur daily or as needed to remove any sediment tracked from the site. Site surface drainage will be maintained to prevent any ponding and inlet protection will be provided at all existing catch basins that may receive runoff during construction. All disturbed areas that will not be paved will be stabilized by planting and mulching immediately after construction. The proposed ESC measures are shown on the Temporary Erosion and Sediment Control Plan in APPENDIX D. An ESC supervisor will be designated for the project and must be a Certified Professional in Erosion and Sediment Control or a Certified Erosion and Sediment Control Lead, as recognized by King County. The ESC supervisor will be responsible for the performance, maintenance, and review of all ESC measures, as well as the compliance with all permit conditions relating to ESC as described in The Manual. Davido Consulting Group,Inc. Page 14 TIR Shuttle Express_Final.doc Technical Information Report—Final Shuttle Express Parking Lot-800 SW 16th Street February 10,2015 TABLE 2 Proposed ESC Measures and Construction Sequencing (all ESC Measures Shall Comply with the KCSWDM Appendix D) ESC Measure Comment 1 Identify Project Limits Mark by fencing or other means to contain the grubbing and grading activities. This includes installing temporary chain link fencing around trees that are to remain. 2 Install temporary silt fence Install fence down-slope of the improvements. 3 Construct stabilized Use existing gravel driveway for construction construction entrance entrance or construct new temporary entrance if necessary(i.e., sediment tracked onto road). 4 Install inlet protection as Ensure that sediment cannot enter the existing required, based on drainage system. construction sequencing 5 Maintain ESC measures Relocate or install new measures if necessary to meet King County ESC standards(KCSWDM Appendix D). 6 Street Cleaning Provide for periodic street cleaning to remove and sediment that may have been tracked out. Sediment should be removed by shoveling or sweeping and carefully removed to a suitable disposal area where it will not be re-eroded. 7 Inspect downstream Verify that all drainage system components free drainage system, clean if of sediment. If sediment present then repair or necessary during implement additional ESC measures. construction. 8 Surfacing and Sod/Seed Construct pavement, sidewalks, etc. as soon as Exposed Areas possible. Cleared areas will be sod/seeded as soon as possible after grading completed. 9 Remove ESC measures After hard surfaces are constructed and cleared after site stabilized and areas are stabilized, remove ESC measures and clean system. clean any sediment/debris in drainage system. 8.2 Stormwater Pollution Prevention and Spill Plan Design The SWPPS plan is intended to prevent pollutants from coming into contact with stormwater runoff, surface waters, or groundwater, during construction. Vehicles, construction equipment, materials, chemical storage,and sediment from clearing and grading all have the potential to pollute stormwater during construction. The following BMPs are required during the construction of this project: • Maintain good housekeeping. • Designate vehicle, equipment, and chemical storage areas. Davulo Consulting Group,Inc. Page 15 TIR_Shuttle Express_Final.doc Technical Information Report—Final Shuttle Express Parking Lot-800 SW 16th Street February 10,2015 • Inspect vehicle, equipment, and petroleum product storage and dispensing areas regularly to detect any leaks or spills. • Store and contain liquid materials in such a manner that if the tank leaks, the contents will not discharge into the storm drainage system, surface waters, or groundwater. • Provide maintenance and cleaning of the storm drainage system regularly by removing sediment and debris. • All spills will be cleaned up immediately and disposed correctly. Do not hose down spill areas to a storm drainage system. • All toxic materials will be stored under cover when not in use or during a rain event. • Use storm drain covers or other similarly effective runoff control measures to prevent sediment and other pollutants from entering catch basins. All ESC and SWPPS BMPs will be inspected routinely by the ESC supervisor. All ESC measures will be removed, the site stabilized, and the drainage system cleaned once construction is completed. 9. BOND QUANTITIES,FACILITY SUMMARIES,AND DECLARATION OF COVENANTS The bond quantities, facility summaries, and declaration of covenants/agreements are addressed in the following sections. • Bond Quantities—The bond quantities for the project are calculated in King County's Bond Quantity Worksheet attached in APPENDIX F. • Facility Summaries—The stormwater facilities are summarized in the Stormwater Facility Summary Sheet attached in APPENDIX G. • Declaration of Covenants/Agreements—A declaration of covenant for privately maintained flow control and WQ facilities will be provided under separate cover at a later date. 10. OPERATIONS AND MAINTENANCE MANUAL All stormwater facilities should be maintained in accordance with Appendix A of the KCSWDM, which is attached in APPENDIX E. Maintenance of the porous asphalt is crucial in maintaining an infiltrating surface course. Davulo Consulting Group,Inc. Page 16 TIR_Shuttle Express_Final.doc Technical Information Report—Final Shuttle Express Parking Lot- 800 SW 16th Street February 10, 2015 APPENDIX A Figure 1 - Technical Information Report (TIR) Worksheet TIR_Shuttle Express_Final.doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner Devin Sherrell Project Name Shuttle Express Parking 425-981-7069 T'"r Phone DDES Permit# Address 800 SW 16th Street Location Township 23N Renton, WA 98057 Range 4E Project Engineer Erik Davido, P.E. Section 24 Company Davido Consulting Group, Inc. Site Address 800 SW 16th Street Phone 206-523-0024 Renton, WA 98057 Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS ❑ Landuse Services ❑ DFW HPA U Shoreline Subdivison / Short Subd. / UPDManagement U COE 404 ❑ Building Services ❑ DOE Dam Safety 1:1 Structural M/F/Commerical / SFR Rockery/Vault/ Clearing and Grading ❑ FEMA Floodplain ❑ ESA Section 7 LI COE Wetlands alRight-of-WayUse CI Other ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review ® Targeted / Type (circle one): ® Modified / (circle): Large Site Small Site Date (include revision 1/16/2014; 9/05/2014 Date (include revision 1/16/2014; 9/05/2314 dates): 11121/2014 dates): 11/21/2014 Date of Final: 2/10/2015 Date of Final: 2/10/2015 Part 6 ADJUSTMENT APPROVALS Type(circle one): Standard / Complex / Preapplication / Experimental/ Blanket Description: (include conditions in TIR Section 2) N/A Date of Approval: 2009 Surface Water Design Manual 1/92009 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes No Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : Special District Overlays: Drainage Basin: Lower Green River Subwatershed Stormwater Requirements: Level 1 Flow Control and Basic Water Quality Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain U Seismic Hazard ❑ Other ❑ Habitat Protection Part 10 SOILS Soil Type Slopes Erosion Potential Undocumented Fill 0-10% Low U High Groundwater Table (within 5 feet) U Sole Source Aquifer ❑ Other ❑ Seeps/Springs U Additional Sheets Attached 2009 Surface Water Design Manual 1/92009 2 , KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT ❑ Core 2-Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA U Other ❑ Additional Sheets Attached _ Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Project Site Core Requirements (all 8 apply) Discharge at Natural Location Number of Natural Discharge Locations: 1 Offsite Analysis Level: 1 / 2 / 3 dated: Exempt by full-infiltration Flow Control Level: 1 2 / 3 or Exemption Number Exception 1 (incl. facility summary sheet) Small Site MPs (Page 1-34 of Manual) Conveyance System Spill containment located at: NA Erosion and Sediment Control ESC Site Supervisor: TBD Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: ..rivate�/ Public If Private, Maintenance Log Required: es /No Financial Guarantees and Provided: (Yes-' No Liability Water Quality Type: Basic / Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption No. 4 . Soil Treatment Exemption Landscape Management Plan: es / No Special Requirements (as applicable) Area Specific Drainage Type: CDA/SDO/MDP/BP/LMP/Shared Fac. None Requirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: NA Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: 2009 Surface Water Design Manual 1/9 2009 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Yes /0 Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ❑ Clearing Limits © Stabilize Exposed Surfaces 0 Cover Measures 0 Remove and Restore Temporary ESC Facilities 0 Perimeter Protection X❑ Clean and Remove All Silt and Debris, Ensure El Traffic Area Stabilization Operation of Permanent Facilities ® Sediment Retention © Flag Limits of SAO and open space preservation areas ® Surface Water Collection ❑ Other 0 Dewatering Control 0 Dust Control ❑ Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description ❑ Detention ❑ Biofiltration ® Infiltration Permeable ❑ Wetpool Pavement ❑ Regional Facility ❑ Media Filtration ❑ Shared Facility ❑ Oil Control ❑ Flow Control ❑ Spill Control BMPs © Flow Control BMPs ❑ Other ❑ Other 2009 Surface Water Design Manual 1/9,2009 4 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Cast in Place Vault ❑ Covenant ❑ Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery>4' High ❑ Tract U Structural on Steep Slope ❑ Other ❑ Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. Digitally signed by Erik Davido Date:2015.02.11 09:00:32-0600' Signed/Date 2009 Surface Water Design Manual 1/9,2009 5 Technical Information Report—Final _- Shuttle Express Parking Lot-800 SW 16th Street February 10,2015 APPENDIX B Geotechnical Report Davido Consulting Group,Inc. TIR_Shuttle Express_Final.doc NELSON GEOTECHNICAL ►• A ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Main Office Engineering-Geology Branch 17311—135'"Ave NE,A-500 5526 Industry Lane,#2 Woodinville,WA 98072 East Wenatchee,WA 98802 (425)486-1669•FAX(425)481-2510 (509)665-7696 FAX(509)665-7692 June 21,2013 Peer Frank, LLC c/o Devin Sherrell 800 SW 16th Street Renton,Washington 98057 Geotechnical Engineering Evaluation Shuttle Express Parking Lot and Infiltration 800 SW 16'h Street Renton,Washington NGA File No. 875613 Dear Mr. Sherrell: This letter documents our explorations and provides our opinions and recommendations for the proposed parking lot construction and stormwater infiltration at the existing Shuttle Express office building located at 800 SW 16th Street in Renton,Washington,as shown on the vicinity map in Figure 1. INTRODUCTION The planned improvements will consist of constructing an approximately 16,000 square foot parking lot within the southern portion of the property along SW 16th Street, along with associated underground utilities, and a stormwater management system on the property. The site is currently occupied by a multi- level office building within the central portion of the property with associated parking areas on the north, east and west sides of the building. The existing and proposed site layouts are shown on the Schematic Site Plan in Figure 2. For our use in preparing this letter, you have provided us with an aerial image of the property showing the proposed location of the parking lot area. Stormwater Infiltration Letter June 21,2013 Shuttle Express Parking Lot and Infiltration NGA File No. 875613 Renton,Washington Page 2 SCOPE The purpose of this study is to explore and characterize the subsurface conditions in specific areas of the site and to provide opinions and recommendations for the proposed parking lot and the potential for stormwater infiltration. Specifically, our scope of services includes the following: 1. Review existing soils and geologic maps of the area. 2. Explore the site subsurface soil and groundwater conditions with backhoe-excavated test pits. Backhoe to be subcontracted by NGA. 3. Perform on-site infiltration testing. 4. Perform laboratory analysis on representative soil samples,as needed. 5. Provide recommendations for stormwater infiltration per 2009 King County Surface Water Design Manual and City of Renton Ammendments. 6. Provide recommendations for pavement subgrade preparation and pavement sections. 7. Provide recommendations for site drainage and erosion control. 8. Provide recommendations for infiltration system installation. 9. Document the results of our explorations, findings, conclusions, and recommendations in a written geotechnical engineering report. SITE CONDITIONS Surface Conditions The site is a relatively level, rectangular shaped lot covering approximately 3.25 acres. The site is bounded to the north by Interstate 405, to the east and west by commercial properties and to the south by SW 16th Street. An existing multi-level office building is located within the central portion of the site with asphalt parking and driveway areas along the north, east and west sides of the building. The proposed parking lot expansion is to be located within a grass lawn area to the south of the office building along SW 16th Street. We did not observe surface water on the site during our visit on June 3,2013. Subsurface Conditions Geology: The site is mapped on the Geologic Map of the Renton Quadrangle,King County, Washington, by D.R. Mullineaux (1965). The site is mapped as Alluvium(Qaw). The alluvium deposits are described as sand silt and clay deposits. Our explorations generally encountered undocumented fill soils underlain by silty sand to silt deposits generally consistent with the description of alluvium at depth. NELSON GEOTECHNICAL ASSOCIATES, INC. Stormwater Infiltration Letter June 21,2013 Shuttle Express Parking Lot and Infiltration NGA File No. 875613 Renton,Washington Page 3 • Explorations: The subsurface conditions within the site were explored on June 3, 2013 by excavating four test pits with a backhoe. The approximate locations of our explorations are shown on the Schematic Site Plan in Figure 2. A geologist from Nelson Geotechnical Associates, Inc. (NGA)was present during the explorations;collected samples of the soils encountered,and maintained logs of the explorations. The soils were visually classified in general accordance with the Unified Soil Classification System,presented as Figure 3. The logs of the explorations are presented as Figure 4. Each of the test pits exposed a surficial layer of topsoil and grass to a depth of 0.2 feet below the existing ground surface. Underlying the topsoil and grass in all of our test pits we encountered approximately 3.8 to 4.8 feet of medium dense to dense,brown gray fine sand with silt,trace gravel and varying amounts of organics which we interpreted as undocumented fill. Below the fill in all of our test pits,we encountered loose/soft,iron-oxide stained,brown gray to gray silty sand and sandy silt with varying amounts of gravel and organics underlain by soft to very soft, blue gray to gray sand, silt with abundant orgaincs that we interpreted as native alluvium soils mapped for the area. All of our test pits were terminated within the native alluvium soils at depths in the range of 8.5 to 12.0 feet below the existing ground surface. Hydrologic Conditions Groundwater seepage was observed at approximately 11.0 and 7.5 feet below the ground surface in Test Pit 1 and 3, respectively. hi addition, zones of iron oxide staining and saturated soil conditions were encountered within all of the test pits between approximately 4.0 to 12.0 feet. In our opinion, the groundwater seepage, iron oxide staining and saturated soil conditions are indicative of the high groundwater table associated with the nearby river. SEISMIC HAZARD The site is shown on the Liquefaction Susceptibility of the Renton Ouadrangle,Washington by Stephen P. Palmer, Henry W. Schasse, Dave K. Norman, et. al. (WSDNR, 1994) to have a high liquefaction potential. Liquefaction is the temporary loss of the shear strength of a loose soil deposit (usually submerged clean fine to medium sand)due to a rise in pore water pressures during a seismic event. When subjected to prolonged cyclic dynamic loads,the pore pressures within a saturated sand deposit increase, approaching the total overburden pressure. At that time, a"quick"condition develops causing the soil to temporarily lose its load carrying ability. Depending on the depth to the liquefiable soils and actual loads, surface settlements can result from liquefaction. NELSON GEOTECHNICAL ASSOCIATES, INC. Stormwater Infiltration Letter June 21,2013 Shuttle Express Parking Lot and Infiltration NGA File No. 875613 Renton,Washington Page 4 The majority of the site soils at depth within our explorations consisted of low permeability silts and silty sand. We did not encounter saturated clean sand layers within our explorations. However, clean sand layers under groundwater table may exist at depth underlying the site. Based on the soils encountered within our explorations, we expect the liquefaction potential for the upper site soils to be low. However, there may be some potential of liquefaction of soil layers at depth below the site, but in our opinion we would anticipate the impact to the site would be minimal. ON-SITE INFILTRATION TESTING We conducted two on-site infiltration tests in the proposed parking lot area. The infiltration tests were performed within the upper granular fill and underlying native silty sand soils within the parking lot area. For the infiltration tests, we installed a six-inch diameter vertical tube into the native silty sand soils in Test Pit 2 at a depth of 5.0 feet below the adjacent ground surface and in the upper granular fill soils in Test Pit 4 at a depth of approximately 4.0 feet below the adjacent ground surface. Approximately two inches of pea gravel was placed over the soil in the bottom of the tube to limit disturbance of the soil when water was added to the apparatus. We filled the tube with water and allowed the water to pre-soak the underlying soils before the actual infiltration testing. After the presoak, we conducted timed infiltration tests. The infiltration test results are shown below in Table 1. We have not applied a factor of safety to the in-place infiltration test results shown in the table. Table 1.Field Results-In-Place Infiltration Test Results Location Approximate depth Duration of Test Head Loss Measured Infiltration [ft.] [min.] [in.] Rate [in/hr] TP-2 5.0 52 6.0 6.92 TP-4 4.0 26 6.0 13.84 CONCLUSIONS AND RECOMMENDATIONS As stated in the 2009 King County Surface Water Design Manual, a minimum requirement of three feet of permeable soil below the bottom of the infiltration facility, and at least three feet of separation from the bottom of the infiltration facility and the maximum wet-season water table needs to exist. In our opinion, based on the soil and groundwater conditions encountered in our test pits, the site conditions do not meet these minimum requirements for infiltration. NELSON GEOTECHNICAL ASSOCIATES, INC. Stormwater Infiltration Letter June 21,2013 Shuttle Express Parking Lot and Infiltration NGA File No. 875613 Renton,Washington Page 5 It is our opinion that the site subsurface soils are poorly suited for traditional stormwater infiltration trenches. The subsurface soils generally have a high silt content and indications of shallow groundwater within these soils were observed in all of our explorations. It is also our opinion that the use of pervious pavement surfacing to allow runoff from the parking lot to infiltrate into the granular fill layer found within the site is feasible. Specific recommendations for pervious pavement design have been provided in the Pervious Pavement Design subsection of this letter. Pervious pavement requires on-going maintenance in order to prolong the life span of the pavement. Specific recommendations for maximizing the life span of the proposed pervious pavement are included in the Pavement Maintenance subsection of this letter. We should emphasize that on-going maintenance of the pavement is essential for the long-term success of this approach. All recommendations for pavement subgrade preparation and maintenance as presented in this letter should be followed for the parking lot. We are providing a preliminary pavement design; however, this design should be verified by the civil engineer, based on actual anticipated loads and expected performance and life span of the pavement, and should also be checked against the recommendations of the pavement supplier. Pervious Pavement Design We recommend that the pervious pavement section for the parking lot be a minimum of 6 inches thick and underlain by a minimum of 12 inches of clean crushed rock. This pavement section is preliminary and assumes only light traffic would be imposed on the pavement. Permanent design should be the subject to specific analysis prepared by the civil or traffic engineer and approval by the supplier. Based on the low permeability soils encountered throughout the site at depth, we recommend that the pervious pavement section be underlain by a minimum of 12 inches of 3/4-inch clean crushed gravel with a minimum void ratio of 15 to 20 percent. The gravel should contain no more than 3 percent fines by weight in order to readily infiltrate into the underlying soils. The gravel layer should help facilitate infiltration, but will also aid in providing storage for infiltrating water. This layer should only be lightly compacted. The subgrade below the crushed rock should be stripped of grass and topsoil material to expose the granular fill soils prior to placing the crushed rock. These soils should generally be encountered approximately one foot below the existing ground surface. The subgrade below the gravel layer should be scarified to a depth of six inches and graded level. The exposed subgrade should not be heavily compacted or contaminated with silt, as these conditions may reduce the infiltration capability of NELSON GEOTECHNICAL ASSOCIATES, INC. Stormwater Infiltration Letter June 21,2013 Shuttle Express Parking Lot and Infiltration NGA File No. 875613 Renton,Washington Page 6 this material. Also, construction traffic on the exposed subgrade should be avoided. We should be . retained to observe subgrade preparation prior to placing the crushed rock layer. Based on our observations and on-site infiltration testing along with the varying nature of the underlying soils throughout the site, we recommend that a design infiltration rate of 0.5 inches per hour be used for the granular fill material encountered near the ground surface. Additional recommendations and information regarding pervious pavements are discussed on Pages 97 through 111 in the Low Impact Design Technical Guidance Manual for Puget Sound, (Puget Sound Action Team & Washington State University, May 2005). The existing underlying fill and crushed rock surface should be proof-rolled with a heavy, rubber-tired piece of equipment, to identify soft or yielding areas that require repair, however, the clean gravel layer should only be lightly compacted. We should be retained to observe the proof-rolling, as well as the placement of the gravel layer, prior to placement of pervious pavement. After installation, pervious pavements should be thoroughly swept and pressure-washed periodically to minimize siltation potential as discussed in the following section. Pavement Maintenance Typical methods for maintaining paved parking areas should be applied to pervious pavement. These methods include power sweeping, blowing, vacuuming, and high-pressure washing. Keeping debris from accumulating on top of and within the pervious pavement is important to maintaining the design infiltration capacity of the system. Should the pavement become partially clogged with debris, permeability could possibly be re-established with the use of vacuuming or pressure washing. Stormwater from sources outside the pavement should never be directed onto the pervious pavement or subgrade. Fines and organic material from off-site sources could potentially promote clogging of the pavement section. Following the recommendations provided in this letter should help reduce the migration of silt and debris into the pavement section. USE OF THIS LETTER This letter was prepared for Peer Frank, LLC and their agents, for their use in planning and budgeting the above-referenced project only. Our services included an evaluation of the infiltration capability of the site soils at specific locations, and should not be considered as an in-depth geotechnical study. This letter may be used for bidding and estimating purposes, but our letter, conclusions, and interpretations should NELSON GEOTECHNICAL ASSOCIATES, INC. Stormwater Infiltration Letter June 21,2013 Shuttle Express Parking Lot and Infiltration NGA File No. 875613 Renton,Washington Page 7 not be construed as a warranty of the subsurface conditions. The subsurface conditions between explorations may vary. A contingency for changed conditions should be incorporated into the project plans. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this letter was prepared. No other warranty, expressed or implied,is made. Our observations, findings,and opinions are a means to identify and reduce the inherent risks to the owner. o-O-o NELSON GEOTECHNICAL ASSOCIATES, INC. Stormwater Infiltration Letter June 21,2013 Shuttle Express Parking Lot and Infiltration NGA File No. 875613 Renton,Washington Page 8 We appreciate the opportunity to provide service to you on this project. If you have any questions or require further information,please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. of 1Nash/ a�g ~�:. 9�0 i, L ' rt P� r f'be 883 'N0 .,o` ns ed Geo LEE S. BELLAH Lee S. Bellah, LG - Project Geologist --4444\ i,�*4., -PC4'(''�w°r ,� x ib, 2+ -4. r, 3 40 Fri-,v. a L .z . Khaled M. Shawish,PE Principal LSB:KMS:kmn Four Figures Attached Three Copies Submitted NELSON GEOTECHNICAL ASSOCIATES, INC. VICINITY MAP N Not to Scale Ripanan Forest LI 'l, F re ce 197 .tri tt n> e SW lth St SW 71h SI SW 7th St - �4" 5 Oakesda/e Aye Sh ,,,,S:"1/4Popeye, fl P 4' T. t ry ✓• flay Kodiak,_ SGtady it Lodge applPbv WaY NPR' ,nth St Project ly L Extended Stay '� >W l'21h st America Seattle w" Gt adl*aY Site 167) Sli gW 130SI , z 4 St • rorutile Exprc- .^:mess Offices ce 3 pr S 151h sl sw1611:st I swtGthst Ey+;6. tip ,•:. a e Larkspur v n landnlg Renton cI, s o .c c k9a to tf� k� (ter N) rt TOWnpPlaCp tile Suites Seattle '11eto SouthlRenlon S 19th iti 0 Story Tukwila Amtrak" SW 21st St la Station O ithbound) CD O Irnve'tsre5 a n: n SW 23rd St SW 23rd St co G 0: FID— r.: H O rJ D N (! 15 d U id'ctr.( ntiox * m 1 kwlla,WA , s� m a Renton, WA 6, a E m c x w m S r on rn m • Project NumberNELSON GEOTECHNICAL No. Date Revision By CK cii 875613 Shuttle Express Parking Lot �N G A 'L ASSOCIATES, INC. s 1 6/20/13 Original LSB KMS o, Vicinity Map GEOTECHNICAL ENGINEERS & GEOLOGISTS 2 • Figure 1 93,1135111Aw NE A-500 9m1w+aNCo,n (425)137.1689 O Woad 48.WA 98072 Wena�wldWn 1309)6657608 1426).86-,564,It.48,-2510 www nyt0w9O M cern 7 73 ,_, Schematic Site Plan (t� v n Ln Approximate Scale:1 inch=100 Feet m rn iv Co-) 3 0- (D � N 0 D- c Zal CD m x , i ( • / <n • �� , N iff it? r 1 3 Ecn I Existing r— Parking Area 0 3 Ai i El Z IP ifill 0 I x= I > I ass- iZ Existing Office Existing • m m I Building Parking I r z w m Area o _ • Az n I TP-4 ,, TP-2 In > m TP•-1 �f G a m � 1TP-3� glx a n Z y > SW 16th Street Approximate location r of proposed new z parking lot O W67 LEGEND < •••••••••'''• Property line w m TP-1 j Number and approximate E y T co location of test pit (' Reference: Site plan based on aerial photo interpretation and site observations. NGA Drafting 2013\875-613 Shuttle Express Parking Lot'Schematic SP.dwg 4 , UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL CLEAN GW WELL-GRADED,FINE TO COARSE GRAVEL COARSE - GRAVEL GRAVEL GP POORLY-GRADED GRAVEL GRAINED MORE THAN 50% GRAVEL OF COARSE FRACTION GM SILTY GRAVEL RETAINED ON SOILS NO.4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL-GRADED SAND,FINE TO COARSE SAND SAND SP POORLY GRADED SAND MORE THAN 50% RETAINED ON MORE THAN 50% NO.200 SIEVE OF COARSE FRACTION SAND SM SILTY SAND PASSES NO.4 SIEVE • WITH FINES SC CLAYEY SAND FINE - SILT AND CLAY ML SILT - INORGANIC GRAINED LIQUID LIMIT CL CLAY LESS THAN 50% SOILS ORGANIC OL ORGANIC SILT,ORGANIC CLAY SILT AND CLAY MH SILT OF HIGH PLASTICITY,ELASTIC SILT INORGANIC MORE THAN 50% PASSES LIQUID LIMIT CH CLAY OF HIGH PLASTICITY,FLAT CLAY NO.200 SIEVE 50%OR MORE ORGANIC OH ORGANIC CLAY,ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general accordance with ASTM D 2488-93. Dry-Absence of moisture,dusty,dry to I the touch 6 2) Soil classification using laboratory tests is based on ASTM D 2488-93. Moist-Damp,but no visible water. k. 3) Descriptions of soil density or Wet-Visible free water or saturated, consistency are based on usually soil is obtained from ,, interpretation of blowcount data, below water table s visual appearance of soils,and/or t test data. m TL . Project Number NELSON GEOTECHNICAL No. Date Revision By CK 875613 Shuttle Express Parking Lot N G A ASSOCIATES, INC. s 1 6/20/13 Original LSB KMS o, Soil Classification Chart GEOTECHNICAL ENGINEERS &GEOLOGISTS S. • Figure 3 l7311.7351h Aw NE.0.500 Snohoma0 CwMy(425)337-1000 0 Woodn•N.WA 00077 WAnakh.wCh.IAn)50A)5062750 Q (425)4561009!FAA 481.7070 0 2 LOG OF EXPLORATION DEPTH(FEET) USC SOIL DESCRIPTION • TEST PIT ONE 0.0-0.2 TOPSOIL/GRASS 0.2-4.0 BROWN-GRAY,FINE TO SAND WITH SILT AND TRACE GRAVEL (MEDIUM DENSE TO DENSE,MOIST)(FILL) 4.0-7.0 SM GRAY IRON-OXIDE STAINED, SILTY FINE TO MEDIUM SAND WITH TRACE GRAVEL AND ORGANICS(LOOSE,MOIST TO WET) 7.0-12.0 ML GRAY SANDY SILT WITH ABUNDANT ORGANICS(LOGS)(SOFT TO STIFF,WET TO SATURATED) SAMPLES WERE COLLECTED AT 3.0,4.5,7.0,AND 11.0 FEET LIGHT GROUNDWATER SEEPAGE WAS ENCOUNTERED AT 11.0 FEET SLIGHT TEST PIT CAVING WAS ENCOUNTERED BETWEEN 8.0 AND 11.0 FEET TEST PIT WAS COMPLETED AT 12.0 FEET ON 6/3/13 TEST PIT TWO 0.0-0.2 TOPSOIL/GRASS 0.2-5.0 BROWN-GRAY,FINE TO SAND WITH SILT AND TRACE GRAVEL (MEDIUM DENSE TO DENSE,MOIST)(FILL) 5.0-7.0 SM BROWN-GRAY IRON-OXIDE STAINED, SILTY FINE TO MEDIUM SAND WITH TRACE GRAVEL AND ORGANICS(LOOSE,WET TO SATURATED) 7.0-8.5 ML BROWN GRAY SANDY SILT WITH ORGANICS(SOFT,WET TO SATURATED) SAMPLES WERE COLLECTED AT 3.0,6.5,AND 7.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED . TEST PIT WAS COMPLETED AT 8.5 FEET ON 6/3/13 TEST PIT THREE 0.0-0.2 TOPSOIL/GRASS 0.2-5.0 BROWN-GRAY,FINE TO SAND WITH SILT AND TRACE GRAVEL (MEDIUM DENSE TO DENSE,MOIST)(FILL) 5.0-7.5 SM/ML BLUE GRAY IRON-OXIDE STAINED, INTERBEDDED SILTY FINE TO MEDIUM SAND AND SANDY SILT WITH TRACE ORGANICS(LOOSE/SOFT,WET TO SATURATED) 7.5-11.5 ML BLUE GRAY SANDY SILT WITH ORGANICS (SOFT TO STIFF,SATURATED) SAMPLE WAS COLLECTED AT 3.0 FEET LIGHT GROUNDWATER SEEPAGE WAS ENCOUNTERED AT 7.5 FEET SLIGHT TEST PIT CAVING WAS ENCOUNTERED BETWEEN 7.5 AND 11.0 FEET TEST PIT WAS COMPLETED AT 11.5 FEET ON 6/3/13 TEST PIT FOUR 0.0-0.2 TOPSOIUGRASS 0.2-5.0 BROWN-GRAY,FINE TO SAND WITH SILT AND TRACE GRAVEL (MEDIUM DENSE TO DENSE,MOIST)(FILL) 5.0-11.5 ML BLUE GRAY SILT WITH FINE SAND AND ORGANICS(SOFT TO STIFF,WET TO SATURATED) SAMPLES WERE COLLECTED AT 2.5,5.5,7.5,10.0 AND 11.5 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 11.5 FEET ON 6/3/13 LSB:KMS NELSON GEOTECHNICAL ASSOCIA TES, INC. FILE NO 875613 FIGURE 4 NELSON GEOTECHNICAL ►. A ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Main Office Engineering-Geology Branch 17311—135'Ave NE,A-500 5526 Industry Lane,#2 Woodinville,WA 98072 East Wenatchee,WA 98802 (425)486-1669-FAX(425)481-2510 (509)665-7696•FAX(509)665-7692 MEMORANDUM ,o, 4,0_4? DATE: October 28,2013 �;� 1 N� j TO: Peer Frank, LLC c/o Devin Sherrell -' , x FROM: Khaled M. Shawish,PE Lee S. Bellah, LG ' '""" • CC: Tim@dcgengr.com p s xQla�s 9 Ben(a degengr.com RE: Shuttle Express Parking Lot Updated Pervious Pavement Sections • 800 SW 16`h Street Renton,Washington NGA File No. 875613 This memo presents the our updated pervious pavement section recommendations and geotechnical engineering review of the plans for the Shuttle Express Parking Lot project located at 800 SW 16th Street in Renton,Washington. We have previously prepared a geotechnical engineering letter for the project site titled "Geotechnical Engineering Evaluation— Shuttle Express Parking Lot and Infiltration—Renton, Washington," dated June 21, 2013. In this letter, we provided recommendations for the pervious pavement sections. Specifically, we recommended that the pervious pavement section for light traffic areas consist of a minimum of 6- inches of pervious pavement surfacing underlain by at least 12-inches of clean crushed rock. Since our letter was submitted, we have had conversations with the civil and structural engineers regarding the proposed pervious pavement sections for both light and heavy traffic areas of the proposed parking lot. These conversations resulted in updated pervious pavement sections of 4-inches of pervious pavement underlain by a minimum of 6-inches of clean crushed rock for the light traffic areas and 6-inches of Shuttle Express Parking Lot NGA File No. 875613 Updated Pervious Pavement Sections October 28,2013 Renton,Washington Page 2 pervious pavement underlain by a minimum of 12-inches of clean crushed rock for the heavy traffic areas. We understand that the gravel layer was sized based on the anticipated runoff generated from the parking lot area and the infiltration rate provided in our previous letter. We have been provided with Plan Sheets COI through C05 titled "Shuttle Express— Renton Parking Lot,"dated August 2, 2013. We have reviewed geotechnical aspects of the provided plans and found the plans to be in general accordance with our recent conversations and our previous geotechnical letter. In our opinion the updated pervious pavement sections for the light and heavy traffic areas should be feasible provided our recommendations in our previous letter and in this memo are followed during construction. We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork activities comply with contract plans and specifications. We trust this memorandum should satisfy your needs at this time. Please contact us if you have any questions or require additional services. NELSON GEOTECHNICAL ASSOCIATES, INC. Analytical Resources, Incorporated Analytical Chemists and Consultants 19 June 2014 Lee Bellah Nelson Geotechnical, Inc. 17311 135th Ave NE Suite A-500 Woodinville, WA 98072 Project: Shuttle Express Parking Lot ARI Job No: YM63 Dear Lee: Please find enclosed the original Chain of Custody record and the final data for the samples from the project referenced above. Analytical Resources, Inc. received four soil samples on June 5, 2014. The samples were analyzed for CEC and organic matter as requested. These analyses proceeded without incident of note. An electronic copy of these reports will be kept on file at ARI. Should you have any further questions, please feel free to call me at your convenience. Respectfully, ANALYTICAL RESOUR^ES, it•!C. Mark D. Harris Project Manager 206/695-6210 markh@ariiabs.corn www.arilabs.com enclosures cc: file YM63 MDH/mdh Page 1 of f y� 4611 South 134th Place, Suite 100 • Tukwila WA 98168 • 206-695-6200 • 206-695-6201 fax Chain of Custody Record & Laboratory Analysis Request ARI Assigned Num* c, Turn-around Requested: Page: of Analytical Resources,Incorporated 1 Analytical Chemists and Consultants � �� 4611 South 134th Place, Suite 100 ARI Client Company: Phoned Date: ,/ Present? Tukwila,WA 98168 �i1�C4 CpN �'� C?7 G l�fCf}L- 42 43 (c/ /��� _ 206-695-6200 206-695-6201 (fax) Client Contact: No of Cooler www.arilabs.com Li-t 'H?C_- '/-04# Coolers. Temps. Client Project Name: Analysis Requested Notes/Comments Client Project#: Samplers: Sample ID Date Time Matrix No.Containers 0 1 I 1 144- 1 "3.c-3.5 - k<4',4 2?,e \ _ K . kVA-1 5-4o -- .'-a/5 /4 2p, i S , I _ XC. _ ofi-2._ 2 S-- 3.E4,--r 5l14 2 7 5 I )- , _ _ . 411-?-- 3.0— 3 5cr C/5/4_ 2 r Al ___-' I -)(--. Comments/Special Instructions Relinquished by: ////..." Received by: ^ Relinquished by Received by: (Signature) Neff `%���.� (signature)np,.,e2r i (Signature) (Signature) Printed Na Printed Name: Printed Name: 'Printed Name: Company: (/ a- r Company- 1 A Company: Company: Date&Time: Date&Time: Date&Time: Date&Time: 67/ //4-- 2 s,• S i'M LAY/9 /,110--- .Limits of Liability: AR!will perform all requested services in accordance with appropriate methodology following ARI Standard Operating Procedures and the ARI Quality Assurance Program. This program meets standards for the industry. The total liability of ARi,its officers,agents,employees,or successors,arising out of or in connection with the requested services,shall not exceed the Invoiced amount for said services. The acceptance by the client of a proposal for services by ARI release ARf from any liability in excess thereof,not withstanding any provision to the contrary in any contract,purchase order or co- signed agreement between ARI and the Client. Sample Retention Policy: All samples submitted to ARI will be appropriately discarded no sooner than 90 days after receipt or 60 days after submission of hardcopy data,whichever is longer,unless alternate retention schedules have been established by work-order or contract. . . . . 41911k Analytical Resources, Incor�ora8e¢U vioAnalytical Chemists and Consultants Cooler Receipt Form ARI Client:i. , r c6 ( vq lA C-I�C C�Xp`-�SS �1 LW- ('`) Project Name: COC No(s): \/ f i Delivered by:Fed-Ex UPS Courier Mand Dei- red Other: Assigned ARI Job No: I ('C\ r Tracking No: A Preliminary Examination Phase: Were intact,properly signed and dated custody seals attached to the outside of to cooler? YES NOS Were custody papers included with the cooler? NO Were custody papers properly filled out(ink,signed,etc.) S NO Temperature of Co$!er(s)(°C)(recommended 2.0-6.0°C for chemistry) Time: I1-(C J—) , . If cooler temperature is out of compliance fill out form 00070F Temp Gun lID/t. C('-�?�'7-'2 n Cooler Accepted by: t 11 l A l tT V> Date: (4 /1 (4 Time: j1Z5 Complete custody forms and attach all shipping documents Log-In Phase: Was a temperature blank included in the cooler? YES NO What kind of packing material was used?._- Bubble Wrap Wet Ice Gel Packs Baggies Foam Block Paper Other: Was sufficient ice used(if appropriate)? (A YES NO Were all bottles sealed in individual plastic bags? YES NCy Did all bottles arrive in good condition(unbroken)? NO Were all bottle labels complete and legible? NO Did the number of containers listed on COC match with the number of containers received? .--" NO Did all bottle labels and tags agree with custody papers? NO Were all bottles used correct for the requested analyses? E' NO Do any of the analyses(bottles)require preservation?(attach preservation sheet,excluding VOCs)... YES NO Were all VOC vials free of air bubbles? YES NO Was sufficient amount of sample sent in each bottle? NO Date VOC Trip Blank was made at ARI V iiQai Was Sample Split by ARI: IA YES Date/Time: Equipment Split by: Samples Logged by: T ) Y Date: �H 14 Time: / l/} _7 ""Notify Project Manager of discrepancies or concerns"" 1_ Sample ID on Bottle Sample ID on COC Sample ID on Bottle Sample ID on COC i I Additional Notes,Discrepancies,&Resolutions: SC tr1PLCS SPLIT- 1,1 L•Dcifri 61 FZ.0 t.- 2 E J4ts _ (%-9eLs At fL(C) 131 Ct..{.Cr'.-ice'- 0►L t C (N44. (... LPL3 c s) S A t—v ELf_7- >A.,-)C4 `7c,) Ctrl _ By: /-191-t.-- Date: V/Ef 9meitAir ge421,1es Pitabubhles' 'Mc Bubbles Small-"sm" (<2 mm) 2-4 mm ''s mm Peabubbles-* "pb"(2 to<4 mm) e o + ' F if�t •l • • • Large `9g"(4 to<6 mm) Headapace+"ha" (>6 mm) 0016F Cooler Receipt Form Revision 014 3/2/10 ANALYTICAL (40 Sample ID Cross Reference Report RESOURCES INCORPORATED ARI Job No: YM63 Client: Nelson Geotechnical, Inc. Project Event : N/A Project Name: Shuttle Express Parking Lot ARI ARI Sample ID Lab ID LIMS ID Matrix Sample Date/Time VTSR 1. HA-1 3.0-3.5FT YM63A 14-10808 Soil 06/05/14 14:00 06/05/14 14:05 2. HA-2 2.5-3.0FT YM63B 14-10809 Soil 06/05/14 14:00 06/05/14 14:05 3. HA-1 3.5-4.0FT YM63C 14-10810 Soil 06/05/14 14:00 06/05/14 14:05 4. HA-2 3.0-3.5FT YM63D 14-10811 Soil 06/05/14 14:00 06/05/14 14:05 Printed 06/05/14 Page 1 of 1 Analytical Resources, Incorporated Analytical Chemists and Consultants Client: Nelson Geotechnical, Inc. ARI Job No.: YM63 Client Project No.: Shuttle Express Parking Lot Case Narrative 1. Two samples were submitted for analysis on June 5, 2014, and were in good condition. 2. The samples were submitted for loss on ignition determination according to ASTM D2974, Method A and C. 3. The samples were submitted for moisture content determination according to ASTM D2216. 4. The data is reported in percent, and is provided in summary tables. 5. There were no noted anomalies in the samples or methods on this project. Released by: • �L Date: \-1 2 N Le&i Technician // Reviewed by: C(((c:y•G CL I f G Date: 61/11H Geo e hnicat LaboratoryManager • 4611 South 134th Place, Suite 100 • Tukwila WA 98168 • 206-695-6200'•' d67kcn,',� e Analytical Resources, 1011,0 Incorporated Analytical Chemists and Consultants Data Reporting Qualifiers Effective 12/31/13 Inorganic Data U Indicates that the target analyte was not detected at the reported concentration Duplicate RPD is not within established control limits B Reported value is less than the CRDL but a the Reporting Limit N Matrix Spike recovery not within established control limits NA Not Applicable, analyte not spiked H The natural concentration of the spiked element is so much greater than the concentration spiked that an accurate determination of spike recovery is not possible L Analyte concentration is 5.5 times the Reporting Limit and the replicate control limit defaults to ±1 RL instead of the normal 20% RPD • Organic Data U Indicates that the target analyte was not detected at the reported concentration Flagged value is not within established control limits B Analyte detected in an associated Method Blank at a concentration greater than one-half of ARI's Reporting Limit or 5% of the regulatory limit or 5% of the analyte concentration in the sample. J Estimated concentration when the value is less than ARI's established reporting limits D The spiked compound was not detected due to sample extract dilution E Estimated concentration calculated for an analyte response above the valid instrument calibration range. A dilution is required to obtain an accurate quantification of the analyte. Laboratory Quality Assurance Plan Page 1 of 3 Version 14-003 12/31/13 • Analytical Resources, 4016 40 Incorporated Analytical Chemists and Consultants Q Indicates a detected analyte with an initial or continuing calibration that does not meet established acceptance criteria (<20%RSD, <20%Drift or minimum RRF). S Indicates an analyte response that has saturated the detector. The calculated concentration is not valid; a dilution is required to obtain valid quantification of the analyte NA The flagged analyte was not analyzed for NR Spiked compound recovery is not reported due to chromatographic interference NS The flagged analyte was not spiked into the sample M Estimated value for an analyte detected and confirmed by an analyst but with low spectral match parameters. This flag is used only for GC-MS analyses N The analysis indicates the presence of an analyte for which there is presumptive evidence to make a "tentative identification" Y The analyte is not detected at or above the reported concentration. The reporting limit is raised due to chromatographic interference. The Y flag is equivalent to the U flag with a raised reporting limit. EMPC Estimated Maximum Possible Concentration (EMPC) defined in EPA Statement of Work DLM02.2 as a value "calculated for 2,3,7,8-substituted isomers for which the quantitation and /or confirmation ion(s) has signal to noise in excess of 2.5, but does not meet identification criteria" (Dioxin/Furan analysis only) C The analyte was positively identified on only one of two chromatographic columns. Chromatographic interference prevented a positive identification on the second column P The analyte was detected on both chromatographic columns but the quantified values differ by ?40% RPD with no obvious chromatographic interference X Analyte signal includes interference from polychlorinated diphenyl ethers. (Dioxin/Furan analysis only) Z Analyte signal includes interference from the sample matrix or perfluorokerosene ions. (Dioxin/Furan analysis only) Laboratory Quality Assurance Plan Page 2 of 3 Version 14-003 12/31/13 0 Analytical Resources, Incorporated lay Analytical Chemists and Consultants Geotechnical Data A The total of all fines fractions. This flag is used to report total fines when only sieve analysis is requested and balances total grain size with sample weight. F Samples were frozen prior to particle size determination SM Sample matrix was not appropriate for the requested analysis. This normally refers to samples contaminated with an organic product that interferes with the sieving process and/or moisture content, porosity and saturation calculations SS Sample did not contain the proportion of"fines" required to perform the pipette portion of the grain size analysis W Weight of sample in some pipette aliquots was below the level required for accurate weighting • Laboratory Quality Assurance Plan Page 3 of 3 Version 14-003 12/31/13 . SAMPLE RESULTS-CONVENTIONALS ANALYTICALi YM63-Nelson Geotechnical, Inc. RESOURCES v INCORPORATED Matrix: Soil Project: Shuttle Express Parking Lot Data Release Authorized Event: NA Reported: 06/19/14 Date Sampled: 06/05/14 Date Received: 06/05/14 Client ID: HA-1 3.5-4.0FT ARI ID: 14-10810 YM63C Analyte Date Method Units RL Sample Total Solids 06/09/14 SM2540G Percent 0.01 92.67 060914#1 Cation Exchange Capacity 06/09/14 9080 meq/100 g 0.05 4.69 060914#1 RL Analytical reporting limit U Undetected at reported detection limit Soil Sample Report-YM63 YMG3 : 00009 SAMPLE RESULTS-CONVENTIONALS ANALYTICAL C • YM63-Nelson Geotechnical, Inc. RESOURCES INCORPORATED Matrix: Soil Project: Shuttle Express Parking Lot Data Release Authorized Event: NA Reported: 06/19/14 Date Sampled: 06/05/14 ` Date Received: 06/05/14 Client ID: HA-2 3.0-3.5FT ARI ID: 14-10811 YM63D Analyte Date Method Units RL Sample Total Solids 06/09/14 SM2540G Percent 0.01 91.37 060914#1 Cation Exchange Capacity 06/09/14 9080 meq/100 g 0.05 4.30 060914#1 RL Analytical reporting limit U Undetected at reported detection limit Soil Sample Report-YM63 I 5 .Vi METHOD BLANK RESULTS-CONVENTIONALS ANALYTICAL (110 YM63-Nelson Geotechnical, Inc. RESOURCES INCORPORATED Matrix: Soil Project: Shuttle Express Parking Lot Data Release Authorized ; Event: NA Reported: 06/19/14 / Date Sampled: NA Date Received: NA Analyte Date Units Blank QC ID Total Solids 06/09/14 Percent < 0.01 U ICB Cation Exchange Capacity 06/09/14 meq/100 g < 0.05 U PREP Soil Method Blank Report-YM63 REPLICATE RESULTS-CONVENTIONALS ANALYTICAL. . YM63-Nelson Geotechnical, Inc. RESOURCES INCORPORATED Matrix: Soil 4 Project: Shuttle Express Parking Lot Data Release Authorized: I Event: NA Reported: 06/19/14 / Date Sampled: 06/05/14 Date Received: 06/05/14 Analyte Date Units Sample Replicate(s) RPD/RSD ARI ID: YM63C Client ID: HA-1 3.5-4.0FT Total Solids 06/09/14 Percent 92.67 92.88 0.2% Soil Replicate Report-YM63 ' ANALYTICAL - GEOTECHNICAL ANALYSIS DATA SHEET RESOURCES "--- Organic Matter by Method ASTM D2974 INCORPORATED Data Release Authorized: QC Report No: YM63-Nelson Geotechnical, Inc. Reported: 06/17/14 Project: Shuttle Express Parking Lot Date Received: 06/05/14 Page 1 of 1 Client/ Date Analysis ARI ID Sampled Matrix Date Result HA-1 3.0-3.5FT 06/05/14 Soil 06/12/14 09:52 0.94 YM63A 14-10808 HA-2 2.5-3.0FT 06/05/14 Soil 06/12/14 09:52 1.47 YM63B 14-10809 Reported in % Organic/Ash Content Burn Temperature 440 C Per ASTM D2974 • Report for YM63 QUI 1 r ANALYTICAL • ® GEOTECHNICAL ANALYSIS DATA SHEET RESOURCES Ash Content by Method ASTM D2974 INCORPORATED Data Release Authorized: QC Report No: YM63-Nelson Geotechnical, Inc. Reported: 06/17/14 Project: Shuttle Express Parking Lot Date Received: 06/05/14 Page 1 of 1 Client/ Date Analysis ARI ID Sampled Matrix Date Result HA-1 3.0-3.5FT 06/05/14 Soil 06/12/14 09:52 99.06 YM63A 14-10808 HA-2 2.5-3.0FT 06/05/14 Soil 06/12/14 09:52 96.53 YM63B 14-10809 Reported in % Organic/Ash Content Burn Temperature 440 C Per ASTM D2974 Report for YM63 ANALYTICAL e, GEOTECHNICAL ANALYSIS DATA SHEET RESOURCES Total Solids by Method ASTM D2974 INCORPORATED Data Release Authorized:t. QC Report No: YM63-Nelson Geotechnical, Inc. Reported: 06/17/14 Project: Shuttle Express Parking Lot Date Received: 06/05/14 Page 1 of 1 Client/ Date Analysis ARI ID Sampled Matrix Date Result HA-1 3.0-3.5FT 06/05/14 Soil 06/12/14 09:52 93.19 YM63A 14-10808 HA-2 2.5-3.0FT 06/05/14 Soil 06/12/14 09:52 92.74 YM63B 14-10809 Reported in % i • • Report for YM63 0 T) 0 U.S. STANDARD SIEVE SIZE (D rn co C �� � A ,.O 10 po �o QP oz' LOQ A B 41'" 4bro. ,ao. \-\o. moo. N-%.o. \go. • moo. @ 100 11 -1- _ r . 90 . I I - 1 it I _ , D>< — 1-- - ti- - r' . ' Mgw 70 -.. I I 1 t _ II - I' ' _ _ _ . -I -, . 1 . - - -.I--- - - H ---� 01 o '6' N X60 —_ .. _ _ m _ _ z50 z 40 - __ - I I' I - 1 '-1 II 4 ' __ _. _ is i0 W30 _ - II T II _ _ ill m m 20 .... - z yr ° in u)o _ I I , t. . t • t - O m Oz 10 - - _ . :ti o .. 1000 100 10 1.0 0.1 0.01 0.001 lb 8 z AA ° ez GRAIN SIZE IN MILLIMETERS $m n s: m r GRAVEL SAND COBBLES SILT OR CLAY Z COARSE FINE COARSE MEDIUM FINE o - - N0 O co U.S.C. EXPLORATION SAMPLE SOIL SOIL DESCRIPTION o z, SYMBOL NUMBER DEPTH DISTRIBUTION w 0 o Gray,fine to medium sand Gravel =0% o •SP TP-1 12.0 feet Sand =98% • m Silt/Clay=2% Z r" 0 Co 2014 NGA Project Felders18756B14 Updated Shuttle Express harking Lot Rea slDraftIng\Sieve.dwg 0 co (D. "T? vii 0 U.S. STANDARD SIEVE SIZE c rn co Z *• -` a ^o yo ao 00 RP OV) I,4:5 C @ 3 4" 4b moo. 43 N\o. ‘49' 4p. .).\-O' \o. m 100 - f l l 1 1 Hi 1 90 I I I li 80 m c — (DD = F 7 . CD I Nit n k C� 7O 1 r I 7 ) 7 r r 7 •�I 4 • _ 7j r r r Ti 7 I T 1 r 1 r 7 Q} -0 w lA N m 60 I I I I I II I. aI I I I i 1 11 - I 11.1 50 LL T -- I— c W 40 t -I I - . I - I, . 11 ,.,I. . - Ir-„ oZ U a n 0 cc w30 I �- I h — it . 1 eoz z > d rg P1 m 20 rI _ r I I _ I I t I II 4 , 0 I o Z 10 r _ } it t--1-..—.L-t--i—t i vi0P m o 0 . lilt jI i s m �n m 1000 100 10 1.0 0.1 0.01 0.001 s 3 p ix t§N 2, 0 Z GRAIN SIZE IN MILLIMETERS ii il ' n if a r GRAVEL SAND COBBLES SILT OR CLAY z COARSE FINE COARSE MEDIUM FINE 0 °'• v d r. m U.S.C. EXPLORATION SAMPLE SOIL o SYMBOL NUMBER DEPTH SOIL DESCRIPTION DISTRIBUTION ID o Gray, fine to medium sand Gravel =0% *SP TP-1 12.0 feet Sand =98% Silt/Clay=2% 2 - C) 0 2014 NGA Project Polders18756B14 Updated Shutte Express Parking Lol Rec'slbrafsng'Sieve.dwg Technical Information Report—Final Shuttle Express Parking Lot- 800 SW le Street February 10,2015 APPENDIX C Site Improvement Plans Davido Consulting Group,Inc. TIR_Shuttle Express_Final.doc A • 1• ; BA F th al a SHUTTLE EXPRESS a .. RENTON PARKING LOT L, ° FEBRUARY 2015 , Z a Y CC Q a z W PROJECT INFO. -- - /- BASIS OF BEARINGS. LEGAL DESCRIPTION SHEET INDEX wA CO APPI1rw3 tWMCRa mTF AFraay qµ SHEET TITLE Q , SW+OSnsi SVI ONAOTHE SASS Of BEARING is CAP.OF RENT ON PER PER STATUTORY NNRRANTY DEED FILED UNDER CA DEVN 9HERRELL CO1 COVER SHEET' TA F //' REGORGING NUMBER 201=11 1601 131.RECORDS OF DWG PEER FRAME LLC Q BOO.161M ST CO2 EMSTNG CO. 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AS N.M. • VitCITY Of BOO SW 16TH ST o fIELOVERIFY GRACES Until'.ANS OZWISTIONS IF COM:MONS ARE 101 rlNl•SLNFv.I-I.Ia TW _ REIN iON RENTON,WA i :PWAVE 304. PLI m.A3: - - '^"tRw wnm F• - � Pm<.I^R/9uiMI��R/P„erK SAW Dept. CO3 .xwA.133 MwwA L0« ed. 7L acP•xn IOCO61FaCluL .A y<Iwi N0 flfNSKK< BY IX3R APPfl [A.Gum SITE PLAN IA-1NININ NIAIA 10 ANY ATEA NEEDING ESC MEASURES,NOT KEYNOTES 'INSTALL PERIMETER PROTECTION SJCH AS SILT FENCNG.COMPCSTSOOLS OR O 00101 NCMIMMEDIATE ON INACTIVE sHe LG E CONSTRUCTION ACTIVITY SCHEDULE. 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B.OR 0_ PERI.NO DISTURBANCE BEYOND T. EAST THREE FEET ABOVE THE CLEMNGLIMITS SHALLINTIMATE lHE FINAL GARDE OF THE PERMANENT FACILITY OTNER SUITABLE METHOD TO INSURE THEIR PROPERTY IS NOT DAMAC£D Z CLEMOGUMITS SHALL ENALMwNEO BY 15 PSOR TO THE BEGINNING OF THE WET tZ IPROTEC DN FENCNG�1WNlINN1 VRv1PFF OST O THE APPLICANT/ESC SUPERVISOR FOPTYE SEASON(OCT IA ALL DISTURBED AREAS 1 rZ • DURATION OF CONSTRUCTOR SNCL BE RENEWED TO IDENTIFY WICH HCLEARING UMTS • l STABILIZED CONSTRUCTION ENTRANCES ONES CAN E SEEDED IN PREPS...FOR CONTRACTOR TO SWEEP STREET DMLr OR MORE W SHALL BE NSTALLECAT THE BEGINNINGS THE WINTER.INS DISTURBED AREAS SMALL 14 OFTEN IF NECESSARY TO REMOVE TRACKED Ce CONSTRICTION AND MALNTNNEO FOR TIE BF SEEPED WITHIN ONE WEEK OF TESEDIMENT FROM THE SITE DILATOR OF THE PROJECT ADDITIONAL NIG CF TIE WET SEASON A SKETCH MEASURES.SUCH VESWrvSTRNCIE°WEEN MS OF THOSE AREAS TO BE SEEDEDAM ! 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OF 1T02 PFFCFNA06Rf3GVMEU LEnL.H ::• I W PAVEMENTOR 144111146 COURSE INSTALLATION „ .INE POROUS ASPHALT PAVEMENT INSTAILATIONS USE ME SAME EQUIPMFM MD 5 M IRR PROCEDURES AS CONVENTIONAL ERNST WIN THREE NOM" • MEM NES , • EM PA•NU S.,OUAND BF ISDN. D 260-160 �� 1 (A TAXI.OR RAY DOWN..TENiERATURf SNOuTON NO • LOWER ASN AND RANG. • OORA/FRY'TEII. 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In DATE PIPS LR,R GRADING,DRAFJAGEAUTILRY PLAN 9 A4--ININ N NIAIA ® LEGEND Ch LA r./:./. A 9TE cur (A 20 100 m 10 /17' SITE FILL 1 SCALE N FEET CL GRADING QUANTITIES TOTAL SITE CUT 5311CV• TOTAL SOF RI i.VI 00, TOTAL NET CUT 1W CT I- 'AREAeCALCULAlFO i0 eu9oRAGE J 8".2UOE81l OUT OEPM LN-.GNT USE-ANDS IN VY LOP PA L7 CROSS SECTION CET/41.8E1l i A ES E]00 ON SHEET CWI Z cC Ct0- Z z 0 I— Z CC CC CR N W 0 a x Lai W ,/ n.... uh 1 J - € t Id iel, 4 t/re t, _ ,E R w, , 4i- - li �i 11 �aP �s!!!!!�+ r rrrf CC / ii x. 0 wolf TI*d1 . A AA! .////�!O%%%/.;%Jlii!.02% .!/ ir,Ae / 1"17 #A' /! '/!!!!J Yee);45$' ,' N '!tom 1 SW 16TH STREET IN COMB OF RENTON A E WITH CALL 2 DAYS .. - — _ — -- — T STANnwM .. 6 BEFORE YOU DIG 1 T F 1-800-424-5555 Sr OVCDERGROUNO UTILITY i C ONSA APPROIO W yO ST w+. IS0 d N"AybO a �. DAVIW CONSULTING GROUP.INC. e't4 ...,v W As N011 Air 2.`4‘.' 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YACIENE C MO •t .wl... ...... r-+ WwAI...1:21r"PI s''' •'n^V., a GRABF LuRESTCNINE RECTINM DES,, .Swi xmYr .Mx is(a N ON rNFw II..I cDNA, -rlw1.. N.e r.nrr- `vwso wNwTurttw B Yee nlMwwYP�N00 aw..s,•bmnM BAR E DOSENA AND DOM220111 AGGREGATE STORAGE LAYER-6'BEM MN IGRAOATWN FROM NO9IRFNGLH 406<31.11 NO LB MN }A LEI MIN bOIB MN L ` , WBOOT SPECS) RINCTLNE REMSTAME 0WO .M LB MN 310 LBMN SA IB YIN E315 LB IAN xAP.OIIe•NWT. TFAR03RENGTH INYAOfl3O DASD PO LB MN 50 LB MN 114 LB MN NLB MN XAMCMNE DIRECTION NA.La1 PLAN VOW 2.PERNIFESa F RAIIARJ ULTRAVIOLET SIV)RADMTION DA3M 50R STRENGTH RETAINED MN.AFTER 503 HOURS Ft TYPE PIBnoppSNLA PERMEABLE BNLAST SHALL MEET THE REQUIREMENTS OF SEC TON STABILITY XENON ARC TEWEE I.Nw...4 _ BOSOM FOR BALLAST EXCEPT FOR THE FOLLOWING SPEOAL ` .Bw REPOREMENTS TIE GRADING NSI QUALITY REQUIREMENTS ARE ......Ss . rLxAla x.APwPf HAM.w.e..FM —1.2-a.:1411.,-.'""rind NF.TAM.le IN� '----- ^ %r m.M MAX 'y"rn to ErYrn.wEs.'.r K MIXDE55 Mw r 05-100 "",Br`s�"m..•o�. • • AIM."... Ti. . •GENERAL PRIOR 70 THE PRODUCT.OF PIIMA 1NE CONTRACFOR SHALL DETERMINE A DEO. 40.10 AGGREGATE STRUCNNE AND ASPHALT BINDER CONTENT IN ACCORDANCE WITH ANDO,STANDARD _ NMw. f/� -� ,s.gl ." OPERA MEG PECCODURE 732 ONCE THE DES.AG.E.TE STRUCTURE AND•SPHAPI TENDER CONTENT ....._-= NO A ,.. HAVE BEEN DETERMINED THE 0.TRACTOR SIMLL AMR,THE P.AA MX DE RCN ON.1 O 'aoRramo ware.NA.•.. a...P..=rm.OO NO IDD - Da .MOSTANDARD SPEC.CATIONS VERIFICATION Or THE MOL DESIGN BY TG THE CESI.MEETS THE NEOUIR DAVITS OF SECTIONS FHE C.T;t"Ir°A0.3 GENCY ES VSGTIEMI No FRAcrLXE )s MN MBOOT NQT NEEDED ,TA rMPdq. smmm S. ALL PERCENTAGES ARE BY WEIGHT WH[BE THE REQOI JOB TARE FORMULA IAA, OFTHETHECA 1..C4.OF MA ANY POOTIONAL PROJECT ENGNEER MO MAY BE WOE IONS . .PA.Ie.T �\,r!!_' T .PER BECTON COM)ROAL•O ROM RAR DOCUMENTS I..ar.STATISTICAL PIOTlk,, BgMAOFFOR PAVEF( 8 XeIACP EwSDO 3MDARDSNDFCAna STANCE �� ED��CDR9L�T9TDQPEMATERAL9WIHINTE CPERVIOUS HOOSES CONTRACT OCSH4 MATERIALS STOCIWITHWTH THE WITHIN TIE IOUS TESTING Wu BE CONDUCTED AS OUTUNED IN ,I ODIAMIEFCIAL EVALUATION WHERE COMMENDAL ENNA IS ALLOYED IT CAN BE occETED 81)A 0 AREA TIE AREA SHALL NOT BE GRACED BELOW THE FINISH GRADE AND OL CONTENT IS REDUIREO LEAMNGAMINIMIO OF C.STRST OF CTI MATNOF IALTHE INNIOUS PAVEMENT r['uANERITHE COMA. ATERE n QAwnw SYSTEIMMEDM TEMPORARY CONSTRUCTION ENT ANCEM AERIALS.IF H.RTIHYAI PAVREG Cuss'..CERTIFICATE 9Y6lEM 1EMPwMY ar.SiRlCign EMRAti=E MATERIALS.IFTON OF ASPHALT MIX.THICKNESS AS IFFSCAT ED ON PLANS CONFORMING TO AAMITO SP.1 PRIOR TO THE G 22.POLYMER MCOIFIED.WITH 5 POUNDS OF PIER PER F. LOCATED IN THE RUINOUS PAVEMENT AREA SFMLL BE FULLY PROP/cll..OF MINA THE CONTRACTOR SHALL DETERMINE A DESIGN AGGREGATE STRUCTURE AND B PERM WNW MIMS,VW PAVEMENT AREAS TRUCT. ARR.)7 smo.CONTENT IN ACCOR.NCE PATH NAPA INFORMATION.RES GI u A THE 1M•PRRPIRO MM ANY MT TNBIMSINgBM•POMMT EO FROM PERVOHEO FOR PERCEPT ASPHALT BINDER IN T.FNMA SHALL IE 6O TO 65 PERCENT WEIGHT OF Mu g IN uNLESS THE THEAPERVODE IS UIS AREA Qi THE GEOTEXTI.AND FOAL ACC:THAN...NG ANO MASH PHMR MOS,. % DEPTH OF BASE ROC%ME IN RADE PER THE PIANS P TIE ENGINEER PERPENDICULAR CURB RAMP N DETERMINES THAT THE PER..PAVEMENT OUPMENT T. •GENERAL•.CERTANCE CF P141.SHALL BE AS BEEN ALUATI.PALL BE AS DiCUSSIED IN THE F PER WROOT STD PLM Ftltld} O CORS MERE[SWAGED BPO REPLACE A DEPTH OF BASE ROCK SEvALLATICN STAPLING OF PHIAA F. M TSA, NTS NO ADDITIONAL PAYMENT WILL BEEvALUATICNWALBE USED FOR COMTE..Him AND I INTOE FOR THE REMOVEDAND REPLACED BASE ROCK T SPECIREO IN eH.377)A.'EN.S FQI cOMMERCAL HMA HAL IN AT THE DISCRETION OF THE E.INEER '1 THE ENQNEER WILL INSPECT THE 911BORADE AND UNLESS ACCEPT..1 OTHERWISE DIRECTED BY TIE ROWER THE CONTRACTOR WALL TE IVMAL TRA CONFORMANCE TO THE g REMOVE ANY ACCUMULATION OF FINE MATERIAL.SCARIFY THE TIE REQUIREMENTS CF MCTIQ.BOSM31 ME RUC,. STANDARD SPECIFIGTION EM 1 509 TO A...DE TOITHE UM APPTH CF 5 INCHES MO APTRRPRIATE COMMPAC BON MPACT THE PHLM DEVIATION N0 ASIEVE MOW.. PERCENT PASSNG.0 NO(NEVE TONG BSC. PERCENT PASSING ISA IN DOLRIN.CE WITH CITY CF RENTOR STAEpARDe NO OD NEVE TO NO 3m SIEVE PF I CALL 2 DAYS ASPHALT 100ERN PERCENT B.OERCONTENT42 SY Dm BEFORE YOU DIG BY OMR F 1-S00-424-5555 BY IDM. 10001(DN APDERPROUND D�ROx BY DILITY M1- I AHS o .z/ID/zms I BASE MAPTOPCGRAGSPRENOED BY dA WAD �. ... AS NOILD ""38'470"' CITY OT SHUTTLE EXPRESS•RENTON PARKING LOT G DAVI00 C.%O*4.i1N0 GROUP.INC �e °� nMLI1I•CONDITIONS IF CONEIG.S ARE POTs 800 SW 16TH ST FIR DVERIFY GRADES UTILITIES AND CGS•slSw..al•Lmul U. — R E_N TON RENTON.WA Ixcro eoNM Wm NIS - Oe"�MX wm F.v • PIOrIrrPB/BAYNIB/P<IX 0000 0.PL. T�oi� 1 CZNSTRLCTEDATO 5.0.4.CGOTACT Ib 1..P.L.W.V. 4mWLL W�NON AONy N0. RLWSIOTN OY DATE MPR1"..12„,,t orm DETAILS 9 9 5,rxN »I.I,IAl-INININ NIA A Technical Information Report—Final Shuttle Express Parking Lot- 800 SW 16th Street February 10,2015 APPENDIX D Temporary Erosion and Sediment Control Plan Davido Consulting Group,Inc. TIR_Shuttle Express_Final.doc 10 AM AREA NEEDING ESC MEASURES.NOT REQUIRING MMEDwTE ATTENnaN,SHALL BE CONSTRUCTION ACTIVITY SOHFOI II F. KEY NOTES INSTALL PERIMETER PROTECTION SUCH AS SILT FENONG,mMPOST wD(SOR N SEVEN(7)DAYS 1 STRAW WATTLES IN ACCORDANCE WITH APPENDIX THE 2WB W NG COUNTY I THE ESC ADDRESSED Es orvlNAcnvESITES swL KEY DESCRIPTION OETAILJS HEFT SURFACE WATER DESIGN MANUAL BE INSPECTED AND I.WNTAINED A MINIMUM PRELONSTRUCTION MEETNC. N18i,M1.'PRO%.tSMU ERIM[iRPROTEOTON ] OF ONCE A LOWING A STORM VEST N01R5 POST MON MATHNAME ANC PHONE CUMBER OF ESC SUPERVISOR(MAY BE CONSOLIDATED KITH THE - 6CN N 1 REQUIRED NOTICE OF CONSTRUCTION MON) Z DX TTN PFRIMFr. Ncx] CONTRACTO • •,-. .. .. ,•N ... 20 IA 0 2°.iiiii MAH DE II)FooT FUG OR FENCE CLEARING LIMITS NBTAII Aron RPROIPCTON ECM R ON Z OF SEDIMENT BE ALLOWED TO ACCUHUTATE INSTALL CATO/BASIN PROTECTION IF REWIREDINSTALL EQUIP TEMPORARY STORM DRAW IN µ ET 1 OFF AND MKINFlL� AREAS EA9 i0 PREVENT COMPACTION BY IL SCALE IN FEET WTHIN A CATCH BASIN ALL CATCH BASINS GRADE AFC INSTALL CONSTRUCTION ENTRANCERI 3 OW] EQUIPMENTµD TRAFFIC EL AND CONVEYANCE LINES SHALL BE CLEANED INSTALL PERIMETER PROTECTION(SILT FENCE,BRUSH BARRIER,ETC). PROTECTION Z 9EDMENi PRC RUNOFF MUST BE REPT AWAY FROM INI"XTRATONAREAB. TEMPORARY EROSION AND THE CLEANING OPERATION caNsrRWT SEDIMENT PONDS AND TRAPS INSTALL.TEMPORARY STORM DRAIN INET PRIOR TO PAVING T LADEN WATERA. PROTECTOR O ALL CATCH BASINS IN.LETS N EX DCO] SEDIMENTATION CONTROL INTO n.DT FLuSH OWNSTREAM SYSTEM CONSTR.T STABILIZE WATER CO2TSALLS ANSI PARMTG AREA 3 CR,LOW TIRE OR 'INTERCEPTOR OKES,PPE SLOPE DNNNS.ETC)9MULTµEWSY PRi�LSY SYSTEMS WRING VEHICLES ION BERACTIO OPERATED OVER 13 THROUGH PERIOD L OCTOBER IST WITH _ PROJECT DEQ PSCTH APP..t T OF TEMPORARY TREE THE I<FIRTRq NGUREAU CONSTRUCTION CCNPACTION 1 BEFORE ANY CON9TRLCTIONON OIJGH MACH 30TH.ALL PROJECT 0 EMI RDEVELOPMENT PROTECTOR FENCING(CHAIN UMAI 2 EQUIPMENT SHALL BE LIMITED TO A MARA.CROSS VEHICLE WEIGHT OF DEVELOPMENT ACTIVITY OCCURS A T DISTRIBUTED SOL AREAS GREATER TINT OSON CONTROL MEASURES IN ACCORDANCE WITHAPPEN.%00f THE SURFACE WATER DF-SIGN MXM)TONS TRHXDL COMP TRUCKS AND DIRT PANS SHALL NOT BE PRECONSTRUCTON MEET.°MUST BE HEIR µE TO.LEFT UN"WORKED FOR MORE mANGol.ANO MANUFACTURERS RECOMMENDATIONS. S USE ENTEX crE DRNEWAY AS CONSTRUCTION OPERATED IN THE INFILTRATOR SYSTEM FOOTPRINT AT MH TIME MHERE WITH THE CITY 6 RENTON PUPUBLICST MORALS STAN 12 HOURS. ALL BE COVERED BY 1 RELOCATE EROSION CONTR0.MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE RANCE NECESSARY THE HEAVY EQUIPMENT SHOULD UNWDINAN AREA H DEMON ENGINEER COVERING THE EROSION AND SEDIMENT CONTROL IS ALWAYS N ACCORDANCE WITH THE CITrs EROSION AND SEDIMENT ] IF OF TEMPURA THEE ADJACENT TO THE NELTRNTON SYSTEM AND THE MATERIAL SNOOD BE 0 Z DORIES CF THE CLEAR.°UNITS t urvOPE ENT RETENTION.OETENTI. STANDARDS FENCING(CHAIN ANA) rtv DC0T MOVED OVER THE SYSTEM PATH TRACKED EQUIPMENT J AND AREAS OF VEGETATION PRESERVATION FACILI TY USED AS A TEMPORARY SETTLING 12 COVER ALL AREAS TINT NU U UNWORKED FOR MORE THAN SEVENOAYS WRING THE DRY SEASON OR ttC INSTALL TIE ORARY STABILIZED CONSTRUCTION AB MESCRIBED OAT','""IN SHALLBE BASIN SHALL BE MOD RED WITH THE CLAYS DURING THE WET SEASON OATH STRAW,WOOD FIBER MULCH.COMPOST.PLASTIC SHEETING OR x B'CSI C7 0.EARr FLAWED er GI,RVEr TAPE aR NECESSARY EROSON CCNTROL MEASURES ENTRANCE WINTER GRAOINO NOTE' n 7 ENCIIL IN THE FIELDPROR TO AND SHALL PROVOS.EQUATE STORAGE IS STABILIZEALLAREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS S. REMOVE EOSIN°TREE • FROM OCTOBER tTHROUGH APRIL 30,NO SOILS SHALL REMAIN EXPOSED ' Y CONSTRUCTION IN ACCORDANCE NUN CAPACITY IF THE PERMANENT EA.,IS TO OR 9OD ANY TO REMAIN UROWS RDFORBORE THAN 30DAYS 10 INSTALL NWT 1 ENDS 0 CF THE SURFACE WATER DEMON FUNCTION UL TIBATELY AS AN INFILTRATOR 14 ED ALL A•PROX.INCL Lf PERIMETER PROTECTOR FDR MORE THAN 2 DAYS FROM MAY I THROUGH SEPTEMBER 30.NO SOILS MANUAL MO OBSERVED DURING SYSTEM.THE TEMPORARY FACILITY MUST BE 15 UPON COMPLE DISTURBED THE PROJECT,ALL DISTED AREAS MUST BE STABILIZED AND BAPS REMOVED IF ECO] SHALL REMAIN EXPOSED FOR MORE THANE DAYS ADJACENT PROPERTIES Q CONSTRUCTOR DURING THE CONSTRUCTION ROUGH GRADED SO THAT THE BOTTOM ANO APPROTRATE. I I INSTALL ARMOR.IMJ lF PERIMETER PROTECTION PCO] SHALL BE PROTECTED STRIPS,FRONTORMENT ON SRORMMNTER RUNOFF BY D. PERIOD,NO DISTURBANCE BEYOND THE EON VEGETATIVE BUFFERNT BARRIERS,FILTERS,BERMS.OR CLEARING LIMITS SHALL BE PERMITTED.1HE FINAL GRADE OF THE PERMANENT ABOVE INSTALL APPROX.CN IF OF TEMPORARY TREE O R SUITABLE METHOD TO INSURE THEN PROPERTY IS NOT DAMAGED. O ORTIS 15 PRIOR TO THE BEGINNING OF THE NET ILT 2 PROTECTION FENCING ICH..UNC) ] ep ORATOR OF CONSTRUCTOR SEASON(OCT I I.ALL OSHURBEO AREAS 13 CLEARING LIMITS - Z 3 STAMLRED CONSTRUCTION ENTRANCES HENCSHALL E REVIEWED.EDEA IN IDENTIFYWHICHF. SWEEPCONTRACTOR TO W SHALL BE INSTALLED AT THE BEGINNING OF NESCANREOSS OSTURBED HALL I. OFTEN IF NECESSARY TO REMOVE TRACKED • Z CONSTRUCTION AND MAINTAINED FOR NATHIN ONE WEEK OF T. SEDIMENT FROM THE SITE DURATION OF TIE PROJECT ADDITW. • OL BEGINNING OF THE WET SEASON.A SKETCH 15 INSTALL APPROXIMATELY ISA LF STRAW COAT TILES ECO] MAP OF TSE AREAS TO BE SEEDED ANO HASH SYSTEMS HO EMS CR WASH PADS MAY BE SLCH AS CONSTRUCTED THOSE AREAS TO REMAIN UNCOVERED SHALL 15 INSTALL APPROXIMATELY 213 LF STRAWWATTLES EGO) 41.1 W REQUIRED TO EAS KEPT ENQUIRE THAT LEAN ATOLLND PKOUTTO BE SISMITTED TO TIE CI TY OF RENTON FOR 17 REVIEW INSTALL APPROMMATEL v NO V STRAW WATTLES ECO] E[ ROAO RIGHT OF wAY DOESRF _ E DURATION OF THE PROJECTLEIT DR OH A ALL REQUIRED W A HPCCTRILT I I UJ µ OCe TRANSPORTATION OF SED MUST EE T FACE WATER,DRAINAGE SYSTEMS AND ADJACENT IES LL FACOIE TI SI ALL EEM NTAMBDINgMAND ENT 'j SATISFACTORY CONDITION WTL SWI TIME I (n THAT CLEARING ARDOR CONSTRUCTION IS COMPLETE AND POTENTIAL FCR CNSITE EROSION HAS PASSED THE IMPLEMENTATION, MAINTENANCE.REPLACEMENT AND -6 - ADDTIONS TO EROSONSEDMENTATION • CONTROL SYSTEMS SHALL BE ME n ' 1 t •//� REBPONSIBUTY OF THE ERMTTEE ', - �' \ J _ 5 THE EROSICR AAO SEDIMENTATION CONTROL -/ • SYSTEMS DERCTEOON THIS CRANING ARE .t �` � } FA�T•f--� .TENDED TO eE M.MUM RECUREMENtS TO ^ - MEETANTOPATEDSITECCNDtONS.AS /!. • :� _ I- 11A1e _ I CONSTRUCTION PROGRESSES AND DICTUNEATE,TIE PERED OR MITAL TEE ANTICIPATE € 'r. LRa LIMRFRZ DrTS--Ltf1S- �S rr !/S,f //SE e t / Fl --- ACTIVITIES AND TO PROVIDE ORAL ' S. BOVE REQUIREMENTS. EQLTEMENTS.Aro Y.NE N DINT _ ,.� l --_. W REMENis.ABMAr eE NEEDED.TO r �� ,� PROTECT ADJACENT PROPERTIES AND ; f - �js •4 qui WATER QUALM OF THE RECE VIN° --DRAINAGE SYSTEM - - a 6 APPROVAL OF HS FUN IS FOR RNx- 1 C- 0 • R ERCSONSEDIMENTATON CONTROL ONLY T �" ' J MIIM� • N,T- A COES HANNEL DOR RETENTION APPROVAL OF • a -�� k -_---- _ _ ��.�.r�•- ������ . o a� UMI M1TS- MITA 1T TT3=yyITS- ,.90' 5 STORM DRAINAGE DESIGN,SEE NOR • • - , -• O /`\Y�. E� a LOCATION DF PIPES.RESTRCTORS, - _ .JO , ® S CHANNELS.ON RETENTON ILS.TES ,., �� 4. ] ANY AREAS OFEXPOS OW HA.ACLUNOT - -_• _- yi 0% __.ROADWAY EMBANKMENiS,THAT CULL NOT BE . • rIF /q DISTURBED FOR TWO DAYS DURING THE WET . Ir ✓ SEAeON OCTOBERSEVEDAYS DURNO THE DRY " �' 30THH10R SEVEN DAYS WRING THE DRY '�31YHt • �^SJxB7•'�-'>t[MI'1ix11, -. ' - •O./ SEASON(APRIL,SIT THROUGH SEPTEMBER KA SEASON(ASHUN IL IMMEDIATELY STABILIZED YTY"!"IWt-�BfNI StlYHlT--Tnrvrt i ROTHTHE APPROVED IMC COINER METHODS 3 \v^ O E EG SEEDING MULCHING.PLASTIC ©, I COVERING.ETCI .... -'- 9 8 NET 9...WNS-ASO.,EROSONFNO . .. • -- - ----- -..�---� - - --- �--� • --- SEDIMENT CONTROL REQUIREMENTS APPLY II TO ALL CONSTRUCTOR SITES C LEAPING SW 16TH STREET �^/ BETWEEN ODOBERtARC MARM.H130 /� / INCLUSIVE,UNLESS OTHERPASE APPROVED ,L" BY THEC ttiINOWHµADIISTMENi `- PROCESS _ 9 COVER MEASURES WILL BE APPIEON CONFORMANCE WTHAPPENDXDOF THE \ Y IN COMPLIANCE WITH CRY OF RENTON SURFACE WATER DESIGN MVWINL. �- --- _ STANCARCS �{ CALL 2 DAYS \. -`.j• BY. . BEFORE YOU DIG Y. D.. F 1-800-424-5555 " BY w. :UNDERTX3T GROUND UY 3. 1 OCATKINS kr.APP110X.1 ", -• Br. Dela OTHERS DOG CANNOT BE HELO LAME CURACY CONTRACTORS.. DAVIW CONSULTING GROUP,INC ° Fs1�' "s NOTED a•' CITY OF SHUTTLE EXPRESS-RENTON PARKING LOT 2/1OPOIs E W,•BN4A,•L•BR REN TON BooswlerrlsT �� ALL OT,ER EXISTING FEATURES ARO -onwu PENTON,WA .s.,.1 a Bd.B w.rNB,SSSMI9 DB•,Naz $� ° oMWooM F -{ P. .9/e.,Mm9/PUCIs MA.w D•M. C04 .IMA Eu.LPAB.WA WI55 FN..wA 992. -PONA._E NO. li PARC. BY DATE APPA �M�' DCOPRON To CONSTRLCTw ,A,itnA RNI1,IAIIL EBK xMAw TESC PLAN Al-'N NIN NIAIA G K (I) (101 WE POSTS 110106 FMpC WTEWL Kr A[f NOS.USE STAPLES 0R VIRE INN TO 0. p MAN ENBBC 10 ME WAR TWA CR 0. M_ PRE-APPROVED NUE — b i �-�T R 2'%MAgo MBF GAWK 0R EQAU. „W (OPTIONAL-PER SITE 030101) lP y 6'HIGH TENSION HARE OR TOP MIL(DIP) In __- -._i-.. ....-.__ 1 - BURY BOl104❑RTFA WIENAL x D' GAUGE MA% r • %13'RFNd "ABLRNIC '011,r 3 o ;A �� SBil \� ! SETWEENJ[FNT9 RIP) NM O (:5 Y NILM - 6 SECURE �\.. //'' �. \ ,'•k\ a ? MRA FABIC YARRMI m B HATH _T \ • Q NOR:NNOE NT E.SACH UP TIC h ; OInp ALl1MINUM -- SICK AT THE END G RUN ES PEN POS )( ��� as p P ito AIN.(lw.) Z NOOSE WN NA.SQL uA1EAl F. 1\ \- • ' �� O d NAVEL MCEILL IN TREE.AM \ CEMNT CONCRETE EXTRUDED CURB ON 0081 51045 W PENCE \ \ ~z MBNC ON ME WEAN \ t0' A 2 BARS(TVP) QTl/f XByfl( 2 I/2'I S' 2 t/I 1 SP AOA.OF ANCHOR BARS OFT I2 NUDE METAL 1BURY MN NE FENCE (n W PER WNGCNTYFlWRE DIE LL POST�. co NTS N RENT OF WAY, E • la NE CONCRETE 00 gp6q Fig PIER./// IFICTM PER TE DPD SITE NOTE' ��s �� W / ,..,4#0.....° ERIOPYpi INSPECTOR MHERE NEELIN.FENCE 'ARM pNOER TER= TCONCfETE CW�F.S LA/ Alf' IS TO SE INSTALLED NEAR TREES E SHALL BE AT 01.UNE CR J ��YNI DIRECTED BY EIX3INEEN a•R i R- 4. _ // / }'i #LINT 's�7,"�js( TEMPORARYACING(CHAINLINE K) 17 N Elm / // oti,. w NTS to /// �1 ,q;?`. iPE�T. A'.Z;.4N .0,:j'.. I1 CEMENT CONCRETE EXTRUDED CURB TYPEB P PIT-IIT WATERY(9ALLS *4 x$ Tli PERYvaroT 010 PLAN F-w.xm COT NTS Ai .1` L£0-100(4 FAME MENDE RCL WON ' , ~..0.4—"r B.0'NN. IMQF95/EG65 AREA �_EYIS71 ASWRY T _� NEW CURB 1•I \ -ME.1'T (SEE NOTE 2) MTTER IT NAL TNONES Owen.or •k *?4,47:V �!'—.. STABREO ACCf4 9BL E USED x E.I.MCAS Of ME SIR WN LULGL TRAFFIC APO PARING. :) NCLUMO PLANING SR.OTHER WEANS OF FROM M STAB.AERO MILL BE COWERED. YYYI.�R A*l.fIMW LAw��rl SA • STABILIZED CONSTRUCTION ENTRANCE ` (SEC NOR B)� PER ENG COUNT(FIGURE Ac ''''I'L. i�Mw -- i .. NTS 4 1' • �.Pswr if/� ' • 'TY.. a 5 SASTFRAL sTREE*NN�MUEE 1 �. rTs.PRIRM n) XMA(w A[P Uau B) y._.__..___. OWN• i NOTES' \ ` - )/ rm.Pm (seL Nor 1),C. J "'� `: ) IS CRUSHED 1 XOL* 1.s11i MN METS NEED TOE EWL(0 oerwoow(ro owns �" a. ucuav*.n, E AT TIE END 6 1HE SOB. PEAR STORY VOLUMES) X. I STOMA DRAM MErs AE QEY 111E FE701' - 1MYUY F STALED N MANAGE CEMCES PER TIE '�'� Live SHAM / l [ u.AxuFACNKR S REDOME]IOAIIQK.G1Q) ". / 1 YusT MATCH NE.TN ONE.11 NEATER. I BAN OPERTS ME IN CURB NEM NOT 10 E MULLET 1"X 1"Male (5 WA(n...!.....!.,71',:s.CB) J( I SAWNI Bn E PGSILIX,IU t'-o'BEYt%M 1000 0 nXNm Re.PR.., E'CRUS I),DEP OAYAGEO P�NCYExT. t }INSERTS SHALL E MSPECRD AND WANT.. f'CRUSE:HON NE l [N A I/3 RICH RAN ALQIYQARS WMX A N IBOA PEM0G CLEM AM/OL REPLACE INSERT Ixlfxl OF TM15 10 00 L5 WIN 11I11 E NC TARP F 0 WN SCANTS. V A[fYENi AT E on EAC[SfEC51ANDARO PLAN LBrVMWwWWwNWrNssw.oin..U.AxMe AY N.vmeN.Ta-(1s1II�0 T FOR CMCNT GGNGER CURBS. YWrMWsw�wr,rwod�.NN Mo•al n rv..Wre........ CB INLET PROTECTION QSTRAW WATTLE© CURB 8 GUTTER REPLACEMENT Q IN COMPLIANCE WITHCRY OF RENTOR PER NNGCWITV FlOWE9DNL OOAM O N. PER CIN OF ON STD PLNN1m STANDARDS CALL 2 DAYS "'s "Ts BY. D.M. ( BEFORE YOU DIG BT_ F 1-800-424-5555 61 *0* ! UNDERGROUND UTILITY By 0.w LOCATIONS ARE APPROX.! 'LbO A.A. Ti C G DAVRX> Q N - . DSR d AS WILD CI TY OF SHUTTLE EXPRESS-RENTON PARKING LOT 0/10/2011 s CONSUMING GROUP,INC. I tpt BOO SW 18TH STPEWTER.,GRADES.PALMS.AND I °�/ C c�wsrNam.rl,Nau.P r... - RENITON RENTON,WA r..J I WA MISS Fn.4P WA 1130 ownm ma Tam.{ Pbnni"q/B.il6ng/PuBlc Work.NW CD! OCGPRIORTO WNOTRULTgN Y.S..Iola u1,l1 ALAI ,DNA'- N0. 010/5105 BY DALE APPfl ®Rx DRAW DETAILS7 9 IAI-INININ NIAIA Technical Information Report—Final Shuttle Express Parking Lot- 800 SW 16th Street February 10, 2015 APPENDIX E Operation and Maintenance Davido Consulting Group,Inc. TIR_Shuttle Express_Final.doc O&M Manual February, 2015 Shuttle Express Parking Lot Operation and Maintenance Manual Person or Organization Responsible for Maintenance of the On-Site Storm System: Peer Frank, LLC Devin Sherrell 800 SW 16th Street Renton, WA 98057 The Location Where the Operation and Maintenance Manual is to be Kept: Shuttle Express Business Office 800 SW 16th Street Renton, WA 98057 *Note: The manual and maintenance activity log must be made available to the City of Renton for inspection purposes. Description of On-Site Storm System The on-site storm system for the Shuttle Express Parking Lot project consists entirely of a porous asphalt parking lot(approximately 8,650 SF)with underlying rock pocket and soil • treatment layer. Stormwater runoff from the site will infiltrate through the porous asphalt where there will be a 6-inch to 12-inch rock pocket underneath for storage. The permeable pavement facility is sized to handle all the stormwater from a 100-year storm with a factor of safety greater than 2.Only during extreme events (greater than any event in the available data in KCRTS), a rain on snow event, or if the permeable pavement gets clogged and is unable to allow stormwater to infiltrate, will stormwater be leaving the site through an overflow route. The new parking areas have been designed so that if an overflow were to occur runoff would flow away from existing buildings and towards existing vegetation. The permeable pavement facility will serve as source control of pollution on the project site. In order to control pollutants, proper maintenance and cleaning of debris, sediments, and oil from stormwater collection and conveyance systems is required per the operation and maintenance recommendations found in the 2009 King County Surface Water Design Manual(KCSWDM) and the City of Renton Amendments to the KCSWDM. See the attached sheets for operation and maintenance requirements pertaining to the project. Shuttle Express Parking Lot DCG, Inc. O&M Manual February, 2015 Contact Information for Stormwater Facility Installers: Contractor(Installer of On-Site Stormwater Facilities) Bruno DeSimone Superior Asphalt Maintenance, Inc. P.O. Box 66956 Burien, WA 98166 Phone—206.246.3237 Bruno@SuperiorAsphaltNW.com Civil Engineer(Designer of On-Site Stormwater Facilities) Erik Davido, P.E. Davido Consulting Group, Inc 15029 Bothell Way NE Lake Forest Park, WA 98155 Phone—206.523.0024 tim@dcgengr.com Attachments • Operation and Maintenance Recommendations for Infiltration Facilities from the '= 2009 KCSWDM • Operation and Maintenance Recommendations for Grounds (Landscaping) from the 2009 KCSWDM Shuttle Express Parking Lot DCG, Inc. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 2-INFILTRATION FACILITIES Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Performed Site Trash and debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of I pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Infiltration Pond,Top Rodent holes Any evidence of rodent holes if facility is acting Rodents removed or destroyed and or Side Slopes of as a dam or berm,or any evidence of water dam or berm repaired. Dam,Berm or piping through dam or berm via rodent holes. Embankment Tree growth Tree growth threatens integrity of dams,berms or Trees do not hinder facility slopes,does not allow maintenance access,or performance or maintenance interferes with maintenance activity. If trees are activities. not a threat to dam,berm,or embankment integrity or not interfering with access or maintenance,they do not need to be removed. Erosion Eroded damage over 2 inches deep where cause Slopes stabilized using appropriate of damage is still present or where there is erosion control measures. If erosion potential for continued erosion. Any erosion is occurring on compacted slope,a observed on a compacted slope. licensed civil engineer should be consulted to resolve source of erosion. Settlement Any part of a dam,berm or embankment that has Top or side slope restored to design settled 4 inches lower than the design elevation. dimensions. If settlement is significant,a licensed civil engineer should be consulted to determine the cause of the settlement. Infiltration Pond, Sediment If two inches or more sediment is present or a Facility infiltrates as designed. Tank,Vault,Trench, accumulation percolation test indicates facility is working at or or Small Basin less than 90%of design. Storage Area Infiltration Tank Plugged air vent Any blockage of the vent. Tank or vault freely vents. Structure Tank bent out of Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design. shape than 10%of its design shape. Gaps between A gap wider than%z-inch at the joint of any tank No water or soil entering tank sections,damaged sections or any evidence of soil particles entering through joints or walls. joints or cracks or the tank at a joint or through a wall. tears in wall Infiltration Vault Damage to wall, Cracks wider than'A-inch,any evidence of soil Vault is sealed and structurally Structure frame,bottom,and/or entering the structure through cracks or qualified sound. top slab inspection personnel determines that the vault is not structurally sound. 2009 Surface Water Design Manual—Appendix A (/92009 A-3 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 2-INFILTRATION FACILITIES Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Performed Inlet/Outlet Pipes Sediment Sediment filling 20%or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks wider than 1/4-inch at the joint of the No cracks more than/-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Manhole access covered. Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools.Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 80 lbs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs,misalignment,rust,or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate j to open opened/removed using normal equipment. can opened as designed. Gaps,doesn't cover Large access doors not flat and/or access Doors close flat and covers access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. Infiltration Pond, Plugged Filter bag more than 1/2 full. Replace filter bag or redesign Tank,Vault,Trench, system. or Small Basin Filter Bags Infiltration Pond, Sediment 6"or more of sediment has accumulated. Pre-settling occurs as designed Tank,Vault,Trench, accumulation or Small Basin Pre- settling Ponds and Vaults Infiltration Pond, Plugged High water level on upstream side of filter Rock filter replaced evaluate need Rock Filter remains for extended period of time or little or no for filter and remove if not water flows through filter during heavy rain necessary. storms. Infiltration Pond Rock missing Only one layer of rock exists above native soil in Spillway restored to design Emergency Overflow j area five square feet or larger,or any exposure of standards. Spillway native soil at the top of out flow path of spillway. Rip-rap on inside slopes need not be replaced. Tree growth Tree growth impedes flow or threatens stability of Trees removed. spillway. I/9/2009 2009 Surface Water Design Manual—Appendix A A-4 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 11 -GROUNDS (LANDSCAPING) Maintenance I Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility. potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% broken which affect more than 25%of the total of total foliage with split or broken foliage of the tree or shrub. limbs. Trees or shrubs that have been blown down or No blown down vegetation or knocked over. knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over,causing exposure adequately supported;dead or of the roots. diseased trees removed. 1/9/2009 2009 Surface Water Design Manual—Appendix A A-16 Technical Information Report— Final Shuttle Express Parking Lot- 800 SW 16th Street February 10, 2015 APPENDIX F Bond Quantity Worksheet Davido Consulting Group,Inc. TIR_Shuttle Express_Final.doc Site Improvement Bond Quantity Worksheet S15 Web date: 02/22/2013 King County Department of Permitting & Environmental Review 35030 SE Douglas Street, Suite 210 Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600. 206-296-6600 TTY Relay 711 Project Name: Shuttle Express Parking Lot Date: 2/10/2015 Location: 800 SW 16th Street, Renton, WA Project No.: Activity No.: Note: All prices include labor, equipment, materials, overhead and Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. yes X no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 Unit prices updated: 02/12/02 Version: 11/26/2008 Bond Quantity Worksheet_Version 20081126.xls Report Date: 2/10/2015 . Site Improvement Bond Quantity Worksheet S15 Web date: 02/22/2013 Unit #of Reference# Price Unit Quantity Applications Cost EROSION/SEDIMENT CONTROL Number Backfill &compaction-embankment ESC-1 $ 5.62 CY Check dams, 4"minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each Crushed surfacing 1 1/4"minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY Ditching ESC-4 $ 8.08 CY Excavation-bulk ESC-5 $ 1.50 CY Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 601 1 829 Fence, Temporary(NGPE) ESC-7 $ 1.38 LF 248 1 342 Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY Mulch, by hand, straw, 3"deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY Mulch, by machine, straw, 2"deep ESC-11 SWDM 5.4.2.1 $ 0.53 SY Piping, temporary, CPP, 6" ESC-12 $ 10.70 LF Piping, temporary, CPP, 8" ESC-13 $ 16.10 LF Piping, temporary, CPP, 12" ESC-14 $ 20.70 LF Plastic covering, 6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 $ 2.30 SY Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each 1 1 1464 Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF Sed.trap,5'high,riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF Seeding, by hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY Sodding, 1"deep, level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY Sodding, 1"deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY TESC Supervisor ESC-25 $ 74.75 HR 8 1 598 Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR 2 1 196 WRITE-IN-ITEMS****(se_page 9) Temporary Inlet Protection $ 60.00 Each 10 1 600 ESC SUBTOTAL: $ 4,029.46 30%CONTINGENCY&MOBILIZATION: $ 1,208.84 ESC TOTAL: $ 5,238.30 COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Version: 11/26/2008 Bond Quantity Worksheet_Version 20081126.xls Report Date: 2/10/2015 Site Improvement Bond Quantity Worksheet Web date 12/02/2008 Existing Future Public Private Quantity Completed Right-of-Way Right of Way Improvements (Bond Reduction)* &Drainage Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete_ Cost GENERAL ITEMS No. Backfill&Compaction-embankment GI-1 $ 5.62 CY 377 2,118.74 Backfill&Compaction-trench GI-2 $ 8.53 CY Clear/Remove Brush,by hand GI-3 $ 0.36 SY _ Clearing/Grubbing/Tree Removal GI-4 $ 8,876.16 Acre 0.6 5,325.70 Excavation-bulk GI-5 $ 1.50 CY 526 789.00 Excavation-Trench GI-6 $ 4.06 CY Fencing,cedar,6'high GI-7 $ 18.55 LF Fencing,chain link,vinyl coated, 6'high GI-8 $ 13.44 LF Fencing,chain link,gate,vinyl coated, 2( GI-9 $ 1,271.81 Each Fencing,split rail,3'high GI-10 $ 12.12 LF Fill&compact-common barrow GI-11 $ 22.57 CY Fill&compact-gravel base GI-12 $ 25.48 CY Fill&compact-screened topsoil GI-13 $ 37.85 CY Gabion,12"deep,stone filled mesh GI-14 $ 54.31 SY Gabion,18"deep,stone filled mesh GI-15 $ 74.85 SY Gabion,36"deep,stone filled mesh GI-16 $ 132.48 SY Grading,fine,by hand GI-17 $ 2.02 SY Grading,fine,with grader GI-18 $ 0.95 SY 380 361.00 2291 2,176.45 Monuments,3'long GI-19 $ 135.13 Each Sensitive Areas Sign GI-20 $ 2.88 Each Sodding,1"deep,sloped ground GI-21 $ 7.46 SY 311 2,320.06 1040 7,758.40 Surveying,line&grade GI-22 $ 788.26 Day Surveying,lot location/lines GI-23 $ 1,556.64 Acre Traffic control crew(2 flaggers) GI-24 $ 85.18 HR 40 3,407.20 Trail,4"chipped wood GI-25 $ 7.59 SY Trail,4"crushed cinder GI-26 $ 8.33 SY Trail,4"top course GI-27 $ 8.19 SY Wall,retaining,concrete GI-28 $ 44.16 SF Wall,rockery GI-29 $ 9.49 SF Page 3 of 9 SUBTOTAL 6,088.26 18,168.29 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 11/26/08 Bond Quantity Worksheet_Version 20081126.xls Report Date:2/10/2015 Site Improvement Bond Quantity Worksheet Web date 12/02/2008 Existing Future Public Private Bond Reduction* Right-of-way Right of Way Improvements &Drainage Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com.lete Cost ROAD IMPROVEMENT No. r AC Grinding,4'wide machine<1000sy RI-1 $ 28.00 SY AC Grinding,4'wide machine 1000-2000 RI-2 $ 15.00 SY AC Grinding,4'wide machine>2000sy RI-3 $ 7.00 SY AC Removal/Disposal/Repair RI-4 $ 67.50 SY Barricade,type I RI-5 $ 30.03 LF Barricade,type III(Permanent) RI-6 $ 45.05 LF Curb&Gutter,rolled RI-7 $ 17.00 LF Curb&Gutter,vertical RI-8 $ 12.50 LF 22 275.00 Curb and Gutter,demolition and disposal RI-9 $ 18.00 LF 82 1,476.00 221 3,978.00 Curb,extruded asphalt RI-10 $ 5.50 LF Curb,extruded concrete RI-11 $ 7.00 LF 660 4,620.00 Sawcut,asphalt,3"depth RI-12 $ 1.85 LF 311 575.35 Sawcut,concrete,per 1"depth RI-13 $ 1.69 LF Sealant,asphalt RI-14 $ 1.25 LF Shoulder,AC, (see AC road unit price) RI-15 $ - SY Shoulder,gravel,4"thick RI-16 $ 15.00 SY Sidewalk,4"thick RI-17 $ 35.00 SY 360 12,600.00 Sidewalk,4"thick,demolition and disposi RI-18 $ 29.50 SY Sidewalk,5"thick RI-19 $ 38.50 SY Sidewalk,5"thick,demolition and dispos RI-20 $ 37.50 SY Sign,handicap RI-21 $ 85.28 Each 2 170.56 Striping,per stall RI-22 $ 5.82 Each 25 145.50 Striping,thermoplastic,(for crosswalk) RI-231 $ 2.38. SF I Striping,4"reflectorized line RI-24; $ 0.25 LF , Page 4 of 9 SUBTOTAL 14,351.00 9,489.41 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 11/26/08 Bond Quantity Worksheet_Version 20081126.xls Report Date:2/10/2015 Site Improvement Bond Quantity Worksheet Web date 12/02/2008 Existing Future Public Private Bond Reduction* Right-of-way Right of Way Improvements &Drainage Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost ROAD SURFACING (4"Rock=2.5 base&1.5"top course) For'93 KCRS(6.5"Rock=5"base&1.5"top course) For KCRS'93,(additional 2.5"base)add RS-1 $ 3.60 SY AC Overlay,1.5"AC RS-2 $ 11.25 SY AC Overlay,2"AC RS-3 $ 15.00 SY AC Road,2",4"rock,First 2500 SY RS-4 $ 21.00 SY AC Road,2",4"rock,Qty.over 2500SY RS-5 $ 19.00 SY AC Road,3",4"rock,First 2500 SY RS-6 $ 23.30 SY AC Road,3",4"rock,Qty.over 2500 SY RS-7 $ 21.00 SY AC Road,5",First 2500 SY RS-8 $ 27.60 SY AC Road,5",Qty.Over 2500 SY RS-9 $ 25.00 SY AC Road,6",First 2500 SY RS-1C $ 33.10 SY AC Road,6",Qty.Over 2500 SY RS-1' $ 30.00 SY Asphalt Treated Base,4"thick RS-1 $ 20.00 SY Gravel Road,4"rock,First 2500 SY RS-12 $ 15.00 SY Gravel Road,4"rock,Qty.over 2500 SY RS-14 $ 8.50 SY PCC Road,5",no base,over 2500 SY RS-1 t $ 27.00 SY PCC Road, 6",no base,over 2500 SY RS-1€ $ 25.50 SY Thickened Edge RS-17 $ 8.60 LF Page 5 of 9 SUBTOTAL Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 11/26/08 Bond Quantity Worksheet_Version 20081126.xls Report Date: 2/10/2015 Site Improvement Bond Quantity Worksheet Web date 12/02/2008 Existing Future Public Private Bond Reduction* Right-of-way Right of Way Improvements &Drainage Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost DRAINAGE (CPP=Corrugated Plastic Pipe,N12 or Equivalent) For Culvert prices, Average of 4'cover was assumed.Assume perforated PVC is same price as solid pipe. Access Road,R/D D-1 $ 21.00 SY _ Bollards-fixed D-2 $ 240.74 Each _ Bollards-removable D-3 $ 452.34 Each *(CBs include frame and lid) CB Type I D-4 $ 1,257.64 Each- CB Type IL D-5 $ 1,433.59 Each CB Type II,48"diameter D-6 $ 2,033.57 Each . for additional depth over 4' D-7 $ 436.52 FT CB Type II,54"diameter D-8 $ 2,192.54 Each , for additional depth over 4' D-9 $ 486.53 FT , CB Type II,60"diameter D-10 $ 2,351.52 Each for additional depth over 4' D-11 $ 536.54 FT , CB Type II,72"diameter D-12 $ 3,212.64 Each . for additional depth over 4' D-13 $ 692.21 FT Through-curb Inlet Framework(Add) D-14 $ 366.09 Each . Cleanout,PVC,4" D-15 $ 130.55 Each Cleanout,PVC,6" D-16_ $ 174.90 Each Cleanout,PVC,8" D-17 $ 224.19 Each Culvert,PVC,4" D-18 $ 8.64 LF Culvert,PVC,6" D-19 $ 12.60 LF , Culvert,PVC, 8" D-20 $ 13.33 LF Culvert,PVC, 12" D-21 $ 21.77 LF Culvert,CMP,8" D-22, $ 17.25 LF . Culvert,CMP,12" D-23 $ 26.45 LF Culvert,CMP,15" D-24 $ 32.73 LF Culvert,CMP,18" D-25, $ 37.74 LF , Culvert,CMP,24" D-26 $ 53.33 LF Culvert,CMP,30" D-27 $ 71.45 LF . Culvert,CMP,36" 0-28 $ 112.11 LF . Culvert,CMP,48" D-29 $ 140.83 LF Culvert,CMP,60" D-30 $ 235.45 LF , Culvert,CMP,72" D-31 $ 302.58 LF Page 6 of 9 SUBTOTAL Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 11/26/08 Bond Quantity Worksheet_Version 20081126.xls Report Date:2/10/2015 Site Improvement Bond Quantity Worksheet Web date 12/02/2008 Existing Future Public Private Bond Reduction* Right-of-way Right of Way Improvements DRAINAGE CONTINUED &Drainage Facilities Quant. No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost Culvert,Concrete,8" D-32 $ 21.02 LF Culvert,Concrete,12" D-33 $ 30.05 LF Culvert,Concrete,15" D-34 $ 37.34 LF Culvert,Concrete,18" D-35 $ 44.51 LF Culvert,Concrete,24" D-36 $ 61.07 LF Culvert,Concrete,30" D-37 $ 104.18 LF Culvert,Concrete,36" D-38 $ 137.63 LF Culvert,Concrete,42" D-39 $ 158.42 LF Culvert,Concrete,48" D-40 $ 175.94 LF Culvert,CPP,6" D-41 $ 10.70 LF Culvert,CPP,8" D-42 $ 16.10 LF Culvert,CPP, 12" D-43 $ 20.70 LF Culvert,CPP, 15" D-44 $ 23.00 LF Culvert,CPP, 18" D-45 $ 27.60 LF Culvert,CPP,24" D-46 $ 36.80 LF Culvert,CPP,30" D-47 $ 48.30 LF Culvert,CPP,36" D-48 $ 55.20 LF Ditching D-49 $ 8.08 CY Flow Dispersal Trench (1,436 base+) D-50 $ 25.99 LF French Drain (3'depth) D-51 $ 22.60 LF Geotextile,laid in trench,polypropylene D-52 $ 2.40 SY Infiltration pond testing D-53 $ 74.75 HR Mid-tank Access Riser,48"dia, 6'deep D-54 $ 1,605.40 Each Pond Overflow Spillway D-55 $ 14.01 SY Restrictor/Oil Separator,12" D-56 $ 1,045.19 Each Restrictor/Oil Separator,15" D-57 $ 1,095.56 Each Restrictor/Oil Separator,18" D-58 $ 1,146.16 Each Riprap,placed D-59 $ 39.08 CY Tank End Reducer(36"diameter) D-60 $ 1,000.50 Each Trash Rack,12" D-61 $ 211.97 Each Trash Rack,15" D-62 $ 237.27 Each Trash Rack,18" D-63 $ 268.89 Each Trash Rack,21" D-64 $ 306.84 Each Page 7 of 9 SUBTOTAL Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 11/26/08 Bond Quantity Worksheet_Version 20081126.xls Report Date:2/10/2015 • Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 Existing Future Public Private Bond Reduction* Right-of-way Right of Way Improvements &Drainage Facilities Quant. Unit Price Unit Quant. Price Quant. Cost Quant. Cost Complete Cost PARKING LOT SURFACING 2"AC,2"top course rock&4"borrow _PL-1 $ 21.00 SY 2"AC, 1.5" top course&2.5"base cour PL-2 $ 28.00` SY 4"select borrow PL-3 $ 4.55 SY _ 1.5"top course rock&2.5"base course PL-4 $ 11.41 SY UTILITY POLES&STREET LIGHTING Utility pole relocation costs must be accompanied by Franchise Utility's Cost Statement Utility Pole(s)Relocation UP-1 Lump Sum Street Light Poles w/Luminaires UP-2 Each WRITE-IN-ITEMS (Such as detention/water quality vaults.) H4. Pervious HMA WI-1 $ 117.00 TN 290 33,930.00 Washed Drain Rock WI-2 $ 19.00 TN 535 10,165.00 Choker Course for Pervious HMA,2" ,WI-3 $ 30.00 TN 105 3,150.00, WI-4 WI-5 WI-6 WI-7 WI 8 WI-9 wi-bo SUBTOTAL 47,245.00 SUBTOTAL(SUM ALL PAGES): 20,439.26 74,902.70 30%CONTINGENCY&MOBILIZATION: 6,131.78 22,470.81 GRANDTOTAL: 26,571.04 97,373.50 COLUMN: B C D E Page 8 of 9 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 11/26/08 Bond Quantity Worksheet_Version 20081126.xls Report Date:2/10/2015 Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 Original bond computations prepared by: Name: Erik Davido, PE Date: 2/10/2015 PE Registration Number: 33723 Tel.#: (206) 523-0024 Firm Name: Davido Consulting Group, Inc. Address: 15029 Bothell Way NE Suite 600, Lake Forest Park, WA 98155 Project No: ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND* PUBLIC ROAD&DRAINAGE AMOUNT BOND*AMOUNT MAINTENANCE/DEFECT BOND* REQUIRED AT RECORDING OR Stabilization/Erosion Sediment Control(ESC) (A) $ 5,238.3 TEMPORARY OCCUPANCY*** Existing Right-of-Way Improvements (B) $ 26,571.0 Future Public Right of Way&Drainage Facilities (C) $ - Private Improvements (D) $ 97,373.5 Calculated Quantity Completed (E) $ - Total Right-of Way and/or Site Restoration Bond*/** (A+B) $ 31,809.3 (First$7,500 of bond*shall be cash.) Performance Bond*Amount (A+B+C+D) = TOTAL (T) $ 129,182.8 T x 0.30 $ 38,754.9 OR Minimum bond*amount is$2000. Reduced Performance Bond*Total*** (T-E) $ 129,182.8 Use larger of Tx30%or(T-E) (B+C)x Maintenance/Defect Bond*Total 0.25= $ 6,642.8 NAME OF PERSON PREPARING BOND*REDUCTION: Date: *NOTE: The word"bond"as used in this document means a financial guarantee acceptable to King County. **NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum,not a maximum. In addition,corrective work,both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example,if a salmonid stream may be damaged,some estimated costs for restoration needs to be reflected in this amount. The 30%contingency and mobilization costs are computed in this quantity. ***NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes. REQUIRED BOND*AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 Unit prices updated: 02/12/02 Check out the DDES Web site at www.kingcounty.aov/permits Version: 11/26/08 Bond Quantity Worksheet_Version 20081126.xls Report Date: 2/10/2015 It, Technical Information Report— Final Shuttle Express Parking Lot- 800 SW 16« Street February 10, 2015 APPENDIX G Stormwater Facility Summary Sheet Davido Consulting Group,Inc. TIR_Shuttle Express_Final.doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL STORMWATER FACILITY SUMMARY SHEET DDES Permit Number (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) Overview: Project Name Shuttle Express Parking Lot Date 2/10/2015 Downstream Drainage Basins Major Basin Name Green/Duwamish River Watershed Immediate Basin Name Lower Green River Subwatershed Flow Control: Flow Control Facility Name/Number N/A Facility Location N/A I If none, Flow control provided in regional/shared facility(give _ location) No flow control required X Exemption number Exception 1 of Page 1-34 of the City of Renton' s Amendments to the KCSWDM. General Facility Information: Type/Number of detention facilities: Type/Number of infiltration facilities: ponds ponds vaults tanks tanks trenches Control Structure Location Type of Control Structure Number of Orifices/Restrictions Size of Orifice/Restriction: No. 1 No. 2 No. 3 No.4 Flow Control Performance Standard 2009 Surface Water Design Manual 1/9/2009 1 • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Live Storage Volume Depth Volume Factor of Safety Number of Acres Served Number of Lots Dam Safety Regulations(Washington State Department of Ecology) Reservoir Volume above natural grade N/A Depth of Reservoir above natural grade N/A Facility Summary Sheet Sketch All detention, infiltration and water quality facilities must include a detailed sketch. (11"x17' reduced size plan sheets may be used) N/A 2009 Surface Water Design Manual 1/9/2009 • 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Water Quality: Exempt via exemption 4 Soil Treatment Exemption on Page 1-65 of the KCSWDM. Type/Number of water quality facilitiesBMPs: biofiltration swale sand filter(basic or large) (regular/wet/or continuous inflow) sand filter,linear(basic or large) combined detention/wetpond sand filter vault(basic or large) (wetpond portion basic or large) sand bed depth (inches) combined detention/wetvault stormwater wetland filter strip storm filter flow dispersion wetpond(basic or large) farm management plan wetvault landscape management plan Is facility Lined? oil/water separator If so, what marker is used above (baffle or coalescing plate) Liner? catch basin inserts: Manufacturer pre-settling pond pre-settling structure: Manufacturer high flow bypass structure (e.g., flow-splitter catch basin) source controls Design Information Water Quality design flow Water Quality treated volume(sandfilter) Water Quality storage volume(wetpool) Facility Summary Sheet Sketch 2009 Surface Water Design Manual 1/9/2009 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL a All detention, infiltration and water quality facilities must include a detailed sketch. (11"x17"reduced size plan sheets may be used) N/A 2009 Surface Water Design Manual 1/9/2009 4 Technical Information Report— Final Shuttle Express Parking Lot- 800 SW 16th Street February 10, 2015 APPENDIX H KCRTS Modeling Results Davido Consulting Group,Inc. TIR_Shuttle Express_Final.doc t KCRTS Peak Flows—Existing Conditions (for use of Exception 1 on Page 1-34 of the City of Renton Amendments to the KCSWDM) imum - ..uction o no iu -ries Project Location : Sea-Tac Computing Series : Predeveloped.tsf Regional Scale Factor : 1.00 Data Type : Reduced e KCRTS.4nalysisTools _ -.-., Creating Hourly Time Series File -_.- Loading Time Series File:C:\KC_SVDM\KC_DATA\STTG60R.rnf 8 Compute PEAKS and Flow Frequencies I Till Grass 0.80acres Scaling Yr: 8 Loading Time Series Fila:C:\KC_SVDM\KC_DATA\STEI60R.rnf 8 Plot Flow FRFQUENCIES Impervious 0.20 acres Adding Yr: 8 Total Area 1.00 acres Compute Flow DURATION and Exceedence Peak Discharge: 0.264 CFS at 6:00 on Jan 9 in Year 8 ] Storing Time Series File:Predeveloped.tsf 8 Plot Probability EXCEEDENCE Curves Time Series Computed COMPARE Flow Durations KCRTS Command Extract a HYDROGRAPH Enter the Analysis TOOLS Module Plot a HydroGRAPH Analysis Tools Command Compute VOl UME Discharge Compute PEAKS and Flow Frequencies RETURN to Previous Menu Loading Stage/Discharge curve:predeveloped.tsf -" ---"-"-_-"- -"---- Flow Frequency Analysis Compute a Flow Frequency Curve Time Series File:predeveloped.tsf -- - Project Location Sea-Tac iiikKgRTS40 o 0 iiii --Annual Peak kIow Rates Flow Frequency Analysis------ --- ----- - Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.120 4 2/09/01 2:00 0.264 1 100.00 0.990 0.079 7 1/05/02 16:00 0.148 2 25.00 0.960 0.148 2 2/27/03 7:00 0.125 3 10.00 0.900 0.065 8 8/26/04 2:00 0.120 4 5.00 0.800 0.083 6 10/28/04 16:00 0.116 5 3.00 0.667 0.125 3 1/18/06 16:00 0.083 6 2.00 0.500 0.116 5 11/24/06 3:00 0.079 7 1.30 0.231 0.264 1 1/09/08 6:00 0.065 8 1.10 0.091 Computed Peaks 0.225 50.00 0.980 KCRTS Peak Flows—Proposed Conditions (for use of Exception 1 on Page 1-34 of the City of Renton Amendments to the KCSWDM) Production of Runoff Time Series Project Location Sea-Tac Computing Series : Developedtsf a KCRTSAnalv;ir Toc.5 Regional Scale Factor 1.00 ReducedICompute PEAKS and FloFrequencies J?j Data Type : w Creating Hourly Time Series File I I Plot Flow FRFOUFNCIF S Loading Time Series File:C:\KC_SVDM\KC_DATA\STTG60R.rnf 8 - _.__ _...._—_I Till Grass 0.68 acres Scaling Yr: 8 Loading Time Series File:C:\KC_SVDM\KC_DATA\STEI60R.rnf 8 Impervious 0.32 acres Adding Yr: 8 Compute Flow DURATION and Exceedence Total Area : 1.00 acres Plot Probability EXCEEDENCE Curves Peak Discharge: 0.297 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File Developed.tet 8 I COMPARE Flow Durations — ------ -- KCRTS Command Time Series Computed Extract a HYDROGRAPH J _____________ Plot a HydroGllAPH Enter the Analysis TOOLS Module ' Compute VOLUME Discharge __ ---- ------------------- Analysis Tools Command RETURN to Previous Menu Compute PEAKS and Flow Frequencies Compute a Row Frequency Curve Loading Stage/Discharge curve:developed.tsf -- Flow Frequency Analysis .7ect oration: -a- ac , --Annual Peak Flow Rates-- ----Flow Frequency Analysis----- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.139 4 2/09/01 2:00 0.297 1 100.00 0.990 0.100 7 1/05/02 16:00 0.171 2 25.00 0.960 0.171 2 2/27/03 7:00 0.146 3 10.00 0.900 0.093 8 8/26/04 2:00 0.139 4 5.00 0.800 0.116 6 10/28/04 16:00 0.137 5 3.00 0.667 0.146 3 1/18/06 16:00 0.116 6 2.00 0.500 0.137 5 11/24/06 3:00 0.100 7 1.30 0.231 0.297 1 1/09/08 6:00 0.093 8 1.10 0.091 Computed Peaks 0.255 50.00 0.980 s .• . r a , KCRTS Time Series and Peak Flows for Sizing Permeable Pavement Facility (Tributary area to the permeable pavement is the permeable pavement itself. No runoff from surrounding areas is anticipated.) ..Uc ion o 'uno t ime ries - ' .1 Project Location : Sea-Tac Computing Series : Permeable Pavement tsf Regional Scale Factor 1.00 l A KCRTS Analysis Took t I kilalle Data Type : Reduced Creating Hourly Time Series File I Compute PEAKS and Flow Frequencies I? Loading Time Series File:C:\KC_SVDM\KC_DATA\STEI6OR.rnf 8 1...j Impervious 0.20 acres Scaling Yr: 8 Plot Flow FREQUENCIES • Total Area : 0.20 acres Peak Discharge: 0.095 CFS at 6:00 on Jan 9 in Year 8 Compute Flow QURATION and Exceedence Storing Time Series File-.Permeable Pavement.tsf 8 Plot Probability EXCEEDENCE Curves Time Series Computed COMPARE Flow Durations KCRTS Command Enter the Analysis TOOLS Module Extract a IIYDROGRAPH 11 II- ------- — ---- Plot a HydroQRAPH Analysis Tools Command Compute YOLUME Discharge — -- Compute PEAKS and Flow Frequencies Loading Stage/Discharge curve:permeable pavement.tsf RETURN to Previous Menu Flow Frequency Analysis _..____.. Compute a Flow Frequency Curve • Time Series File:permeable pavement.tsf , -- Project Location•Sea-Tac - • Frequencies & Peaks saved to File:Permeable Pavement.pks IPIIlinlgjllgillPillillIlliMMMlla :, O-_ x • Jecrat ion: - ac . ---Annual Peak Flow Rates--- Flow Frequency Analysis------ Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.048 7 2/09/01 2:00 0.095 1 100.00 0.990 0.043 8 1/05/02 16:00 0.073 2 25.00 0.960 0.059 3 12/08/02 18:00 0.059 3 10.00 0.900 0.050 6 8/26/04 2:00 0.059 4 5.00 0.800 0.059 4 10/28/04 16:00 0.052 5 3.00 0.667 0.052 5 1/18/06 16:00 0.050 6 2.00 0.500 0.073 2 10/26/06 0:00 0.048 7 1.30 0.231 0.095 1 1/09/08 6:00 0.043 8 1.10 0.091 1 Computed Peaks 0.087 50.00 0.980 _ Retention/Detention Facility . Type of Facility: Gravel Infiltration Trench Facility Length: 2045.33 ft Facility Width: 2.00 ft Facility Area: 4091. sq. ft Effective Storage Depth: 0.50 ft Stage 0 Elevation: 100.00 ft Storage Volume: 614 . cu. ft Vertical Permeability: 120.00 min/in Permeable Surfaces: Bottom Riser Head: 0.50 ft Riser Diameter: 18.00 inches Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 100.00 0. 0.000 0.000 0.00 0.03 100.03 37. 0.001 0.000 0.05 0.05 100.05 61. 0.001 0.000 0.05 0.08 100.08 98. 0.002 0.000 0.05 0.10 100.10 123. 0.003 0.000 0.05 0.13 100.13 160. 0.004 0.000 0.05 0.15 100.15 184 . 0.004 0.000 0.05 0.18 100.18 221. 0.005 0.000 0.05 0.20 100.20 245. 0.006 0.000 0.05 0.23 100.23 282. 0.006 0.000 0.05 0.25 100.25 307. 0.007 0.000 0.05 0.28 100.28 344. 0.008 0.000 0.05 0.30 100.30 368. 0.008 0.000 0.05 0.33 100.33 405. 0.009 0.000 0.05 0.35 100.35 430. 0.010 0.000 0.05 0.38 100.38 466. 0.011 0. 000 0.05 0.40 100.40 491. 0.011 0. 000 0.05 0.43 100.43 528. 0.012 0.000 0.05 0.45 100.45 552. 0.013 0. 000 0.05 0.48 100.48 589. 0.014 0. 000 0.05 0.50 100.50 614 . 0.014 0. 000 0.05 0.60 100.60 614. 0.014 0. 462 0.05 0.70 100.70 614 . 0.014 1. 310 0.05 0.80 100.80 614 . 0.014 2. 400 0.05 0.90 100.90 614 . 0.014 3.700 0.05 1.00 101.00 614 . 0.014 5. 160 0.05 1.10 101.10 614 . 0.014 6. 590 0.05 1.20 101.20 614 . 0.014 7. 120 0.05 1.30 101.30 614 . 0.014 7. 610 0.05 1.40 101.40 614 . 0.014 8. 070 0.05 1.50 101.50 614 . 0.014 8. 510 0.05 1.60 101.60 614 . 0.014 8. 920 0.05 1.70 101.70 614 . 0.014 9. 320 0.05 1.80 101.80 614 . 0.014 9. 700 0.05 s 1.90 101.90 614. 0.014 10.070 0.05 2.00 102.00 614. 0.014 10.420 0.05 2.10 102.10 614. 0.014 10.760 0.05 2.20 102.20 614. 0.014 11.100 0.05 2.30 102.30 614. 0.014 11.420 0.05 2.40 102.40 614. 0.014 11.730 0.05 2.50 102.50 614. 0.014 12.030 0.05 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.09 0.00 0.00 0.50 100.50 614 . 0.014 2 0.07 ******* 0.00 0.10 100.10 124 . 0.003 3 0.06 ******* 0.00 0.08 100.08 92. 0.002 4 0.06 ******* 0.00 0.06 100.06 72. 0.002 5 0.05 ******* 0.00 0.04 100.04 45. 0.001 6 0.05 ******* 0.00 0.03 100.03 37. 0.001 7 0.05 ******* 0.00 0.03 100.03 32. 0.001 8 0.04 ******* 0.00 0.02 100.02 27. 0.001 i Technical Information Report—Final • Shuttle Express Parking Lot-800 SW 16th Street February 10,2015 • • APPENDIX I Emails Between DCG and City of Renton Davido Consulting Group,Inc. TIR_Shuttle Express_Final.doc • From: Kamran Yazdidoost[mailto:KYazdidoost@Rentonwa.gov] Sent: Monday, July 07, 2014 1:37 PM To:Tim Gabelein Cc: Steve Lee; Ben Iddins Subject: RE: Review comments for Shuttle Express Renton Parking Lot Good afternoon, Sorry for the late response,the answer is yes. Please let me know if you have any question. Thanks, Kamran Yazdidoost Plan Reviewer City of Renton PH (425)430-7382 kyazdidoost@rentonwa.gov From: Tim Gabelein [mailto:Tim@dcgengr.com] Sent: Monday, June 30, 2014 7:57 AM To: Kamran Yazdidoost Cc: Steve Lee; Ben Iddins Subject: RE: Review comments for Shuttle Express Renton Parking Lot Thanks Kamran. To clarify,we can eliminate the engineered soils layer and utilize the native soils for water quality treatment? Thanks, Tim Gabelein, PE Davido Consulting Group, Inc. Phone: 206.523.0024 ext. 105 Cell: 360.929.4224 From: Kamran Yazdidoost[mailto:KYazdidoostt Rentonwa.gov] Sent: Monday, June 30, 2014 7:54 AM To: Tim Gabelein Cc: Steve Lee; Ben Iddins Subject: RE: Review comments for Shuttle Express Renton Parking Lot Good morning, Your project submittal and proposed changes would be okay. Your project permit fees can be recalculated with new bonding calculations and project cost submittals to be provided along with the changes. Thanks, Kamran Yazdidoost Plan Reviewer City of Renton PH (425)430-7382 kyazdidoost@rentonwa.gov From: Tim Gabelein [mailto:Tim@dcgengr.com] Sent: Wednesday,June 25, 2014 10:52 AM To: Kamran Yazdidoost Cc: Steve Lee; Ben Iddins Subject: RE: Review comments for Shuttle Express Renton Parking Lot Kamran, I wanted to update you on the Shuttle Express project and let you know the latest as the project is going a slightly different direction now.We are still proposing a parking lot but it will be scaled back in size and be comprised of mostly the westerly portion of the previously submitted plans.We are working with the client on the layout of the lot based on their fleet vehicles.What will the change in Site Plan do to the review process since we already submitted a different parking lot configuration and received the first round of review comments? An additional question I have is for the stormwater review engineer on the project.We had previously submitted plans with a 24"engineered soils layer below the porous asphalt parking lot for water quality treatment. We recently received results from a soils lab that show the native soils very closely match the soils required to waive the water quality treatment layer requirement.This would be a significant cost savings to the client.The results of the tests are below. Could you please forward these results to the appropriate reviewer as we would like to be able to proceed without the addition of the 24"soils treatment layer for this revised parking lot layout and would like their blessing to do so based on the results below and the criteria at the end of the email from the Stormwater Design Manual. Please feel free to have them call me to discuss. Cation Exchange Capacity(CEC) Test Pit#1:4.69 meq/100g Test Pit#2:4.30 meq/100g Requirement:5.00 meq/100g or greater Organic Content% Test Pit#1: 1.47% Test Pit#2: 0.94% Requirement:0.5%or greater Measured Infiltration Rate Test Pit#1: 6.92 iph Test Pit#2: 13.84 iph Requirement:9 iph or less(project not in ground water protection zone) Gradation Requirement Site soils meet gradation requirement(section b below). Soil Treatment Exemption A proposed project or any drainage area within a project is exempt if the runoff from pollution- generating impervious surfaces is infiltrated in soils that meet the "groundwater protection criteria" outlined below. Groundwater Protection Criteria:The first 2 feet or more of the soil beneath an infiltration facility must have a cation exchange capacity greater than 5 and an organic content greater than 0.5%,AND must meet one of the following specifications for general protection of groundwater: a) The soil must have a measured infiltration rate of less than or equal to 9 inches per hour, except in groundwater protection areas where the measured rate must be less than or equal to 2.4 inches per hour (NOTE THAT THE PROJECT IS NOT IN A GROUNDWATER PROTECTION AREA), OR b) The soil must be composed of less than 25%gravel by weight with at least 75%of the soil passing the #4 sieve, and the portion passing the#4 sieve must meet one of the following gradations: • At least 50%must pass the#40 sieve and at least 2%must pass the#100 sieve, OR • At least 25%must pass the#40 sieve and at least 5%must pass the#200 sieve. *Cation exchange capacity shall be tested using EPA Laboratory Method 9081. *Organic content shall be measured on a dry weight basis using ASTM D2974. *Measured infiltration rate shall be as measured by the EPA method or the Double Ring lnfiltrometer Method(ASTM D3385). For some soils, an infiltration rate of less than 9 inches per hour may be assumed based on a soil texture determination rather than a rate measurement. For more details,see the "Groundwater Protection"requirements in Section 5.4.1. Thanks, Tim Gabelein, PE Davido Consulting Group, Inc. Phone: 206.523.0024 ext. 105 Cell: 360.929.4224 4