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Home My WebLink AboutW3310951 (FULL DRAINAGEREVIEW) PARCEL #: 0723059001 DD. 73 7 L OGA N A vE N, RENToN, WA 9i / PROJECT# W3310951 February 29, 2016 Owner: The Boeing Company Attn: Sergio Echerivel 737 Logan Ave N Renton, WA 98057 Phone: (480) 993-7784 DC ' G For Submittal to DAVIDO CONSULTING GROUP, INC . City of Renton 15029 Bothell Way NE, Ste 600 Lake Forest Park, WA 98155 Phone: 206.523.0024 Fax: 206.523.1012 CITY OF RENTON RECEI\/FD MAR 2 2016 DEVELOPMENT SERVICE,5 Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. TIR Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 I Technical Information Report— Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29,2016 CERTIFICATE OF ENGINEER 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 laws of the State of Washington to practice in the State of Washington. �N-4 W. Gqe w c� ��P�°F I ' ned ;F bele n te: 16. 4765 1 11. _ IST NA Davido Consulting Group,Inc. Page i TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 QUICK REFERENCE PROJECT INFORMATION General Project Information Project Description Construction of an at-grade concrete utilidor spanning between the 04-089 Building and 04-086 Building, as well as a spur to the 04-017 Building, which will house a new steam line and two condensate lines to supplement the existing steam line when the new paint booths within Building 04-086 become operational. Parcel# 0723059001 Site Address 737 Logan Ave N, Renton, WA iL Parcel Size 6,680,504 SF 153.36 Acres Project Size 84,347 SF (1.94 Acres Owner/Developer The Boeing Company Attn: Sergio Echerivel 737 Logan Ave N Renton, WA 98057 Phone: 480 993-7784 Consulting Engineer Tim Gabelein, P.E.—Davido Consulting Group, Inc. 15029 Bothell Way NE, Suite 600 Lake Forest Park, WA 98155 Phone: 206 523-0024 Drainage Study Area The study area is the project site itself including the larger drainage basins that the project site lies within and the downstream drainage system to its discharge location to Lake Washington (within t/4 of a mile downstream). 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= 13,408 SF Impervious=28,244 SF Summary PGIS = 13,408 SF PGIS = 13,940 SF Pervious Surface =70,939 SF Pervious Surface=56,103 SF Total=84,347 SF Total=84,347 SF Soils Geotechnical analysis and report completed by Soil & Environmental Engineers, Inc. S&EE attached herein Drainage Flow Control Best Management Practices(FCBMPs)are Improvements proposed including basic dispersion via sheet flow. - ESC Measures ESC measures per Full Drainage Requirements Davido Consulting Group,Inc. Page H TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 Technical Information Report-Revision 1 Boeing Renton Site Logistics Project-04-086 Steam Utilidor February 29, 2016 TABLE OF CONTENTS 1. Project Overview..........................................................................................................5 1.1 General Description of Proposal ...................................................................................8 1.2 Existing Site Conditions ...............................................................................................8 1.3 Developed Site Conditions............................................................................................8 1.4 Site Area and Size of Improvements.............................................................................9 1.5 Disposition of Stormwater before Project......................................................................9 1.6 Disposition of Stormwater after Project......................................................................10 1.7 Soils ...........................................................................................................................10 2. Conditions and Requirements Summary .....................................................................16 2.1 Core Requirement#1: Discharge at Natural Location .................................................16 2.2 Core Requirement#2: Offsite Analysis.......................................................................16 2.3 Core Requirement#3: Flow Control...........................................................................16 2.4 Core Requirement#4: Conveyance System.................................................................16 2.5 Core Requirement#5: Erosion and Sediment Control.................................................17 2.6 Core Requirement #6: Maintenance and Operations....................................................17 2.7 Core Requirement#7: Financial Guarantees and Liability...........................................17 2.8 Core Requirement#8: Water Quality..........................................................................17 2.9 Special Requirement#1: Other Adopted Area-Specific Requirements ........................17 2.10 Special Requirement #2: Flood Hazard Area Delineation............................................17 2.11 Special Requirement #3: Flood Protection Facilities...................................................17 2.12 Special Requirement #4: Source Control.....................................................................17 2.13 Special Requirement #5: Oil Control ..........................................................................18 2.14 Special Requirement 96: Aquifer Protection Area.......................................................18 3. Offsite Analysis..........................................................................................................18 4. Flow Control and Water Quality Facility Analysis and Design....................................18 4.1 Existing Site Hydrology..............................................................................................18 4.2 Developed Site Hydrology..........................................................................................18 4.3 Performance Standards...............................................................................................19 4.4 Flow Control ..............................................................................................................19 4.5 Water Quality.............................................................................................................21 5. Conveyance System Analysis and Design...................................................................21 5.1 Existing Conveyance..................................................................................................21 5.2 Proposed Conveyance.................................................................................................21 6. Special Reports and Studies........................................................................................22 7. Other Permits..............................................................................................................22 8. Construction SWPPP Analysis and Design .................................................................22 8.1 ESC Plan Analysis and Design ...................................................................................22 8.2 Stormwater Pollution Prevention and Spill Plan Design..............................................23 9. Bond Quantities, Facility Summaries, and Declaration of Covenants..........................24 10. Operations and Maintenance Manual..........................................................................24 Davido Consulting Group,Inc. Page iii TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 APPENDICES APPENDIX A Figure 1 - Technical Information Report (TIR) Worksheet APPENDIX B Geotechnical Report APPENDIX C Drainage Plans APPENDIX D Temporary Erosion and Sediment Control Plan APPENDIX E Bond Quantity Worksheet APPENDIX F Stormwater Facility Summary Sheet APPENDIX G KCRTS Modeling Results APPENDIX H Site Logistics TIR LIST OF TABLES TABLE 1 Site Area and Size of Improvements.....................................................................9 TABLE 2 Proposed ESC Measures and Construction Sequencing.......................................23 LIST OF FIGURES FIGURE 1 TIR Worksheet................................................................APPENDIX A FIGURE2 Vicinity Map ........................................................................................................5 FIGURE3 Project Limits.......................................................................................................7 FIGURE 4 Drainage Basins, Subbasins, and Site Characteristics..........................................I I Davido Consulting Group,Inc. Page iv TIR Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 1. PROJECT OVERVIEW The project is located at The Boeing Commercial Airplane 737 Airplane Production Plant which is located at 737 Logan Ave N (the "Site") in Renton, WA (the"City"). A vicinity map is provided below in FIGURE 2. The Site is bounded to the north by Lake Washington, to the west by the Cedar River, to the east by Logan Ave N, and to the south by the City of Renton Stadium. This project is part of the Boeing Renton Site Logistics Project, which is a large project that encompasses multiple smaller projects aimed to modify the site layout, materials movement, and infrastructure improvements for increased production rates of the 737 aircraft at the Boeing Renton Site. A Technical Information Report dated March, 2014 was created by BergerABAM for tasks 1 through 7 of the Boeing Renton Site Logistics Project (hereafter referred to as the "Site Logistics TIR") and a copy of the Site Logistics TIR is included as APPENDIX H of this report. This Technical Information Report will serve as a stand-alone document for the purpose of the 04-086 Building Steam Utilidor Improvements. rrot a4, w ; Newcastle } Lae Pa Washington y k, 'Y r 1 t =. s }4 s qq o R- ^'NE 12th 5t w : IS "Ifa,i,� L RfP r 7. \.Y 1 `1ti�•.S.:t' RenV i Site A 5t';k �"�� MuniAirLocation mot' fly A, ,a ,i 4 .. , y - gw � 4 t Intl� Wila �q,, < i • �rnt�,` W tth U •`'�. Renton Cedar F1 1 ±, �y �tfi at Gdf Ctxtrx P N" NUtIJf44 zf,<x^r _ • YQ'W FIGURE 2 Vicinity Map Davido Consulting Group,Inc. Page 5 TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor-Final-Revision I Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 The project involves the construction of a new steam line and two new condensate lines spanning from the 04-089 Building (steam plant)to the 04-086 Building(paint hanger building)to supplement and add redundancy to the existing steam line currently serving the 04-086 Building. The additional steam and condensate lines are being constructed in anticipation of additional paint operations within the 04-086 Building becoming operational in 2017. The new steam and condensate lines will be housed in an at-grade precast and cast-in-place concrete utilidor which varies in size throughout the alignment. In addition, a spur utilidor(hereafter referred to as the "04-017 Spur")to connect the new steam and condensate lines to existing steam and condensate lines near the 04-017 Building is included in this project. The total length of utilidor is approximately 1,880 LF with the lid width varying between 64 inches and 79 inches (exterior dimensions). Throughout this report,the project area will be referred to in three sections: Linear Park, 04-017 Spur, and North Span. The Linear Park represents the project area between the 04- 089 Building and the main line BNSF railroad crossing and the majority of the area is landscaping and grass. The 04-017 Spur represents the project area from the main line BNSF crossing to the steam connection just east of the 04-017 Building, which lies entirely within existing pavement. The North Span represents the project area from the main line BNSF railroad crossing to the steam connection just west of the 04-086 Building and is comprised of a combination of pavement and landscaping. FIGURE 3 shows the anticipated project limits as well as the sections of the proposed utilidor mentioned above. 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". This report follows the Technical Information Report(TIR) requirements for Full Drainage Review per Section 1.1 of The Manual. The TIR worksheet is attached as FIGURE 1 in APPENDIX A. Davulo Consulting Group,Inc. Page 6 TIR—Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I i Figure 3 Project Limits 5a 25 0 25 so 100 PAGE 8 SCALE: 1:50 ::0]4-086 PSE SPUR TRACK �(PSE OWNED) :. NORTH SPAN Z fI r% s MAIN LINE TRACK (BNSF OWNED) PROJECT LIMITS 04-082 PROPOSED ,•,""• VAULT STMV05��« 00 If�•� a STEEL 91Aj/F LT STW06 " '.SED L I N EAR PARK .. d 04-017 SPUR PROPOSED f ED LOG AN Inr.rllunn.,ern e1a••�•. SPUR 6 TRACK a. y re. n ` r(BOEING OWNED) 3 PROPOSED r .el 1 ............ .. PROPOSED VAIRT STMVGA ' ��k+DAgFE01.E.u........... VAULT Si M'A.A VAULT STIM03 04-081 ........,IL.Y.I..YII..YL..rI..:Y...i MAIN LINE B N S F RAILROAD "'= VAAUULLTSTMVO U � � iY11..Y111 .I................r CROSSING VIA EXISTING S(BOEING TRACK OOWNED) WNNEE D) 04-017 42"0 STEEL SLEEVE I 04-089 04-090 15029 Bothell Way NE 600 50 25 0 25 50 100 PERMIT SUBMITTAL Lal t.OVERALL SITE PLANkeForeatPark,WA981'5 DlCiG 3 SCALE: 1'-50, z F.2066523,10 2 SCALE: 1:50 A k' 01.29.2016 w«w.&geng.— SVM RLV6'ON T APPROM DIrz SVY RNSON *[ A D4-085 S7FAY UTlOOR WSS10851 ODG TG 01.29.2016 AWNID/LO DArz sumnEE cuiwE«*KE.,vw s.aew v w G ACCEPTAE31LTr OLS 01.29.zot6 `�� ;8 I.S DE AND/OR OVERALL SITE PLAN W3310951 A 01.292016 y iG 01.29.2016 s„E„ i APPWDVEo BVN I DE rAA Tc of 29.2016 04-086 STEAM UTILIDOR BOE/NLi• L A GOA 2-02 m. T K r„li�L G ol.z9.zo,6 RENTON SITE A°°N w3310951 `ow No 9p F & MD e H �S�Oryq`0.�G CIVIL MASTER RENTON D'ND' RTN-rD-GOA.DWG Technical Information Report— Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29,2016 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. TIR Boeing Renton Site Logistics Project 04-086 Steam Utilidor_Final_Revision 1 1 Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 1.1 General Description of Proposal The project involves the construction of an at-grade concrete utilidor spanning between the 04- 089 Building and 04-086 Building, as well as a spur to the 04-017 Building, which will house a new steam line and two condensate lines to supplement and add redundancy to the existing steam line when the new paint booths within the 04-086 Building become operational in 2017.No changes to vehicular or pedestrian access to the site will occur during this project. However,the project does include the realignment of approximately 5,893 SF of asphalt walkway for pedestrian circulation within the Linear Park. 1.2 Existing Site Conditions The overall Boeing Renton Production Plant is comprised mainly of production facilities, roadways, parking area, and walkways. Over 99%of the site is covered in impervious surfaces. The storm drainage systems at the Boeing Renton Production Plant are distributed into more than 25 basins with 21 separate closed conveyance outfalls to Lake Washington. Additional information on the existing site conditions of the overall Boeing Renton Production Plant can be found in the Site Logistics TIR in APPENDIX H (prepared by others). The project site, for use in this report, is defined as the area of anticipated disturbance associated with 04-086 steam improvements, and is shown in FIGURE 3. The Linear Park is mostly landscaping and grass but also includes two Boeing-owned railroad spurs as well as an asphalt pedestrian walkway. Originally, the Linear Park was scheduled to be landscaped as part of the Duct Bank Project (Task 6 of the Renton Site Logistics Project) which was completed in 2015. However, the Linear Park landscaping was postponed due to this project utilizing the same area in an effort to not landscape the same park twice within a year. Therefore, portions of the Linear Park are currently exposed dirt. The topography of the Linear Park differs throughout as it includes landscape berms and railroad tracks which are elevated above surrounding areas. In general, the Linear Park moderately slopes westerly towards the interior of the site. The Linear Park lies within Drainage Basin 27 which discharges to Lake Washington via Outfall 004 as shown in Appendix B of the Site Logistics TIR. However, it is unlikely any stormwater generated within the Linear Park will contribute to the piped storm systems in Drainage Basin 27 as stormwater will either disperse via sheet flow or infiltrate within the landscaped areas. The 04-017 Spur and North Span areas are almost entirely covered in paved surfaces comprised of interior roadways, parking areas, and pedestrian walkways. Both areas lie within Drainage Basin 25C and discharge stormwater to Lake Washington via Outfall 002 as shown in Appendix B of the Site Logistics TIR. TABLE 1 summarizes the existing land cover of the project site. 1.3 Developed Site Conditions The developed site conditions, shown in the project plans submitted under separate cover, will include approximately 8,411 SF of concrete surface utilidor lid within existing pervious areas as well as approximately 5,893 SF of new and replaced asphalt walkway within the Linear Park. In addition, a concrete interior roadway just south of the 04-086 Building will be expanded by approximately 532 SF. The remainder of utilidor improvements will result in the replacement of Davido Consulting Group,Inc. Page 8 TIR—Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I Technical Information Report — Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 existing paved surfaces and will not change the runoff characteristics of the existing pavement surfaces being replaced. The existing sheet flow paths and grades will not be altered. Approximately 52,300 SF of the Linear Park and an additional 3,800 SF of pervious area in the North Span will be improved with new landscaping and is shown on the Landscape Plans submitted under separate cover. Runoff from the new utilidor and new walkway areas within the Linear Park will either disperse via sheet flow or infiltrate within the top 7 feet of fill soils present in that area(see Section 1.7 for information on the existing site soils). It is not anticipated that any stormwater runoff generated from the Linear Park improvements will enter the existing drainage system within Drainage Basin 27. TABLE 1 summarizes the developed site conditions and land cover. FIGURE 4 shows the developed project site drainage basin maps. 1.4 Site Area and Size of Improvements The pre-developed and developed site areas and size of improvements are shown in FIGURE 4 and summarized in TABLE 1. TABLE 1 Site Area and Size of Improvements Project Site Areas Existing Developed SF Acres SF Acres Impervious Areas: Parking, Interior Roads, 13,408 0.31 13,940 0.32 Walkways New Concrete Surface Utilidor 8,411 0.19 New/Replaced Asphalt Walkway 5,893 0.14 Total Impervious Surface 13,408 0.31 28,244 0.65 Total New/Replaced 14,836 0.34 Impervious Surface: Total Pollution Generating 13,408 0.31 13,940 0.32 Impervious Surface: Total New/Replaced Pollution Generating Impervious 771 0.02 Surface: Pervious Areas: Landscaping/Grass 70,939 1.63 56,103 1.29 Total Pervious Surface 70,939 1.63 56,103 1.29 Total Project Site Area 84,347 1.94 84,347 1.94 The land cover areas in TABLE 1 were determined by area measurements in AutoCAD from a topographic survey completed in September, 2015 by DHA. As shown by TABLE 1, the project is adding 14,836 SF of new impervious surface comprised mainly of the new concrete surface utilidor and asphalt walkways and very minimal new pollution generating impervious surface (771 SF). 1.5 Disposition of Stormwater before Project Existing drainage basins and outfalls located within the overall Boeing Renton Production Plant are shown and described in detail in the Site Logistics TIR attached as APPENDIX H of this Davido Consulting Group,Inc. Page 9 'FIR Boeing Renton Site Logistics Project_04-086 Steam Utilidor—Final—Revision 1 Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 report. Stormwater runoff from the Linear Park currently disperses via sheet flow or infiltrates into the ground. Runoff generated in the 04-017 Spur and North Span areas are captured in a series of inlets and trench drains located within the paved surfaces of Drainage Basin 25C before discharging to Lake Washington. 1.6 Disposition of Stormwater after Project Runoff from the developed site will mimic the runoff from the predeveloped site. In the Linear Park, new impervious surfaces will disperse via sheet flow into the new landscaped areas or infiltrate into the top 7 feet of fill soils present in that area. Runoff from the 04-017 Spur and North Span areas will be captured in a series of inlets and trench drains located within the paved surfaces of Drainage Basin 25C before discharging to Lake Washington. Refer to the project plans and Section 4 of this report for more details about the proposed stormwater mitigation methods. See FIGURE 4 for drainage basin maps of the developed project site. 1.7 Soils A geotechnical investigation was completed by Soils and Environmental Engineers, Inc. (S&EE) and the results of this investigation are summarized in a report dated December 17, 2015. The S&EE report summarizes the site history& geology, surface and subsurface conditions, groundwater conditions, and anticipated design and construction considerations. S&EE explains in their report that the subsurface soils at the site include fill over native soils. The fill in the Linear Park includes 1 to 3 feet thick topsoil over 3 to 7 feet thick sand and silty sand. In the pavement areas, the fill includes between 3.5 to 6 feet thick of medium dense to dense sand and medium stiff to soft silt. Through the Linear Park, the groundwater is approximated 7 to 10 feet in depth, while the groundwater within the 04-017 Spur and North Span are shallowed and vary between 3 to 6 feet in depth. A copy of the final S&EE report is attached in APPENDIX B. ; I Davulo Consulting Group,Inc. Page 10 TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. TIR Boeing Renton Site Logistics Project_04-086 Steam Utilidor Final_Revision I 04-086 Building \\\\\\ LEGEND : \ 0 ♦• \\\ PROPOSED " � ♦♦♦ V\\\ LANDSCAPING DRAINAGE BASIN 25C �i ♦,•'♦ \VV\\\ I PROPOSED \ NEW IMPERVIOUS \� • ♦♦♦ \\\\\\ / ` I SURFACE 04-081 ��'' ♦♦♦ \V\V\ p� _ _ . . _ _ _ DRAINAGE BASIN Building `s ♦ \\V ,/ - /; BOUNDARY ' \V \ SP i ��.. PRWECT UMRS- oe' \� :y :♦ \\\\�-�:;r yW_-�s�E/----_ / P � L 00 r ZP 'liftP '( rd t 0100 4W lb UGP s �ENjON \ ♦ II:.P UGP ? , \ \\ \\\ ♦ .._: - UGP i I �i STEAM UTILIDOR tip' // \\\ \\\\\\ �♦ ,,__ 4_ „ P�� 5,5 • / / \\\ \ j, I / G oef MATCH LINE-FOR CONTINUATION SEE SHEET LS64G v SCALE IN FEET FIGURE 4 - DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS N PAGE 11 SW •••.• LEGEND V �' I ••• " r Al \ ••• „��• � PROPOSED N"v .00 • LANDSCAPING • a -- _, �; ,. � ,�-;��, : • " ;, / ,...AAA PROPOSED ' VA NEW IMPERVIOUS sfs SURFACE DRAINAGE BASIN - fM EXISTING BOUNDARY a =D10 RAINAGE BASIN 25C EXISTING DRAIN ROCK No TO REMAIN �" - iRPiGATED TURF t; h g� PROJECT LDS \ 5 GROUNDCOVERI 111 DETAIL .s TREE PLAN TING WN' '- l(IYAY z DECIDUOUS , smm1I �• .. ,UiNIDOR 04-017 STEAM URUDOR i g b Building SHRUB PLANTING DETAIL 4 � �-• "�� i f � a 1 I CONIFEROUS TREE FUMING DETAIL I TREE STAKING DETAIL 8 I �� • 'fl�:Nt/� 'II � - :�:/ .....___.. IRRIGATED TURF I V as [ I I L,�r �\\ �. •f I i 2.026 S.f. • DRAINAGE BASIN 27C ' ••. MATCH LINE-FOR CONTINUATION SEE SHEET LS O - DRAINAGE BASINS SUBBASINS FIGURE 4 DRA AND SITE CHARACTERISTICS, N ffi PAGE 12 MATCH LINE-FOR CONTINUATION SEE SHEET ` - --- — ,r — - - - —LS63—G - - - - - - - - T/I��GRAN ' E BASINy 270 LEGEND R; / / 3 PROPOSED LANDSCAPING PROPOSED / I NEW IMPERVIOU SURFACE DRAINAGE BASIN 4 PJ� '' — — — — — — — BOUNDARY LL W - =co w , , A � , ul Z w I ' I g \ W ` 8 / o I ry e FIGURE 4 - DRAINAGE BASINS, SUBBASINS AND SITE CHARACTERISTICS N PAGE 13 MATCH LINE-FOR CONTINUATION SEE SHEET LS64F — — — — — � �� LEGEND xxh a I \J; s \\\ \\\\ — PROPOSED GROUND COVER DETAIL _ LANDSCAPING PROPOSED �:. \ \\\ f hQ NEW IMPERVIOUS -XI ' � ,' I SURFACE SHRUB PLANTING DETAIL fe DRAINAGE BASIN �' - �i � �� • " 1 A �, - - _ - �,t I CONIFEROUS TREE PLANING DETAIL BOUNDARY ,•rt �_ LANDSCAPE BOULDER DETAIL I t,. 7 --�9 COBBLE CREEK BED DETAIL m M TREE STAKING DETAIL 3 C �N, DRAINAGE BASIN 27C PROJECT LIMITS - y DECIDUOUS TREE PUNTING DETAILIRRIGATED TURF to---- J 1,115 S.F. ILL 6 I 6 8 � B IRRIGATED TURF � I O I BM S.F. i Q a I ■ I � c MATCH LINE-FOR CONTINUATION SEE SHEET LS66F O C g SCALE IN 'EFT FIGURE 4 - DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS N PAGE 14 TCH LINE-FOR CONTINUATION SEE SHEET LS65F CONIFEROUS TREE 3 2'--.. LEGEND �f -_j �- DRAINAGE BASIN 27C i PROPOSED I'' = LANDSCAPING 1, - - PROPOSED NEW IMPERVIOUS PROJECT UNITS _ — SURFACE M DECIDUOUS TREE PLANTING DETAIL EXISTING LANDSCAPE TO REMN DRAINAGE BASIN - - - - - - - - BOUNDARY STEAM UTIUDOR /�\"OI �Ti. �. '�'• / IRRIGATED TURF IRRIGATED TURF 1 , ROUND COVER PLANTING 5 c }fie �1 e j 04-089 ■ Building / D I ' SHRUB PUNTING DETAIL 4 LL k r c _ a ■ _ r : ' qOR � 8TH r STREET 6 00 T m - Q I 1 J 4,� P e IV S('AI F IN FFFT -" FIGURE 4 - DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS PAGE 15 Technical Information Report— Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04086 Steam Utilidor_Final_Revision I i Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 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 is subject to Full Drainage Review requirements specified in Section 1.1.2 of The Manual and thus must comply with Core Requirements 1-8 and Special Requirements 1-6. The following sections address The Manual's core and special requirements. 2.1 Core Requirement#1: Discharge at Natural Location Runoff from the proposed improvements will emulate the natural pre-developed conditions of the site as much as possible as all runoff will either disperse via sheet flow, infiltrate in the vegetated areas, or discharge to Lake Washington.No storm conveyance systems will be altered or constructed as a part of this project,thus keeping intact the natural drainage course from the site and satisfying Core Requirement#1 of The Manual (see Sections 1.5 and 1.6). 2.2 Core Requirement#2: Offsite Analysis A detailed qualitative offsite analysis for Drainage Basin 25 beginning from the southwestern extents of the basin and ending at the outfall to Lake Washington (Outfall 002) was completed as a part of the Site Logistics TIR. Likewise, a qualitative offsite analysis for the entire existing storm system within Drainage Basin 27 was completed as a part of the Site Logistics TIR, which is included as APPENDIX H. See Section 3 for additional information on the offsite analysis. 2.3 Core Requirement#3: Flow Control Although the project is adding more than 2,000 SF of new plus replaced impervious surface, the project is not subject to the flow control facility requirement since the project meets the requirements of the Direct Discharge exemption per Section 1.2.3 of the City of Renton Amendments to the KCSWDM. However, the project is subject to the Large Lot High Impervious BMP Requirement stipulated in Section 5.2.1.3 of the KCSWDM. The project will satisfy the Large Lot High Impervious BMP Requirement through the use of basic dispersion via sheet flow in accordance with Appendix C, Section C.2.4 of the KCSWDM. See Section 4.4 for additional information on the proposed flow control BMP. 2.4 Core Requirement#4: Conveyance System The project does not propose to construct any new conveyance systems or modify any existing conveyance systems other than a reroute of one existing storm drain in the Linear Park to avoid conflict with the utilidor alignment. The rerouted storm drain will connect to the same location it is currently connected to thus not changing any flow patterns. Instead, the project will be utilizing the existing conveyance systems within Drainage Basin 25 for a very minimal amount of additional flow. The existing conveyance systems are required to have sufficient capacity to convey and contain the 25-year peak flow for the entire contributing drainage area, assuming build-out conditions. See Section 5 for additional information on the existing conveyance systems. Davido Consulting Group,Inc. Page 16 TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 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, perimeter protection(e.g. sift fencing, straw wattles, or compost socks), chain link fencing, and inlet protection at impacted catch basins. A Temporary Erosion and Sediment Control Plan has been prepared for construction of this project and is included in APPENDIX D. See Section 8.1 for additional information on the proposed erosion and sediment control measures. 2.6 Core Requirement#6: Maintenance and Operations Maintenance and operation for stormwater facilities for The Boeing Company Renton Plant are conducted in accordance with the plant's Industrial Stormwater Permit, WAR-000232. No. stormwater facilities are proposed as a part of this project. 2.7 Core Requirement#7: Financial Guarantees and Liability A bond quantities worksheet has been completed and attached as APPENDIX E (see Section 9). The Boeing Company will be responsible for all stormwater drainage guarantees and liabilities for this project. 2.8 Core Requirement#8: Water Quality The project is exempt from water quality requirements since it is adding less than 5,000 SF of new plus replaced pollution generating impervious surface as stated in Section 1.2.8 of the City of Renton Amendments to the KCS WDM. 2.9 Special Requirement#1: Other Adopted Area-Specific Requirements The project is located within the Cedar River Basin and there are no special drainage requirements that apply to this project. 2.10 Special Requirement#2: Flood Hazard Area Delineation The project is exempt from Special Requirement#2 because it does not contain and is not adjacent to a flood zone as designated by FEMA panel, which is provided in Appendix D of the Site Logistics TIR(attached as APPENDIX H of this report). 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. 2.12 Special Requirement#4: Source Control The project will comply with the source control requirements stipulated in Section 1.3.4 of the City of Renton Amendments to the KCSWDM. See the SWPPP for this project, submitted under separate cover, as well as Section 8.2 of this report for details on proposed source control measures. Davuto Consulting Group,Inc. Page 17 TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 2.13 Special Requirement#5: Oil Control The project site 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 1 I-B of the City of Renton Amendments to the KCSWDM. 3. OFFSITE ANALYSIS A detailed qualitative offsite analysis for Drainage Basin 25 beginning from the southwestern extents of the basin and ending at the outfall to Lake Washington (Outfall 002) was completed as a part of the Site Logistics TIR. Likewise, a qualitative offsite analysis for the entire existing storm system within Drainage Basin 27 was completed as a part of the Site Logistics TIR, which is included as APPENDIX H. Both of these qualitative analysis were reviewed by DCG to assess the condition of the downstream system. There were no apparent problems noted within the analysis and nothing that would prohibit its continued use by the proposed project. As with any conveyance system, routine maintenance is recommended. 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 Linear Park consists mainly of landscaping but also includes railroad tracks, a pedestrian walkway, benches, lighting, and numerous access lids for existing utilities. In general, the Linear Park moderately slopes westerly towards the interior of the site. Stormwater runoff generated in the Linear Park either disperses via sheet flow in the existing landscaping or infiltrates into the 7 feet of fill soils present in the park area. See section 1.7 and APPENDIX B for more information on the site soils. The 04-017 Spur and North Span areas consist mainly of impervious surfaces. Both areas lie within Drainage Basin 25C and runoff is captured by numerous existing inlets within the drainage basin and is piped to Outfall 002 where the basin discharges to Lake Washington. 4.2 Developed Site Hydrology The developed project site hydrology will mimic the existing project site hydrology as stormwater generated in the Linear Park will disperse via sheet flow in the newly configured landscaping or infiltrate into the 7 feet of fill soils present in the park area. Stormwater generated in the 04-017 Spur and North Span areas will mimic the existing conditions as runoff will get collected by existing inlets within the Drainage Basin 25C and piped to Outfall 002 where the basin discharges to Lake Washington. See FIGURE 4 for the developed site drainage basin maps and APPENDIX B for offite soils information. Davido Consulting Group,Inc. Page 18 TIR Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 4.3 Performance Standards • The project is exempt from flow control requirements per the Direct Discharge Exemption. • The project is subject to Large Lot High Impervious BMP Requirements since the project lies within a lot that is greater than 22,000 SF and will result in an impervious surface coverage of more than 45% (current impervious surface coverage on the site is greater than 99%). Basic dispersion will be used to satisfy this requirement. • The project is exempt from water quality requirements since it will be creating less than 5,000 SF of new plus replaced pollution generating impervious surface. 4.4 Flow Control As discussed in Section 2.3 and 4.3,the project is exempt from flow control requirements since the project qualifies for the Direct Discharge Exemption as the site discharges directly to lake Washington. The Large Lot High Impervious BMP Requirement will be satisfied through the use of basic dispersion via sheet flow. As stated in Section 5.2.1.3 of the KCSWDM, the feasibility of full dispersion must be evaluated for all target impervious surface prior to evaluating other flow control BMPs. However, full dispersion is not feasible as the required native vegetated flowpath is not obtainable onsite. Since full dispersion is not feasible and the project will result in an impervious surface coverage of more than 65%, flow control BMPs must be applied to an impervious area equal to at least 10%of the site/lot or 20% of the target impervious surface, whichever is less. For this project, a majority of the improvements will replace existing impervious surfaces for the sole purpose of installing utilities(steam and condensate lines). Per the definition of"replaced impervious surface"on Page 1-4 of the City of Renton Amendments to the KCSWDM, "replaced impervious surface means any existing impervious surface on the project site that is proposed to be removed and re-established as impervious surface, excluding impervious surface removed for the sole purpose of installing utilities. " Therefore,the target impervious surface total for the project is 14,836 SF, as shown in TABLE 1, and does not include impervious surfaces replacing existing impervious surfaces. Since 20% of the target impervious surface is less than 10%of the entire site/lot,the project must apply a flow control BMP to 2,968 SF of target impervious surface area. The project will satisfy this requirement through the use of basic dispersion via sheet flow which will be applied to slightly over 3,000 SF of target impervious surface area comprised of portions of the new utilidor and walkway areas in the Linear Park. The dispersion and flowpath areas (10' minimum flowpath) are shown on the Drainage Plan included as APPENDIX C. The proposed dispersion area and flowpaths meet the following requirements stipulated in Section C.2.4.5 of the KCSWDM, Design Specifications for Impervious Surface Sheet Flow (Basic Dispersion) 1. The strip of impervious surface maybe either roof(with no gutter) or pavement. The edge of the target impervious strip and the ground adjacent to or immediately below the edge Davido Consulting Group,Inc. Page 19 TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29,2016 must be either level or sloped such that the direction of sheet flow is perpendicular to the edge or no more than 45 degrees from perpendicular. The strip of impervious surface being dispersed will be either concrete (utilidor lid) or asphalt (new walkway). The edge of the impervious surface being dispersed will be level in the case of the utilidor lid and sloped no more than 2%for the asphalt walkway. The impervious strip being dispersed will allow for the direction of sheet flow to be perpendicular, or very close to perpendicular, to the edge of the impervious surface strip. See the proposed dispersion and flowpath areas on the Drainage Plan included as APPENDIX C. 2. A 2-foot-wide, 4-to-6 inch-deep, strip of crushed rock or the extended base course of a road or driveway must be provided at or below the edge of the impervious strip to facilitate dispersal of runoff. This requirement may be waived for use of reverse slope sidewalks and other impervious strips that are 10 feet wide or less. Since the proposed impervious areas being dispersed are less than 10-feet wide, the project is eligible for exemption from Design Specification#2. Nevertheless, adding a strip of crushed rock along the utilidor was evaluated, but since the utilidor lids are removable (for maintenance purposes)there is a big concern of the crushed rock falling into the utilidor each time a lid is removed, thus causing a significant void area that will prevent proper dispersion once lids are replaced. Crushed rock falling into the utilidor has potential to become a significant maintenance problem for Boeing if the maintenance crew consistently has to replace rock falling into the utilidor each time it is opened and remove the rock from the utilidor to prevent the potential for clogging in the drain/pump system. Sheet flow will be adequately dispersed through the vegetation based on the design grading and an even dispersion from the lid (i.e. no concentration of stormwater). Because of these reasons, it is our recommendation that this project is granted an exemption from Design Specification #2. 3. A "vegetated flowpath segment"of at least 10 feet in length must be available along the flowpath that runoff would follow upon discharge from the strip of crushed rock. A vegetated flowpath of at least 10 feet in length is available along the flowpath that runoff will follow upon discharge from the concrete and asphalt strips. In most proposed sheet flow dispersion areas, greater than 10 feet of vegetated flowpath is available. The vegetated flowpaths are shown on the Drainage Plans included as APPENDIX C. 4. No more than a 20 foot-wide strip of impervious surface may be sheet flowed in this manner unless the length of vegetated flowpath segment is increased 10 feet for each additional 20 feet of impervious surface width or fraction thereof. This project does not propose to sheet flow a 20-foot wide or greater strip of impervious surface. Therefore, 10 feet of vegetated flowpath is sufficient for the impervious surface areas proposed to be dispersed via basic sheet flow dispersion. S. For purposes of maintaining adequate separation of flows discharged from adjacent dispersion devices, the outer edge of the vegetated flowpath segment for the strip of Davido Consulting Group,Inc. Page 20 TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 impervious surface must not overlap with other flowpath segments, except those associated with sheet flow from a non-native pervious surface. The outer edge of the proposed vegetated flowpath segments do not overlap with other flowpath segments. The proposed flowpath segments can be seen on the Drainage Plans included as APPENDIX C. 4.5 Water Quality The project is exempt from water quality requirements since it will be creating less than 5,000 SF of new plus replaced pollution generating impervious surface. Again, impervious surface replaced as part of a utility installation is exempt. 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN The existing and proposed conveyance systems are required to have sufficient capacity to convey and contain the 25-year peak flow for the entire contributing drainage area, assuming build-out conditions. The existing and proposed conveyance systems are discussed in the following sections. 5.1 Existing Conveyance The project lies within Drainage Basin 25 and 27. The Linear Park lies within Drainage Basin 27 while the remainder of the project (North Span and 04-017 Spur) is within Drainage Basin 25. All proposed impervious surfaces within the Linear Park will either be dispersed via sheet flow or will infiltrate within the top 7 feet of fill soils present in that area. Therefore, no additional runoff from the Linear Park will be contributing to the existing conveyance system within Drainage Basin 27. In addition, no modifications to the existing drainage system within Drainage Basin 27 are proposed as a part of this project. Drainage Basin 25, which is detailed in Section 3.5 of the Site Logistics TIR, is a piped system which discharges to Lake Washington via outfall 002. This project proposes to add 2,767 SF of new impervious surface (or 0.058 CFS from a 25-year peak flow),to Drainage Basin 25, which currently contains 908,174 SF of impervious surface. Therefore,the impervious surface total -� within Drainage Basin 25 will increase by approximately 0.3%. The additional flow added to Drainage Basin 25 was modeled in the King County Runoff Time Series(KCRTS) using a 15- minute time step in accordance with Table 3.2.2.A of the KCSWDM. See APPENDIX G for more information on the KCRTS model. 5.2 Proposed Conveyance This project does not propose to add a new conveyance system or modify an existing conveyance system. Based on the qualitative downstream analysis performed as part of the Site Logistics Project TIR and reviewed by DCG, the project does not warrant additional conveyance capacity analysis. The minimal impervious surface added will add only 0.058 CFS to an existing conveyance system that was constructed to handle the peak runoff from a 900,000+ SF basin. Davido Consulting Group,Inc. Page 21 TIR—Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I Technical Information Report —Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 6. SPECIAL REPORTS AND STUDIES Special reports and studies include: • A geotechnical report completed by Soil & Environmental Engineers, Inc. (S&EE)on December 17, 2015. See APPENDIX B for the report in its entirety. • A TIR for the Site Logistics Project completed by BergerABAM on March 3, 2014. See APPENDIX H for the full TIR. 7. OTHER PERMITS Other permits required for this project include: • Building Permit and Special Inspection (through City of Renton). • National Pollution Discharge Elimination System—Construction Stormwater General Permit (this permit has been issued by the Department of Ecology for the Site Logistics project). 8. CONSTRUCTION SWPPP ANALYSIS AND DESIGN A detailed construction stormwater pollution prevention plan(SWPPP) has been prepared for the project for Submittal to the Department of Ecology by Boeing and will serve as an Appendix to the SWPPP prepared for the Site Logistics project. A copy of the SWPPP document shall be maintained on the site at all times during construction and will be made available to the City of Renton staff upon request. This section summarizes the Construction SWPPP analysis and design. The two components of the SWPPP 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 SWPPP 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 construction 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 and to mark project limits. Street cleaning on the surrounding interior roads as well as Logan Ave N 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 Davido Consulting Group,Inc. Page 22 TIR—Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I Technical Information Report— Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 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. TABLE 2 Proposed ESC Measures and Construction Sequencing (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. l 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 cleans stem. 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 13MPs are required during the construction of this project: Davuto Consulting Group,Inc. Page 23 TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 • Maintain good housekeeping. • Designate vehicle, equipment, and chemical storage areas. • 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 of 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 E. • Facility Summaries—The stormwater facilities are summarized in the Stormwater Facility Summary Sheet attached in APPENDIX F. • Declaration of Covenants/Agreements—A declaration of covenant for the basic dispersion flow path areas will be provided under separate cover at a later date. 10. OPERATIONS AND MAINTENANCE MANUAL Although no stormwater facilities are proposed as a part of this project, the landscaped areas and dispersion flowpaths shall be maintained in accordance with the landscape architects recommendations, which will be submitted to Boeing under separate cover later. Davido Consulting Group,Inc. Page 24 TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 I THIS PAGE INTENTIONALLY LEFT BLANK 1 ' l Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I I Technical Information Report — Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 APPENDIX A Figure 1 - Technical Information Report (TIR) Worksheet I . TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I Technical Information Report—Revision I Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I 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 The Boeing Company Project NameBoeing Renton Site Logistics Project Phone 480-993-7784 DDES Permit# 04-086 Steam Utilidor Address 737 Logan Ave N Location Township 23N Renton,WA 98057 Range 5E Project Engineer Tim Gabelem, P.E. Section 7 Company Davido Consulting Group,Inc. Site Address 737 Logan Ave N Phone 206-523-0024 Renton, WA 98057 Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS ❑ Landuse Services ❑ DFW HPA ❑ Shoreline Subdivison / Short Subd. / UPD ❑ COE 404 Management ® Building Services ❑ DOE Dam Safety ® Structural M/F/Commerical / SFR Rockery/Vault/ ❑ Clearing and Grading El FEMA Floodplain �❑ COE Wetlands ESA Section 7 ❑ Right-of-Way Use ❑ Other ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review (iD Targeted / Type (circle one): Full Modified / (circle): Large Site Small Site Date (include revision January 29, 2016 Date (include revision January 29, 2016 dates): February 29, 2016 dates): February 29, 2016 ' i Date of Final: February 29, 2016 Date of Final: February 29,2016 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 1/9/2009 1 KING COUNTY, WASHINGTON, SURFACE, WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Describe: Monitoring Required: Yes No Start Date: Completion Date: I Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : Special District Overlays: Drainage Basin: Cedar River Drainage Basin Stormwater Requirements: Flow Control and Water Quality Exempt Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection Part 10 SOILS Soil Type Slopes Erosion Potential See Geotech Report 0-2% Average Low ® High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2009 Surface Water Design Manual 2 1/9/2009 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 ❑ 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 and Drainage Bains 25 and 27 Core Requirements (all 8 apply) Discharge at Natural Location Number of atural Discharge Locations: 1 Offsite Analysis Level: 1 / 2 / 3 dated: Flow Control Level: 1 / 2 / 3 or Exemption Number Direct Discharge E emption incl. facility summary sheet Small Site BMPs Conveyance System Spill containment located at: NA Erosion and Sediment Control ESC Site Supervisor: TBD Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: Privat / 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. 1 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: Commercial (comm./industrial landuse) Describe any structural controls: See SWPPP 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 / No 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 0 Stabilize Exposed Surfaces 0 Cover Measures 0 Remove and Restore Temporary ESC Facilities X❑ Perimeter Protection 0 Clean and Remove All Silt and Debris, Ensure X❑ Traffic Area Stabilization Operation of Permanent Facilities ® Sediment Retention 0 Flag Limits of SAO and open space preservation areas © Surface Water Collection ❑ Other ® Dewatering Control 0 Dust Control ® Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facility Su mary and Sketch Flow Control Type/Description Water Quality Type/Description ❑ Detention ❑ Biofiltration ❑ Infiltration ❑ Wetpool ❑ Regional Facility ❑ Media Filtration ❑ Shared Facility ❑ Oil Control ® Flow Control Basic Dispersion ❑ Spill Control BMPs (sheet flow) ❑ Flow Control BMPs ❑ Other ❑ Other 2009 Surface Water Design Manual 4 l/9/2009 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 ❑ 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 Tim W Gabelein Date:2016.01.28 17:23:40-08'00' Signed/Date 2009 Surface Water Design Manual 1/9/2009 5 Technical Information Report— Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. TIR Boeing Renton Site Logistics Project_04-086 Steam Utilidor Final Revision I r Technical Information Report — Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 r i 1 r 1 1 r APPENDIX B Geotechnical Report r r r 1 r r r rDavido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 r Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 i THIS PAGE INTENTIONALLY LEFT BLANK r r Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 S&EE GEOTECHNICAL REPORT 4-86 STEAM UTILIDOR BOEING RENTON PLANT S&EE JOB NO. 1512 DECEMBER 17,2015 S Job No.1512 S&EE SOIL& ENVIRONMENTAL ENGINEERS,INC. 16625 Redmond Way Suite M 124 Redmond,Washington 98052,w,%,A.SoiI Env ironmencal.com (425)868-5868 ' December 17. 2015 Mr.Sergio Echerivel The Boeing Company Project Construction Management CC: Mr.Tim Gabelein,PE Geotechnical Report 4-86 Steam Utilidor Boeing Renton Plant Dear Sergio: We are pleased to present here our Geotechnical Report for the referenced project. Our services were authorized via work order number 2211201#150227, and have been performed in accordance with our ' proposal dated October 2, 2015. We appreciate the opportunity to provide our services. Should you have any questions regarding the contents of this report or require additional information, please let me know anytime. Very truly yours, , G SOIL&ENVIRONMENTAL ENGINEERS,INC. II- C.J. Shin,Ph.D., P.E. {3NAL President i 1512rpt see EE 1 ' TABLE OF CONTENTS Section Page ' 1.0 INTRODUCTION.................................................................................................................................................1 2.0 SCOPE OF WORK...............................................................................................................................................1 ' 3.0 SITE CONDITIONS.............................................................................................................................................2 3.1 SITE HISTORY&GEOLOGY...........................................................................................................................2 3.2 SURFACE CONDITIONS...................................................................................................................................3 ' 3.3 SUBSURFACE CONDITIONS...........................................................................................................................4 3.4 GROUNDWATER CONDITIONS....................................................................................................................4 3.5 PREVIOUS DUCTBANK CONSTRUCTION EXPERIENCE..........................................................................5 ' 3.5.1 Excavation and shoring................................................................................................................................5 3.5.2 Subgrade Stabilization.................................................................................................................................6 3.5.3 Backfill.........................................................................................................................................................6 3.5.4 Dewatering....................................................................................................................................................7 ' 4.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS..................................................................8 4.1 GENERAL...........................................................................................................................................................8 4.2 EXCAVATION AND SHORING.......................................................................................................................9 ' 4.2.1 Shoring Design In General...........................................................................................................................9 4.2.2 Shoring Design for Excavation near Railroad Tracks...............................................................................10 4.2.3 Open-Cut.....................................................................................................................................................10 ' 4.2.4 Subgrade Preparation................................................................................................................................10 4.2.5 Bearing Capacity and Subgrade Modulus..................................................................................................II 4.2.6 Backfill.......................................................................................................................................................11 4.3 LATERAL EARTH PRESSURES ON UNDERGROUND WALLS...............................................................12 ' 4.4 BUOYANCY RESISTANCE............................................................................................................................13 4.5 PAVEMENTS............................................................................................................................ ...................14 4.5.1 Pavement Design.......................................................................................................................................14 4.5.2 Subgrade Preparation................................................................................................................................14 4.6 SEISMIC DESIGN PARAMETERS.................................................................................................................15 4.7 ADDITIONAL SERVICES...............................................................................................................................16 5.0 CLOSURE.............................................................................................................................................................16 FIGURE 1: SITE LOCATION MAP FIGURE 2: SITE AND EXPLORATION PLAN ' FIGURE 3: SITE HISTORY MAP FIGURE 4: LIQUIFACTION MAP FIGURE 5: SOIL PROFILE—SECTION A-A FIGURE 6: SOIL PROFILE—SECTION B-B ' FIGURE 7: SOIL PROFILE—SECTION C-C FIGURE 8: SURCHARGE LOAD ON SUBSURFACE WALL APPENDIX A: LOG OF PREVIOUS EXPLORATIONS ' APPENDIX B: LATERAL PRESSURES ON SHORING WALLS NEAR RAILROAD t ' 1512rpc S&EE t REPORT OF GEOTECHNICAL INVESTIGATION 4-86 STEAM UTILIDOR ' For The Boeing Company 1.0 INTRODUCTION ' The project site is located in the eastern portion of the Boeing Renton Plant. A Site Location Map is shown ' in Figure 1 and a Site and Exploration Plan is shown in Figure 2,both are included at the end this report. ' The project scope includes the construction of an underground steam utilidor from Building 4-89 to Buildings 4-17 and 4-86. The utilidors will have high pressure steam and condensate lines inside. From the east side of Building 4-89 the proposed utilidor will run eastward and cross under the railroad tracks. ' The utilidor will then extend for approximately 1000 feet in a northeasterly direction in Boeing's Linear Park. At the location about 200 feet north of the flagpole,the utilidor will turn west and cross under the , railroad. The utilidor will then split with one running westward for about 350 feet and connect to Building 4-17, and the other running northeast for about 800 feet and connect to Building 4-86. The ' utilidors will be a precast concrete structure about 5 feet in width, and will be installed to depths ranging from about 4 to 7 feet. Pre-casted underground vaults will also be installed along the utilidor route. The ' plan dimensions of the vaults will range from 8 feet x 23 feet to 15 feet x 16 feet, and the bottom of the vaults will be about 11 to 16 feet below the ground surface. 2.0 SCOPE OF WORK ' The purpose of our investigation is to provide geotechnical parameters and recommendations for design ' and construction. Specifically,the scope of our services have included the following: ' 1. Review of available geotechnical information and provide the followings: - Site History and Geology ' - Surface Conditions - Subsurface Soil Conditions - Groundwater Conditions ' 2. Engineering evaluations and recommendation regarding the following: - Dewatering Recommendations , - Shoring Recommendations - Open-Cut Feasibility ' - Allowable Bearing Pressures and Subgrade Modules Values - Buoyancy Resistance Job No. 1512 S&EE ' - Footing Drain Recommendations vs Designing for Hydrostatic Pressure - Lateral Earth Pressures and Surcharge Forces on Underground Walls - Lateral Earth Pressures for Shoring(If Different) - Backfill Recommendations - Structural Fill - CDF and Pea Gravel Backfill Feasibility - Seismic Considerations and Seismic Surcharges - Subgrade Preparation for Structures - Utilidor Subgrade Preparation - Subgrade Preparation for Pavement Replacement 3. Construction Support and Monitoring including: - Trench and Vault Excavation Inspection - Dewatering Monitoring - Shoring Installation Inspection - Inspection of Structural Fill/Backfill Materials - Compaction Requirements - Respond to Contractor RFIs - Once per Month Construction Meetings 4. Preparation of this geotechnical report. 3.0 SITE CONDITIONS 3.1 SITE HISTORY& GEOLOGY Boeing Renton Plant is located at the south end of Lake Washington. Figure 3 shows that the northern portion of the plant was once under the lake. The Black River used to run out of the lake, flowed south through the site vicinity and then veered west. In 1911, Cedar River flooded Renton. In the following year the town dug a 2000-foot-long, 80-foot-wide canal to reroute the course of the Cedar to the north so that it flowed directly into Lake Washington, in the hope of avoiding floods in the future. From July to October 1916, the construction of the Lake Washington Ship Canal lowered Lake Washington 8.8 feet. In the process,the Black River dried up, and the outfall from Lake Washington became the ship canal (reference: Suzanne Larson, History of the Lake Washington Ship Canal, King County Arts Commission, 1975, Introduction, 23.) During WW II, the Boeing Renton Plant was leveled by 3 to 5 feet thick of fill. The native soils immediately under the fill include alluvial deposits that are over 100 feet in thickness. These soils are typically soft and unconsolidated in the upper 50 feet and become compact thereafter. Published geologic Job No.1512 2 S&EE information (Geologic Map of The Renton Quadrangle, King County, Washington by D.R. Mullineaux, 1965) indicates that the alluvial soils are underlain by Arkosic sandstone. S&EE performed a few soil test borings in 2012—2013 at North Bridge site located at the north end of Cedar River(see Figure 3). These borings found glacially deposited and consolidated soil(hard silt)at depths of about 150 to 170 feet. Boring data from our previous projects at the south side of Renton Airport show that the hard silt is underlain by sandstone. Seismic Hazards The project area is under the threat of two types of earthquakes—crustal and subduction zone events. The former will result from the movement of the Seattle Fault. This fault is a collective term for a series of four or more east-west-trending, south-dipping fault strands underlying the Seattle area. This thrust fault zone is approximately 2 to 4 miles wide(north-south) and extends from the Kitsap Peninsula near Bremerton on the west to the Sammamish Plateau east of Lake Sammamish on the east. The four fault strands have been interpolated from over-water geophysical surveys (Johnson, et al., 1999) and, consequently, the exact locations on land have yet to be determined or verified. Recent geologic evidence suggests that movement on this fault zone occurred about 1,100 years ago, and the earthquake it produced was on the order of a magnitude 7.5. The Cascadia subduction zone(also referred to as the Cascadia fault) is a convergent plate boundary that stretches from northern Vancouver Island to northern California. It is a very long sloping subduction zone fault that separates the Juan de Fuca and North America plates. This fault can generate mega earthquakes having a magnitude of 9 or above. Our previous studies at Boeing Renton Plant have shown that due to its long period/duration, subduction zone earthquakes would cause more severe liquefaction hazard than earthquakes generated by the nearby Seattle fault. A liquefaction map (Figure 4: Preliminary Liquefaction Susceptibility Map of the Renton Quadrangle, Washington by Stephen Palmer)indicates that the project area has high liquefaction susceptibility. 3.2 SURFACE CONDITIONS Except at the railroad crossings, most of the southern portion of the proposed utilidor will be installed in Linear Park whereas most of the northern portion of the utilidor will be installed in the plant. The ground surface in the park is mainly covered with landscaping materials,whereas the ground surfaces in the plant include asphalt and concrete pavements. The ground surface in the plant is relatively flat and is about 4 feet lower than that of the park. As shown in Figure 2, the proposed utilidor is relatively close to the existing electrical ductbank, which was constructed from December 2013 to July 2015. The width of the Job No.1512 3 S&EE ductbank is about 5 feet. The depths of excavation for the ductbank ranged from about 7 to 12 feet and the depths for ductbank vaults ranged from about 12 to 16 feet. 3.3 SUBSURFACE CONDITIONS A few previous borings were drilled near the proposed steam utilidor. The locations of these borings are shown on Figures 2 - Site and Boring Location Plan, and the logs of these borings are included in Appendix A of this report. The boring data show that the subsoils at the site include fill over native soils. In the park area the fill includes about 1 to 3 feet thick of topsoil over 3 to 7 feet thick of sand and silty sand. The latter is loose to medium dense. In the pavement areas, the fill includes about 3.5 to 6 feet thick of medium dense to very dense sand, and medium stiff to soft silt. These soils appear to be placed with some compaction effort. The native soils below the fill include very loose to medium dense sand and very soft to medium stiff silt. The two deep borings, B-1-2015(4-89) and B-2-2015(4-86) show that these unconsolidated, younger alluvial deposits extend to a depth of about 100 feet, and they are underlain by compact, older alluvial deposits. Our previous borings at the North Bridge site show that the older alluvial soils are in turn underlain by glacial soils. 3.4 GROUNDWATER CONDITIONS There were several groundwater-monitoring wells along the ductbank route. These wells were installed for the purposes of ductbank construction and had been decommissioned during the construction. S&EE took groundwater level readings at these monitoring wells from April 2014 to February 2015. The collected data show that the depths of groundwater fluctuated between 6.5 to 12 feet below the ground surface in the Linear Park; and the depths of groundwater fluctuated between 3 to 6 feet below the top of pavements in the plant. We believe that the groundwater level is affected by precipitation and the lake level. Job No. 1512 4 S&EE 3.5 PREVIOUS DUCTBANK CONSTRUCTION EXPERIENCE 3.5.1 EXCA"TION AND SHORING As mentioned previously, electrical ductbank was recently constructed at Boeing Renton Plant. The ductbank is relatively close to the proposed steam utilidor. S&EE performed a geotechnical investigation for the design of the ductbank project, and provided monitoring services during construction. Due to the similarity of the two projects, we believe that our experience with the ductbank project would benefit the proposed steam utilidor project. For the ductbank excavation,the contractor first excavated a trench about 5 feet wide and to a depth of about 3 to 4 feet below the ground surface. Then trench boxes or steel sheets were installed inside the trench as shoring. The crew would then excavate inside the boxes. In case of steel sheet shoring, the excavation would begin after the sheets were driven to the desired embedment. A vibratory hammer,APE 50,was used for driving the steel sheets. Each sheet was over-lapped about 6 inches along the length of the excavation. 18-inch-wide sheet piles were also used for narrow locations. As the excavation progressed,the crew would install pumped jacks(horizontal bracing)in both horizontal and vertical directions. The maximum depth of excavation ranged from about 7 to 12 feet, including a maximum of 18 inches over-excavation for subgrade stabilization. For vault excavation the contractor first excavated a hole,about 5 to 8 feet in depth. Then steel sheets were driven at 4 sides of the hole. A trench box was installed inside the enclosure as bracing, and then the excavation was performed inside the trench box. The maximum depth of excavation was about 16 feet, including 18 inches of over-excavation for subgrade stabilization. When the ductbank crossed under existing utilities, the installation of steel sheets or a trench box could damage the lines. As such, the contractor would install 3" x 12" treated timber lagging as shoring. As each piece of lagging was installed the crew would fill the void behind the lagging with 1-'/4-inch crushed rock or pea gravel. A sledge hammer was used to tamp the lagging and shovel handle was used to prod the rock to remove any void. Job No. 1512 5 S&EE 3.5.2 SUBGRADE STABILIZATION Depending on the subgrade condition three methods were used for subgrade preparation and stabilization: 1) If the subgrade soil was not wet, soft or organic and was stable enough to receive compaction, a 1,000-pound vibratory plate compactor would be used to compact the subgrade to a firm and unyielding condition. Then a 6-inch-thick of 1-'/4-inch minus crushed rock base course would be placed over the compacted subgrade. The same compactor would be used to compact the base course to a firm and unyielding condition. 2) If the subgrade was not organic, but the soil was soft and not stable enough to receive compaction, the loose soil cuttings over the excavated subgrade would be removed by machine and hand shovels. A non-woven geotextile with a minimum 200-pound grab tensile strength would be placed over the subgrade. The geotextile was installed flat with all wrinkles removed and edges overlapped by one foot. Then a 6-inch-thick of 1-'/4-inch minus crushed rock base course would be placed over the geotextile and the same compactor was used to compact the crushed rock to a firm and unyielding condition. 3) If the subgrade was very soft/loose and wet, the subgrade would be over-excavated 18 inches. After all loose cuttings from the excavation process were removed from the subgrade, a one-foot- thick of quarry spalls would be placed over the entire subgrade. The contractor would then compact the spalls with the back of the trackhoe bucket until the subgrade became stable. If the compaction caused the spalls to sink into the subgrade, a second lift of quarry spalls would be placed and compacted until the subgrade became stabilized by the quarry spalls. The crew would then placed a 6-inch-thick lift of 5/8" x 1-'/4" crushed rock (choker stone) over the spalls. The crushed rock was then compacted to a firm and non-yielding condition using the same compactor. 3.5.3 BACKFILL Backfill was performed using one of the following methods. l) In areas of no space restraint, the contractor would excavated a 1 H:1 V slope at both sides of the poured ductbank. The bottom of the slopes would extend to aboutl8 inches below the top of the duct bank. The purpose of these slopes was to remove the loosened/disturbed sidewalls. The excavation would then be backfilled with structural fill. The material was placed in 12-inch-thick lifts and each lift was compacted to a firm and non-yielding condition by a trackhoe-mounted Job No.1512 6 S&EE hoepac. During the process, the contractor would bench the side slopes to allow the backfill to key into the slopes. 2) In areas of space restraint, the contractor would use CDF for backfill. The CDF was poured into the excavation until reaching 2 feet below the top of the ground surface. Then a vibratory hammer was used to remove the steel sheets that were used for shoring. The sheets were removed while the CDF was still fluid so it would the flow evenly as the sheets were extracted. The level of CDF would drop in a correlating manner when the shoring was removed indicating that the CDF was filling the voids left by the sheets. After the last of the shoring was removed, a vibrator would be used to assist the CDF filling all cracks and voids. This procedure had prevented sidewall caving or ground settlement. 3.5.4 DEWATERING For excavation close groundwater table, dewatering was successful using pumping from sump holes. For excavation below groundwater table and in areas where subgrade soils had moderate to high hydraulic 1 conductivities, wellpoints were used. The wells were installed in a single row, parallel to the duct bank, J or surrounding the vault excavation. The wells were installed and began to function one to two weeks before the excavation. Typically, the wellpoints were spaced at 5 to 7 feet on center, depending on the subsurface conditions. The wells were 20-foot long PVC pipes that consisted of 3-foot-long, 2-inch- diameter slotted pipes at the tips and 17-foot-long, 1.5-inch-diameter risers. The drilling crew used a 5- inch hollow stem auger to drill a 20-foot borehole. The pipe was installed through the hollow stem of the auger. Once the pipe was in place the crew poured 3 bags of Colorado Silica Sand (10-20 particle size) around the pipe to pack the slotted screen, and poured bentonite chips for the remainder of the borehole. Each individual well was connected to an 8-inch-diameter PVC manifold leading to a vacuum pump. The removed groundwater was retained in nearby baker tanks. ' I I� Job No. 1512 7 S&EE 4.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS 4.1 GENERAL 1. The subgrade conditions at the proposed steam utilidors and vaults include existing fill and native soils. Both include loose to medium dense, sand, silty sand and silt. Since the construction will result in essentially no increase in overburden pressure, we expect no new compression of the subsoils, and thus no new ground settlement under static condition. On the other hand, the subsoils below groundwater table and to a depth of about 100 feet are prone to liquefaction during strong earthquakes. Liquefaction is a condition when vibration or shaking of the ground results in the excess pore pressures in saturated soils and subsequent loss of strength. Liquefaction can result in ground settlement or heaving. Our evaluation shows that liquefaction can results in a maximum ground settlement on the order of 13 inches. 2. Soft and wet silty soils should be anticipated for excavation deeper than 5 to 6 feet in the Linear Park, and deeper than 4 feet in the plant. Soft and unstable subgrade would require stabilization so that a stable work base can be created and re-compression of the disturbed subgrade soils can be avoided. Previous experience at the plant has shown that soft and wet subgrade can be stabilized using quarry spalls,and soft and dry subgrade can be stabilized using geotextile. 3. Excavation shoring will be required at locations where open cut is not feasible. Previous ductbank construction had utilized shoring system including speedshore, steel sheets, trenches boxes, and sheet piles. Timber lagging was also used at crossing of existing utilities. We recommend that the contractor review the soil conditions carefully and be flexible in the system they select. The contractor should pay special attention to excavations along the existing railroad tracks. Any gaps between soil cut and shoring walls should be filled with CDF the same day of the excavation. Any ground cracks near the tracks, if found, should be filled with CDF immediately. The contractor should also be aware of possible sidewall caving when trench boxes or speed- shore are retreated. The caving will leave loose sloughing at the bottom of the excavation. This loose soil must be removed or compacted in place so that future ground settlement can be avoided. Compaction of such loose sloughing is not always feasible due to the proximity of groundwater table and possible sidewall disturbance by vibration. When cleaning by excavators and hand shovels are not possible,the contractor should be prepared to remove the loose soil by a Job No.1512 8 S&EE vac truck. Also, backfill with CDF is necessary when compaction is not feasible, such as at the locations of utility crossing. Backfill with pea gravel should be avoided as it may create difficulties in future excavation. 4. Shallow groundwater table is present at the site. Previous construction at the plant had utilized sumping and wellpoints. The contractor should note that: a) Boeing Renton Plant has limited allowance for daily discharge of water from all construction activities onsite. Currently, Metro King County allows for 25,000 gallon per day discharge to the storm/sewer system. The county may suspend discharge temporarily for a day or two during heavy rainstorm events. The above restrictions may affect construction sequence; the contractor should thus plan accordingly. The person retains the discharge permit for Boeing is Ms.Doris Turner<doris.s.turner@boeing.com>; b) Pre-discharge treatment may be required for water quality control. Again, Ms. Doris Turner should be contacted for such issue. 5. With the presence of shallow groundwater and soft subsoils, installation of underground utilities requires adequate equipment, manpower and experience. Similar projects were completed successfully at the plant. We recommend that the earthwork contractor review the project information carefully and formulate a work plan prior to excavation. 4.2 EXCAVATION AND SHORING 4.2.1 SHORING DESIGN IN GENERAL Since the soil conditions changes throughout the utilidor route,one set of soil pressure diagrams for shoring design may not be adequate. As a starting point, we recommend the following soil parameters for the design. We should review the design and provide recommendations for necessary adjustments. Soil's total unit weight: 115 to 130 pcf(pounds per cubic feet) Soil's buoyant unit weight: 45 to 70 pcf Active soil pressure:45 pcf,equivalent fluid density,above groundwater table Active soil pressure:20 pcf,equivalent fluid density,below groundwater table Passive soil pressure:240 pcf,equivalent fluid density,above groundwater table(include 1.5 safety factor) Passive soil pressure: 80 to 100 pcf, equivalent fluid density, below groundwater table (include 1.5 safety factor) Job No.1512 9 S&EE Imbalanced hydrostatic pressure should be added to the active side. The pressure will depend on the type of dewatering method. A 2 feet over-excavation at the passive side should be considered in the design. 4.2.2 SHORING DESIGN FOR EXCAVATION NEAR RAILROAD TRACKS We have developed lateral pressure diagrams for excavation shoring near the existing railroad. These diagrams are included in our November 23, 2015 technical memorandum. A copy of this memorandum is included in Appendix B of this report. 4.Z3 OPEN-CUT Open cuts above groundwater table may be sloped at I H:IV. Open cuts below groundwater table may need to be 1.5H:1 V or flatter. For a combination of open cut and shoring, benching in the upper 2 to 4 feet works well in the past as it lessens the overburden pressure and facilitates backfill. The benches should have a 1:1 ratio between height and horizontal run, and the height of each bench should be limited to 2 feet. 4.2.4 SUBGRADE PREPARATION All loose soil cuttings should be removed prior to the placement of bedding materials. Wet and loose subgrades should be anticipated. The contractor should make efforts to minimize subgrade disturbance, especially during the last foot of excavation. Note that subgrade disturbance in wet and loose soil is inevitable, and subgrade stabilization is necessary in order to avoid re-compression of the disturbed zone. Depending on the degrees of disturbance, the stabilization may require a layer of quarry spalls (2 to 4 inches or 4 to 6 inches size crushed rock). Based on our experience at the plant, when compacted by a hoepac or the dynamic force of the excavator's bucket, a 12 to 18 inches thick layer of spalls would sink into the loose and soft soils, interlock and eventually form a stable subbase. A chocker stone such as 5/8"x 1-1/4" clean crushed rock should be installed over the quarry spalls. This stone should be at least 6 inches in thickness and should be compacted to a firm and non-yielding condition by a mechanical compactor that weighs at least 1,000 pounds. In the event that soft silty soils above groundwater table are encountered at subgrades, the subgrade should be over-excavated for a minimum of 6 inches. A non-woven geotextile having a minimum grab tensile strength of 200 pounds should be installed at the bottom of the over-excavation and the over-excavation Job No.1512 10 S&EE backfilled with 1-1/4" minus crushed rock. The material should have adequate moisture and be compacted to a firm a non-yielding condition using the same compactor. 4.2.5 BEARING CAPACITYAND SUBGRADE MODULUS Subgrade so prepared should have an allowable bearing capacity of 1,500 psf(pounds per square feet), and a subgrade modulus of 50 pci (pounds per cubic inches). The bearing capacity includes a safety factor of 3, and can be increased by 1/3 for transient loads. Total settlement under these loads should be on the order of 1/4 to 1/2 inch. 4.2.6 BACKFILL Structural fill materials should be used for all backfill. Structural fill materials should meet the following material and compaction requirements. Material Requirements: Structural fill should be free of organic and frozen material and should consist of hard durable particles, such as sand, gravel, or quarry-processed stone. The onsite granular fill soil is suitable for structural fill on a selected basis, and the native soils below the fill are not suitable. Suitable imported structural fill materials include silty sand,sand,mixture of sand and gravel (pitrun), recycled concrete and crushed rock. All structural fill material should be approved by an engineer from our office prior to use. Please note that: 1) Flowable CDF (Control Density Fill) is considered an acceptable structural fill. The material should have a minimum compressive strength of 150 psi; 2) Recycled concrete often has a fines content exceeding 20%,making the material sensitive to moisture. As such,the material may be difficult to use in wet winter months. Placement and Compaction Requirements: Structural fill should be placed in loose horizontal lifts not exceeding a thickness of 6 to 12 inches, depending on the material type, compaction equipment,and number of passes made by the equipment. Structural fill should be compacted to a firm and non-yielding condition or at least 95% of the maximum dry density as determined using the ASTM D-1557 test procedures. Job No.1512 11 S&EE 4.3 LATERAL EARTH PRESSURES ON UNDERGROUND WALLS Lateral earth pressures on permanent retaining walls, underground vaults or utility trenches/pits, and resistance to lateral loads may be estimated using the recommended soil parameters presented in the following table. Coefficient Equivalent Fluid Unit Weight(PCF) of Friction at Base Active At-rest Passive Structural fill and 40 50 200 0.5 native soils Note: Footing drains are not recommended and thus hydrostatic pressures should be added to the above lateral earth pressures. The at-rest case applies to unyielding walls, and would be appropriate for walls that are structurally restrained from lateral deflection such as basement walls,utility trenches and vaults. The active case applies to walls that are permitted to rotate or translate away from the retained soil by approximately 0.002H to 0.004H, where H is the height of the wall. The passive earth pressure and coefficient of friction include a safety factor of 1.5. SURCHARGE INDUCED LATERAL LOADS Additional lateral earth pressures will result from surcharge loads from floor slabs or pavements for parking that are located immediately adjacent to the walls. The surcharge-induced lateral earth pressures are uniform over the depth of the wall. Surcharge-induced lateral pressures for the "active" case may be calculated by multiplying the applied vertical pressure (in psf) by the active earth pressure coefficient (Ka). The value of Ka may be taken as 0.36. The surcharge-induced lateral pressures for the "at-rest" case are similarly calculated using an at-rest earth pressure coefficient (Ko) of 0.5. For surcharge loads that are not adjacent to the wall, the induced lateral earth pressure will depend on the magnitude of the surcharge and the distance from the wall. Such induced lateral load can be estimated using the equations shown on Figure 8. Job No.1512 12 S&EE The slope-induced lateral earth pressure can be accounted for by increasing the effective height of the wall by one-half the slope height. The traffic-induced lateral earth pressure can be accounted for by increasing the effective wall height by 2 feet. SEISMIC INDUCED LATERAL LOADS For imbalanced, seismic induced lateral loads, the dynamic force can be assumed to act at 0.6 H above the wall base and the magnitude can be calculated using the following equation. Pe =10H Where Pe = uniform pressure in psf H = wall height in feet BACKFILL BEHIND WALLS Structural fill materials should be used for backfill. The material and compaction requirements are presented in Section 4.2.6. 4.4 BUOYANCY RESISTANCE The subsoils below groundwater table will liquefy during strong earthquakes. As such, buoyancy force should be considered in the design. If the self-weight of the structure and equipment is insufficient to resist the buoyancy force, an extended base can be considered for additional resistance. In this case, the resistance can be calculated using the weight of the soil above groundwater table and above the extended base. A soil's unit weight of 120 pounds per cubic feet (pcf) can be used for this purpose. Sidewall friction should be ignored. i Job No.1512 13 S&EE 4.5 PAVEMENTS 4.5.1 PA VEMENT DESIGN Asphalt pavements constructed over prepared subgrades can be designed with a CBR(California Bearing Ratio) value of 8; concrete pavement can be designed with a subgrade reaction modulus of 100 pci (pounds per cubic inches). Top course and base courses under pavements should consist of well-graded crushed rock conforming to WSDOT specifications for Crushed Surfacing, Specification 9-03.9(3). The material should be compacted to at least 95 percent of the maximum dry density, as determined by the modified Proctor compaction test(ASTM D 1557)or to meet standards dictated by project specifications. Please note that recycled concrete has been used as base course at the plant. As the material often has a fines content exceeding 20%,the material is moisture-sensitive and may become problematic (pumping and unstable)in wet winter months. 4.5.2 SUBGRADE PREPARATION We recommend that all pavement subgrades be proof-rolled to identify areas of soft, wet, organic, or unstable soils. Proof-rolling should be accomplished with a heavy (12-ton) vibratory roller, front-end- loader, or loaded dump truck making systematic passes over the subgrade while being observed by a site inspector from our office. After proof-rolling, the top 12 inches of the entire subgrade should be thoroughly compacted to a firm and non-yielding condition or at least 95 percent of the maximum dry density, as determined by the modified Proctor compaction test (ASTM D 1557). The subgrade soil should have adequate moisture content(within+/-2%from optimum)at the time of compaction. In areas where unstable and/or unsuitable subgrade soils are detected during proof-rolling, these soils should be over-excavated a minimum 12 inches. Additional over-excavation depth may be required to remove buried debris, organic or very soft soil. Non-woven geotextile having a minimum 200 pounds - grab tensile strength may be necessary for additional subgrade stabilization. The geotextile should be placed with 12-inch overlaps and all wrinkles removed. The over-excavation should then be backfilled with 1-1/4"minus crushed rock. The material should have adequate moisture content, and be compacted to a firm and non-yielding condition by a compactor approved by our site inspector. Job No.1512 14 S&EE 4.6 SEISMIC DESIGN PARAMETERS The geotechnical-related parameters to be used for seismic design in accordance with 2012 IBC provisions are evaluated as described in Section 1613.3 of the 2012 IBC Code. The spectral response USGS website using a latitude of 47.49 degrees and a longitude of 122.21 degrees. The values for Site Class B(rock)are: Ss= 1.455 g (short period,or 0.2 second spectral response) S, =0.545 g (long period,or 1.0 second spectral response) The Site Class is selected using the definitions in Chapter 20 of ASCE 7-10 considering the average properties of soils in the upper 100 feet of the soil profile at the site.Using the boring data,we determined that the subsoils correspond to Site Class E("Soft Clay Soil")in Table 20.3-1 (ASCE 7-10). The site coefficient values, obtained from Section 1613.3.3 of the 2012 IBC, are used to adjust the mapped spectral response acceleration values to get the adjusted spectral response acceleration values for the site. The recommended Site Coefficient values for Site Class E are: Fa= 0.9 (short period,or 0.2 second spectral response) F„= 2.4 (1.0 second spectral response) The most recent USGS Earthquake Hazards Map (U.S. Geologic Survey web site, 2008 data) has indicated that a horizontal peak acceleration (PGA)of 0.61 g is appropriate for a 4,275-year return period event,i.e.an event having a 2 percent chance of being exceeded in 50 years. Based on our evaluation, the subsoils below the groundwater table and to a depth of about 100 feet are liquefaction prone during the subduction zone earthquakes. The evaluation of liquefaction potential is complex and is dependent on many parameters including soil grain size,density, surface loading, level of ground acceleration, and duration of shaking. Our evaluation shows that liquefaction can results in a maximum ground settlement on the order of 13 inches. Job No.1512 15 S&EE 4.7 ADDITIONAL SERVICES We have been retained by the owner to perform additional services during the construction of the project. Our scope will include the following: 1. Monitor trench and vault excavations. 2. Monitor dewatering and shoring installation. 3. Monitor the placement and compaction of structural fill. We will confirm the suitability of the fill materials, perform field density tests, and assist the contractor in meeting the compaction requirements. 4. Response to contractors' RFI. 5. Attendance of construction progress meeting when necessary. 6. Other geotechnical issues deemed necessary. 5.0 CLOSURE The recommendations presented in this report are provided for design purposes and are based on soil conditions disclosed by the available geotechnical boring data. Subsurface information presented herein does not constitute a direct or implied warranty that the soil conditions between exploration locations can be directly interpolated or extrapolated or that subsurface conditions and soil variations different from those disclosed by the explorations will not be revealed. The recommendations outlined in this report are based on the assumption that the development plan is consistent with the description provided in this report. If the development plan is changed or subsurface conditions different from those disclosed by the exploration are observed during construction, we should be advised at once so that we can review these conditions, and if necessary,reconsider our design recommendations. 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AIRPORT WAY STS a EXIT ✓9�gys o 2`'O� JS�� qqT S 2ND ST O 0 Q 169 0 cc z O S 3RD ST y U 900 SgY�I�� s4TH ST Q D From sVNSE � 405 FDAR RIVEy '� Enumclaw LU b 7-244 z w Q Rivertech 167 w Corporate Center z _— - U G Z SW 7-H ST N > 7.207 jm ^ I Triton Tower Three sa W T 7-286 N 'gym a sw'0T"s ' Triton Tower Two 9� EXIT 2B N4 Y SIN GPPDY v4P Employee gates - i AMS Turnstile gates I-5 �405 SW 16TH ST ---- Fence lines 0 Boeing property From 0 Longacres General parking � Park z SW 19TH ST 167 mo 0 Restricted parking From 515 v Bus stop > Kent N 0 Helistop zand Auburn Revised03-09 Figure 1 - Site Location Map Copyright 2009®The Boeing Company.All rights reserved. - 4-86 Building N T 8-5-D 100 50 0 100 200 SCALE IN FEET B-2-2015(4-86) LEGEND: STEAM UTILIDOR PREVIOUS BORING r B•-4-D B-9-2012 low— DUCTBANK PREVIOUS CONE t. PENETRATION TEST HCP-1 . � X # 'B-2-1965(4-17) -•" \ , ❑a B-3-D ,. . . . , .. x 4-17 Building PREVIOUS BORING - %PREVIOUS1 B-1 (CC128) BORING 3 y 4 F 6 n N B-1-D - w -... .. _ GW1210S 13-1-201544-89, - -- B 1a D 4-89 Building 0 4 �7 7 f4 yR 7 —B-8-D , B-9-D—/ -B-7-D 8 Figure 2 - Site and Exploration Plan F• ,•.� �+* Bryn Mawr £� s�`` EXPLANATION �1� Facility Boundary Current ;, ., • '• Cedar River --- '` r Former Lake Washington Shoreline t Waterway 4 ,:• Renton A '" • I ��I I ® Ancestral Black River Facility ,� -• - � 7 [ - ® Ancestral Cedar River ..' . •. .--t Boundary •.`` �,� �i •i North Bridge ,-- ,�., Current Cedar River Waterway ' •.. �:!VIA d �F' +; .MENI � `; i ® Wetland -4. +;\ r -- } 0 Forested Uplands - 1 Geologic Cross Section (see figure 2-8) Former Lake Washington .� Shoreline` [ ; Approximate r, + . Location of . Project Site .. .� . . +3 { + J - • •, Ancestral �• . • Black River . r- t w _ i • _' ? r r I � • a r3.• _ • , t` • Ancestral dar ,._... River N o i +•'` O Scale In Feet Oil --- •� '. . Renton Airport Forme ` .. Y; .�.. �• . . • .;, s Lake Washingto Shoreline, Black an ,,,�{ ` ' • • f•�� Cedar River Channel _• �mow.'"#-'�' . . • 'r. . r' ' � B .� r• ll � , - Figure 3 01-0183 Fig2-9.ai _ I Il7TI I 'i I'.nl N Inra,\n II . - ' " �I wA9HINGTON gWfgN O AND[AR N RR[OURC[f F C[OL I I .+ — r ` - ''' II , II 1 r LroueFAcnoN suscerneartv MAn rn�m[ t III ,u.w-I .,pays S �� I f t 'I i 111—A--11—Is'ouAOItANCL[s wA NcmN I .LAT. I-Aoi Plapt IV g / IIII i tl � 1•-•1�.I �tI L j ' t 1V 474F 7 r ill �5 16 jj PRELIMIN RY LIQUEFACTION E TIOIN SUSCEPT1811_ITY MAP O �• �\ rI �. ��1C IV c �.., RE ITON QUADRANGLE, WASHINGTON ��•',�. 1 h' '�.:�'}'I x I II r. �•I I II' 7 IV II by IV IV STEPHEN P. PALMER a cS I V do 1) \ ?A I JL I I`.. I l l I I r• ;� I I a , 1\l\ I' ;' '• `,, .�'1 rr I //, G�• III 'v ��• I EXPLANATION 26'. I I I I "� ....... maD unity,derived Irem M.Illne,u.,1965a i j��y\ ��r„ / �I I f �: �: mo' " \ ! 3 1 in,P..U': \ r1y4/n I• LAMONT I clue.manmade es rM m erred ,M t 'a. I I V � I I ,ions n,port.non roWr,r,l and poFt v.non JluNum A N PTluui.IIILN L F Ciro r9VSCF Y II ! I �` It �\ CATEGORY 11 Include,past-V„nen I,<uarrine dep.lt,anJ<ollurlum- �1 ✓ `)`•/ \� ` 1. `,. '\, { 1 ' LlglhFKTION 9usc[PTI[ILITr LOW TO NIGH % '� - III GATEWRY IN Inclutl..,II PIM,mc.ne ilacr,l and nanela9l,l ✓ l \ 13� `./rJ depe,IN and the OI<eel,Mudlbw 7 dr? I 1 d�- 0_i'll\7 LIQUI-11"9u5C11-ILT1.LOW 7 rr/ I r i IV eATECA[Y IV hmlud. n T, nl,rr bedrech. 1 a KI 1 +l � I. I}\e• ! ' .\ ,II j..-- II 1.14 '� LIQUEFACTION slncenlulnr:Low To NIL 1 ` x :lI --- e. .bin—.,tee.e,a WN.. [eo1—rl,l berinll.used In thN Iud,. I `,1 i - , I ;I 'r\ I > ✓ \\\ • i o 5 NHtprlcmlTeuel,cN^n,IIe Id.n--11 he c rre,pan reference vet,t u bar enNbw.e nJ 9cnuner, Sul i,nk y�o^ut.the 9 .^a<a M.n•.n iar Lh.m.In L,nle x of cni:ber tl and 9chunaL IR90. 4 f - I - '1 cof lea .e.. en bar Ieseb D,e n^swb•.lyk.e.n.l c ur.aa »u r ' 9 1� NT I:. - - yw I w,tont o.h•na<r m,e,ne.or L,L.w„.melon. Abantl;netl<hannNa o/the Green It—that db n appear to contain nerm lt<nl,cream..r pp t .aria..see n. II\ III I, ✓ b'' ' r• - },' "' I '. —.__._ Oral.ee.and atraa tn,t aDDear ro be abandoned channel, \ tl of the Cr.n Rlvr.m• itR F 7 l 191.. .! 'A. e > 15 ! _ (I_r 1..�� r..: .� -r+'•4'—`4'X4,�� I.I. �__ _ .- _____ � - -.. .. .._ r _ -- — \ r -— - - q �. ;, `� .Ietn. l -•:-• dA" ^I. _ ., I \ this ma—reart only as a genera.guide to dcl.noa:e areas orone,to Lquefaction.This i' e•�i \ map is rot d substitute for a srspecho inveslganon m:to assess the poteal for f - ,,' I ~(,\ `11 �— m+r..4 n liquelacllon forary development project.BCceuse of the-egiona nature or this map and becauselhedsta used:nthe iquefaclionsusreptibllhyaasnssmeN havebren subdivided •�'.!"_ {FI. 1 4' zd 'l \ u \ III '!% on the be$i$of regional geological mapping,!his map cannot be used to determine the IF.21L presence or absence of'q le uefiable sa beneath any speci!ic locality,To make this t 11 ) •f i '/• '.a ) determination!requires site-specHk geotechnica:!nve5tigatbns performed by qual"ied II I" practitioners.' r ,,. •e ,.,.r W e , _ Figure 4 I Iry I i t I Technical Information Report—Revision l Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29,2016 THIS PAGE INTENTIONALLY LEFT BLANK it Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04086 Steam Utilidor_Final_Revision I B-1-2015(4-89) B-1-D B-2-D B-3-D 0 Rail Road — 0 ark brown silty sand 4"Asphalt (Topsoil) Fli_l_ Brown and gray, sand and silty sand 5 with gravel (medium dense to loose) 5 ---------------- Q------------- ----------------------------------------------- - - - - ----------- � 10 10 H NATIVE: Gray silt and silty sand W W -layer of gavel at 10 feet to 12 (medium stiff to very soft) W LL feet below the top of ground (medium dense to loose) _ 15 -15 a = W F- 0 a W 13 20 20 NATIVE: Brown and gray sand and gravel {loose to medium dense} 25 25 i—30 - 30 4-86 Steam Utilidor Fiqure 5 S&EE 1512 Generalized Soil Profile,Section A A (No Horizontal Scale) See Figure 2 for location B-3-D Dark brown silty sand(Top Soil) — 0 — --0 (Offset 115 feet to the South) Rail Read (12"concrete at the ground surface) B-2-1965 (Bldg. 4-17) B-4-D �(/ FILL: Brown sand and silty -5 FILL:Brown silt and sand with gravel FILL: Silt(mediu stiff) sand with gravel (loose) —5 (medium dense) --------------------------------------------------V------------------------ -- �J --- ----- --•---- ---- - -------.-------•-----------•-----------.. NATIVE: Gray silt and silty sand 10 _f— (soft and loose) 10 t— W W W W = 15 15 a = I NATIVE: Sand, silt and silty sand a (loose to medium dense with W s� W occasional dense pockets) 20 20 25 25 —30 30 4-86 Steam Utilidor Fiqure 6 S&EE 1512 Generalized Soil Profile,Section B-B (No Horizontal Scale) See Figure 2for location B-4-D B-2-2015 (Bldg. 4-86) (12"Concrete at ground surface) (8"Concrete at ground surface) 0 —0 4 FILL: Gray silt(medium stiff) FILL: Sand and silty sand (medium dense to dense) ----- -- ----- 5 5 NATIVE: Silt, silty sand and sand 10 (soft and loose with occasional medium dense pockets) L 10 H W W W W = UL 15 15 a = W a W 0 20 -20 C25 —25 30 30 S EE 1512 4o Horizam UScalr Generalized Soil Profile,Section C-C (No Horiz�ntalSCale) See F i ure2 forlocation 0 0 m=0.1 0.2 \ Q2 m=0.6 m=0.5 Z.1 � m=O. O4 04 m=0.3 = m=0.4 NP17C / LL.0.6 0.6 o m R m P� R � J J 0.1 .60H 0.2 .78 .59 H >OB / / 0.3 .60H 0.4 .78 .59H 0s 0.5 .56H 0.6 45 .48H 0.7 .48H j 1 1.0 10.2 .4 .6 .8 1.0 0 0 .5 1.0 2 1.5 VALUE OF (TH (TL) VALUE OF 0-H (�P) I POINT LOAD Op op P LINE LOAD QL Z=nH pH FOR m < 0.4 X=1i1 H vH(UL (0 i�n2)2 H LL �H R FOR m 0.4 Z=nH PH= 0.55QL I 'H(H-)= 0.28n� 3 P (Q16+-n ) PH � FOR m>0.4: FOR m )0.4_ H �H ( Ham)_ 1.28m2n (H2 )= 1.77m2n2 R L (m2+n2)2 H Op (fn2+-n2)3 I tt 4RESULTANT P - 0.64 QL aH =�N�2(1.18)1 H (m2+1 ) PRESSURES FROM LINE LOAD QL 9� (BOUSSINESQ EQUATION MODIFIED BY EXPERIMENT) 3 C. TxzH SECTION A-A PRESSURES FROM POINT LOAD Op (BOUSS(NESQ EQUATION MODIFIED BY EXPERIMENT) Reference: Foundations and Earth Structures, Design Manua! 7.2, Department of the Navy, May 1982 Calculation of Surcharge Loads on Subsurface Walls APPENDIX A LOGS OF PREVIOUS BORINGS U� � ° Q BORING B-1 z L' 8-1-2015 (4-89) O iL 8 ii m -Si_Si in co Surface condition: Asphalt 0 A 4 inches thick asphalt sots 5 sP Gray fine to medium sand with fine to medium gravel s (dense)(fill) 17 18 17 11 15 sM Grayish brown silty fine sand with some fine gravel (medium dense to loose) 5 s 18 7 9 7 3 18 2 5 1 10 6 18 s ::i :::'GP Gray fine to medium gravel with silty sand 10 (medium dense) s 13 Svc/ Gray fine to coarse sand,with little fine to medium gravel 9 (medium dense) 15 7 18 8 8 9 9 18 12 0 13 20 (Boring log continued on Figure A-1b) Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: August 17-18,2015 Drilling Contractor: Holocene Drilling Figure A-1 a S&EE Job No.1508 Boeing 4-89 Building a U N h a� �0 75 BORING B-1 �o ;o Q Q� (Continued) N G O Nco O U U U Q U_ m C/) 20— i9 iz }.��:svv Gray fine to coarse sand with some fine to medium gravel 11 X.■ (medium dense to dense) '� -at 20 feet driller drove casing to prevent caving ■OX casing installed from 0 to 30 feet 18 18 12 0 In 10 ' ti .ti 25 20 18 25 12 zz P7ML 0% 10 18 Gray silt with lenses of fine sand a s 1 a (medium stiff) 30 1 18 ML 1 18 Gray silt with trace organics 1 (very soft) 35 1 18 1 15 2 40 (Boring log continued on Figure A-1 c) Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: August 17-18,2015 Drilling Contractor: Holocene Drilling Figure A-1 b S&EE Boeing4-89 Building Job No.1508 g U N � BORING B-1 (Continued) a m ° �, 3 X:-°c E v 40 1 16 wv PT Brown peat with trace wood chips z 3 `01 `� (medium stiff) 4 wv vw wv wv ..w wv wv wv w.. wv wv w� w.. wv wv wv 45 2 18 sP Gray silty fine sand with trace organics 6 15 (loose) sw Gray fine to coarse sand with some fine gravel (medium dense) 50 11 18 ■ 10 6 13 ■} ■ ■ i■f ' X tiff r■." ■Y.■: ■■%% Vx% 55 s 18 ■ 10 5 nEz 0 10 ' :■ r■ .Y 60 (Boring log continued on Figure A-1d) Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-I1b auto hammer Drilling Date: August 17-18,2015 Drilling Contractor: Holocene Drilling Figure A-1 c S&EE Boeing 4-89 Building Job No.1508 9 g BORING B-1 ° ° 11 co (Continued) N O O N O U U coU 60— 12 18 sP Gray fine to medium sand 12 12 (medium dense) 14 65 10 18 X -trace fine gravel at 65 feet 13 7 14 70 10 18 11 5 12 XT 75 1s 18 -trace coarse sand and fine gravel at 75 feet 17 s 13 80 (Boring log continued on Figure A-1e) Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: August 17-18,2015 Drilling Contractor: Holocene Drilling Figure A-1 d SUE Boeing4-89 Building Job No.1508 g i BORING B-1 >° (Continued) C O O U U U iL p� M ;= Cl) 80 12 ,$ sP Gray fine sand s s (medium dense) 7 85 2 18 4 5 7 ML Gray silt with sandy silt (medium stiff) 90 0 18 2 17 3 95 11 18 SP Gray fine sand with trace wood chips 10 s Y P 9 (medium dense) 10 (Boring log continued on Figure A-1f) Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: August 17-18,2015 Drilling Contractor: Holocene Drilling Figure A-1 e S&EE Boeing 4-89 Building Job No.t5os 9 9 BORING B-1 of (Continued) o� a N C O CU U U CU U O p ap co co 100 5 18 sm Gray silty fine sand with trace wood chips and lenses of fine sand s 11 7 (medium dense) 105 7 18 sM Gray silty sand(loose) 4 13 6 MH Light brown silt with organics(stiff) 110 1 18 \7 3 9 7 MH Gray silt(stiff) 115 3 1s 4 12 5 120 (Boring log continued on Figure A-1g) Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: August 17-18,2015 Drilling Contractor: Holocene Drilling Figure A-1 f S&EE Boeing4-89 Building Job No.1508 9 U° BORING B-1 Q� �� (Continued) co N G a O U U co U V, iY1 C C C/) 120 25 18 sP Gray fine sand 21 12 (dense) 125 13 18 sP Gray medium sand trace fine gravel 1s 1s 15 (dense) 130 17 18 21 13 sP Gray fine sand 2' (dense) I 135 20 18 22 16 ERHE 26 140 (Boring log continued on Figure A-1h) Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: August 17-18,2015 Drilling Contractor: Holocene Drilling Figure A-1 g S&EE Job No.1508 Boeing 4-89 Building U N �� BORING B-1 t U Z °'5 B o� ° (Continued) Q)i c V o c= B U 140 24 18 SP Gray fine sand zz 14 (dense to very dense) 23 145 28 1s 29 13 34 150 25 18 21 16 28 -trace silt below 145 feet, very dense To X. 155 160 (Boring log continued on Figure A-1 i) Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: August 17-18,2015 Drilling Contractor: Holocene Drilling Figure A-1 h S&E Boeing4-89 Building Job No.1508 g U g �0 BORING B-1 a ��j ? co 0 N o� ° (Continued) w co � a cn N G 0 O U U U O � Z C) oo cc v> j 160 22 1e SP Gray fine to medium sand with some coarse sand za 14 (very dense) 32 165 170 2 18 CH Grayinorganic clay with high plasticity s 18 9 Y 9 P Y 14 (very stiff) 175 8 18 180 10 10 -lenses of fine sand at 180 feet Boring aborted at a depth of 180 feet on August 18,2015 due to sloughing gravels causing drill shaft collapse. Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: August 17-18,2015 Drilling Contractor: Holocene Drilling Figure A-1 i S&E Job No.1508 Boeing 4-89 Building ' a BORING B-1-D o� k p m Si c h j Surface condidon: Grass Lawn 0 2 16 SM Dark brown silty fine sand,trace fine to medium gravel,trace organics 12 i (loose to medium dense)(moist)(fill) I SM Brown silty fine sand,trace fine to medium gravel(fill)(medium dense)(moist) 5 1e -gray sift at 2.5 to 3 feet 7 I I -soil temperature measured to be 65.2 degrees F 1 1 ff 6 II I! ; 2 ; ts i 2 114 i I i I 1 1 8 110 � (I _ 1 I ' 1 10; 4 "a sP Brown fine to medium sand, trace fine to medium gravel(medium dense)(wet) 4 :18 12 I 1 ' I 1 I 1 , 4 18 5 9 7 sP Brown fine to coarse sand,trace fine to medium gravel(medium dense)(wet) 1 I - 1 I ' 15 ' 7 116 ' 7 ' 18 I 1 I I 1 ' i I 1 1 1 18 I 8 1 _ 1 I 1 1 I - I 20 --I- I_ ' (boring log continue on Figure A-1b) Client: The Boeing Company Drilling Method: Hollow-Stem Auger by a track-mount rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: October 12,2013 Drilling Contractor: Holocene Drilling Figure A-1 a S&EE Job No.1309-D- Proposed Ductbank "O � w o Q BORING B-1-D �0 ° (Continued) ga o ) 20 7 18 10 12 / SP Gray fine to medium sand, some fine to medium gravel 12: lense of gray silt(medium dense)(wet) 12 18 11 12 11 26 7 ; 18 r ' 9 , 12 13 r ' , -Gray silt at 28.5 to 29 feet 30, -Gray silt at 31 feet Boring completed at a depth of 31.5 feet on October 12, 2013. One groundwater monitoring well installed. The well consists of 2"slotted PVC pipe from depths of 15 to 20 feet, and solid pipe from 0 to 15 feet. Groundwater depth measured at 7'-7" on October 19, 2013. 35; ' 40,-- Client, The Boeing Company Drilling Method: Hollow-Stem Auger by a track-mount rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: October 12,2013 Drilling Contractor: Holocene Drilling J Figure A-1 b S&E9- Pro osed Ductbank Job No.1309-D p I mo a 8 BORING B-2-D ' 41 1 U a z c� 'n'0 a y o Surface condition: Grass Lawn 0 s 1a 6 14 sM. Dark brown silty fine to coarse sand(medium dense)(moist)(fill) s l 7 18 12 , , I s 18 I sP Light brown fine to coarse sand,trace fine to medium gravel (fill)(medium dense)(moist) , ' I I I ' S 2 18 ' 3 , 18 6 ML Gray and brown silt,trace organics and fine sand lenses I 1 (soft to medium stiff)(moist to wet) -soil temperature measured to be 62.4 degrees F 1 1 ,18 1 '18 -lens of fine gravel at 8 feet 2 , i 1 i 10, 3 '18 2 i18 I � 3 , I I I , , I I , 1 � 2 118 4 118 2 , 1 ' , 15, o i 18 ' 0 18 ; a SM Gray silty fine sand with lenses of organics(very loose)(wet) 1 1 , I I ' 2 1s 1 I ' ML Brown silt,trace organics and wood debris(very soft)(wet) 1 i , (boring log continue on Figure A-2b) ' Client: The Boeing Company Drilling Method: Hollow-Stem Auger by a track-mount rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: October 12,2013 Drilling Contractor: Holocene Drilling Figure A-2a S&EE Job No.1309-D• Proposed Ductbank 1 a �o BORING B-2-D a � t S' (Continued) U U (n 20 o ; 18 ML Gray silt,trace very fine sand, trace organics (very soft)(wet) ' -wood debris at 20 feet ' Sp i Gray fine to medium sand(medium dense to loose)(wet) 1 I 4 1 18 8 18 12 ' I ' I ' I ' I ' I r 26; s 1s 8 I 10 1 ' 7 I I ' I 1 ' I I ' 1 7 ,18 I ' 6 11e 2 I I ' I I ' I 1 � 1 I I ' I 30 18 2 4 J;18 -- I ' a M�. Brownish gray silt, trace organics (medium stiff)(wet) I ; I I 1 I ' 1 Boring completed at a depth of 31.5 feet on October 12, 2013. 35; 1 � I I , I I 401 _ Client: The Boeing Company ' Drilling Method: Hollow-Stem Auger by a track-mount rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: October 12,2013 Drilling Contractor: Holocene Drilling Figure A-2b S&EE , Jonr4o.1309_p Proposed Ductbank BORING B-3-D ayi aNi a V c c y j Surface condition: Grass Lawn ' 0 2 18 , sM 4 18 , Dark brown silty sand(topsoil) 14 I sm/ Brown silty fine sand and fine sand with trace silt,trace fine to medium gravel SP (f+ll)(loose)(moist) 3 i 18 2 4 ' 3 i 5 e ; 18 2 i 2 , i 4 :18 1 i 12 2 i ML Gray silt with lenses of gray fine sand (soft to medium stiff)(mcist) 10' _ 18 4 3 i 18 3 � sP Brownish gray fine sand (loose to medium dense)(wet) s 1a 4 10 s 15, 18 5 '5 18 � 3 ' 18 , ' S 18 � iI 7 , 20 (boring log continue on Figure A-3b) Client: The Boeing Company Drilling Method: Hollow-Stem Auger by a track-mount rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: October 12,2013 Drilling Contractor: Holocene Drilling Figure A-3a ' S&E9-Job No.1309-0- Proposed Ductbank BORING B-3-D ° (Continued) 1 UvUc E U Co �= 0 j 20, 10� 18 ; sP Gray fine sand with lenses of peaty silt(medium dense to dense)(wet) 13 ' I � I I � I 1 ' , 1 7 18 7 12 7 -fine to coarse sand,trace fine gravel at 23 to 24 feet , I � � I � i I I ' 26 1 ' 5 18 I 7 1 ,s I g I I i I ' I I ' I 1 ' I 1 16 18 12 I i I i I I I I I I I I I, , 1 30 i 1 5 :18 7 18IVI 2 1 , , I Boring completed at a depth of 31.5 feet on October 12, 2013. t One groundwater monitoring well installed. The well consists of 2"slotted PVC pipe from depths of 15 to 20 feet, and solid pipe from 0 to 15 feet. Groundwater depth measured at 9'-9'I on October 19, 2013. I f I I I ■1 ' I ' 1 ' ' I I I , I I , I 40: _ -- - - -- Client: The Boeing Company Drilling Method: Hollow-Stem Auger by a track-mount rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: October 12,2013 Drilling Contractor: Holocene Drilling Figure A-3b S&E9-yob No.1309-D p Pro osed Ductbank , a BORING B-4-D ayi a�i a Cl) c j Surface condition: Driveway 0 C 12 inches thick concrete 3 18 a a I ML Bluish gray silt, trace very fine sand,trace organics (medium stiff to very soft)(moist) 2X i 0 18 Q 0 12 6 ' ' 1 18 z 1e sM Gray silty fine sand (loose)(wet) I (I 2 12 III ' z 10, o o ,18IVI -lens of fine to medium gravel at 10.5 feet o ML Brownish gray silt with trace wood chips, lenses of peat and fine sand. i (soft to medium stiff)(wet) z ,a ' z 15 3 4 i 18 _ 1 4 iIvl i o ;o ' SM Gray silty fine sand with trace wood chips and lenses of brown peaty silt.(very loose)(wet) III 20 --I - — Client: The Boeing Company Drilling Method: Hollow-Stem Auger by a truck-mount rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: October 10,2013 Drilling Contractor: Holocene Drilling Figure A-4a S&EE Proposed Ductbank Pro Job No.13o5-0- p w BORING B-4-D (Continued) co m Surface condition: Driveway 20 1 1 1al 1 z 1a ML Brownish gray silt,trace organics (grass), lenses of gray fine sand 3 : (loose to very loose)(wet) I I I � I I I I I I ' I o I ,s 0 18 of I I I I I I I I I I ' I I I I 26 1 1s t 1 18 ' I 1 I I I I I 1 I I I I I ' 1 118 2 10 2 1 I ' I sM Gray silty fine sand with silt lenses (loose to medium dense)(wet) I I I I II 30, 3 ,18 18 illl I ' 4 I ' I I I 5 '18 I II 5 '18 8 1 I 1 I ' i Boring completed at a depth of 33 feet. I I I I I One vibrating wire piezometer(VWP)installed at a depth 32 feet. ' One foot of sand pack installed below and above piezometer. 35 Groundwater depth measured at 3'-10"on October 19, 2013. I , 1 1 1 I I 1 1 ' One groundwater monitoring well installed. The well consists of 2" slotted PVC pipe from depths of 13 to 18 feet, and solid pipe from 0 to 13 feet. Groundwater depth measured at 3'-1" on October 19, 2013- 1 ' 1 1 1 ' 1 401 Client: The Boeing Company Drilling Method: Hollow-Stem Auger by a truck-mount rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: October 10,2013 Drilling Contractor: Holocene Drilling Figure A-4b S&EE Job No.1309-D-4-81 p ose Prod Ductbank at South of 4-81 Building In N BORING B-5-D n a m a m c c in j Surface condition Driveway 0 Ac 4"asphalt over 4" recycled concrete ' SP Brown fine sand, trace silt, trace fine to medium gravel(fill)(medium dense) 14 18 , -fine to coarse sand,trace silt,trace fine gravel at 2.5 feet, slightly cemented 19 9 , 11 6 2 18 10 4 10 z „ -2" lens organics at 7.8 feet 5 /j ML -8"grayish brown peaty silt at 8 feet Gray sift,trace very fine sand, trace organics(very soft) Q ; 10 _ F ; ( -depth of groundwater measured at 9'-g"on February 5, 2014 0 to 2 5 18 1 SM • -no sample recovery, likely silty sand(loose) 3 0 i 15 a 19 ! Brownish gray silty fine sand with lenses of peaty silt and organics(very loose) 2 8 2 )1 l 0 18 , �I 0 18 1I i 2 1 Y� 20 (boring log continue on Figure A-5b) Client: The Boeing Company Drilling Method: Hollow-Stem Auger by a truck-mount rig Sampling Method SPT sampler driven by 140-lb auto hammer Drilling Date: January 28,2014 Drilling Contractor: Holocene Drilling Figure A-5a SUE Proposed Ductbank ,lob No 1W9D p n C O 4 -0 BORING B-S-D (Continued) O U U ry W 20 s 18 ML Gray silt with lenses of organics(medium stiff) s sP Gray fine sand,trace organics(medium dense to very dense) 11 18 '... r a 1 , 26 14 1$ -very dense at 25 to 29 feet 21 18 25 I to F 17 18 2s 30 to F71 -wood debris at 30 feet C 36 0 18 18 2 ;` Mt_: Light brown peaty silt(soft) 40 G_ _18 Boring completed at a depth of 41 5 feet on January 28, 2014 0 18 A groundwater monitoring well installed. The well consists of a slotted, 2"PVC pipe from n depths of 25 to 30 feet,and solid pipe from 25 feet to ground surface. Aflash-mounted monument installed. Client: The Boeing Company Drilling Method: Hollow-Stem Auger by a truck-mount rig Sampling Method SPT sampler driven by 1404b auto hammer Drilling Date January 28,2014 Figure A-5b Drilling Contractor Holocene Drilling S&EE Proposed Ductbank Job No 1309D LCt TON tl < zT— '-'• ! 'IT dv�4: ' _J Pw� L av L to (t{'r`4.:,.-J"AL —� P -FL n- ^^nOL.fl 'r•: 'r"I F. L.C.: L rNp •:5 !' CCR<J CLI '.. 'i) S �- ..•. q. 'T.:Lr rr•r4Cf) I n• .t G`CY CL SIf).lLT VJ1cM,,.,_45',;.\'AL ORCA•:" q � j•c7I-c r•\C J L L ■ p tC 7 I'L' r f.LT 1•. ! CP,<C / = JN4)."4ri _. ... .r- 1 1 , P I 1 ;P _-R11 111L TO i 0110f St A'D , • • em.rAnsP I-V sAV,s/<r:r..^,/.. ' ■, ! 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LF ' aRAPE3 FlN.:iCR -IS I5•L 4ICOW., ,AYL(S.`FT.' .aY 3KT .rrri C IVIC MAYT'CR 1 , l II I J7.Sf.-g0 ■ C 1 Nl'ETS DC F14FTD JJBD'_:{f<q/!JJ("VvFO__ -gov I a r+ •{ ,I� IOL tlRCWN15ll GPAY CROJNIC SILT 1` _Po cT) 112 •F ra•COIRaICLY SDl Ii IS I. ° 'i LAI'CR OF PCAT ; I J ■ <•^I O`F£<r CROWN ICdi(trnDF RATE IY SOr 7) , I' OR:aIIIC SILT'(I.nDCRATCLV .2 r_ Cfi T V^:!RafFCV FJ4If I -FS 1... onV c a TO[c Ar+-5p JaM n'/Tl/£.bgE'FL -PS 5."('•'AY F/N< IN .19-1 Satin W/rN ART 1 6 ,,� i r PNnw(r[ar(+:oLrJ n'nitlr_ten•) +) ° �Sw� GRAY F1N£TO A!CO/t(V SANO JO t T-v /O 1-1 GRAY S4NP1 S1LT NI N OROa NIF Af AT rLR R'ITfLY CLI1/•tLf To ci,epACT) ,{IJJ.f SJ IfLY F1Rf•� r -d to --To----. •/ -JD - ::t .:RAT f/NC 70 rOAR,tC ; /ID 4d'O DRAYfL `SD JT • (CJA1rACi) .• 4• P-r, e P GAAY SA N(l Alt) GNAVEL -JJ-�JII I rl -SS p.»•C .-- L£-ra I. .S-T.S -.TS ,,or ]. T.S.S•ISCt • ?. ' BORING COA+PLCTLO t(r-!^ 65 JnA".5 COafnd C!'ED P^LING CI—PLETEO 10-1E•63' JJ I I, '... •"."C b04(-vt3 If EP'E >/Ef/ 'S'!CrDnw'a./F61, 3t• .:'••'E3 nA'? :•CORE P/pt'S cFpfl/w:�J"D L•A!1'D 3d{:[rC/A C'.!r Frrr t-LPL '.•/FET C-r - 3£ �eeE•Y,. �.. ( e r. 1 a .rY +3 U::-rL'J •r' •ATCJ nP-s'TH qJ.'�•cIC IY` v ', - ; .' _c..:._ ..a-.i. J£.�t...,• .'•1':':..0 S<•.a.:.il'1•�v-RAC�E D. I I 4 I ' 1 _LOG _ OF _BORINGS _ _. approve'd by date ( E VICNYL6IY N E 9E ORAI'(N/ •.L;,S' /s/�7 i O w�...•..:. �-®� - �pjj� I. E0 A. DALY h. ASSOC IA ES CNEC,:E� � 1 {! ,=_ J ^� I ('HE COMPANY n JOB NO _ I. i_ r.: LOG OF nOA?INGS rlANr:EiS � ytp, yttP W •r.r Or[u_ _DArt _ AMRO�'ED-JJ. ,�_✓1-/r_ra. c . /�J ONLL EO SEATiIE .__. SAN tit A.:CIStO Vl!fHA SI.lOUtS.__.. t:EY/C•-EwhS_�. )V+SHII:i.:01l D.C. _ a�■ —� C.F'�E `J✓FLJ7/YG ram_/� ��L Draa.nr.r,u.••tt :/Y.' _I". I Technical Information Report— Revision I Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 THIS PAGE INTENTIONALLY LEFT BLANK � l Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I 1 a a� U C y O cU U BORING B-2-2015 o °� t 5 co Q) n co B-2-2015 (4-86) n a> O y 3 ct E U O U_ 0 Z m c c c j Surface condition: Concrete slab 0 C 8 inches thick concrete sP Brown and gray fine to medium sand with trace fine gravel 24 18 27 14 (very dense)(fill) 21 18 18 28 14 35 5 8 18 8 10 8 SM Gray silty sand (medium dense to very loose) 1 18 2 14 3 10 o 18 -some brown peat from 10 feet to 13 feet,very soft 0 14 1 1 18 1 18 2 sl= Gray fine to medium sand with trace silt (medium dense) 15 4 18 s s 7 7 18 10 9 a 20 (Boring log continued on Figure A-2b) Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: July 30-31,2015 Drilling Contractor: Holocene Drilling Figure A-2a S&EE Job No.1507 BoeingPaint Booth PB5/6 o � a m a-- BORING B-2-2015 c, o� (Continued) O co O pZ m Ec c 20 s 18 SP Gray fine to medium sand with trace silt 6 2 (medium dense) s 18 11 s 13 25 s 18 10 14 12 8 18 10 10 10 30 10 18 -loose below 30 feet s 12 3 MH Brown silt with trace fine sand and trace peat (very soft) 1 18 1 4 1 35 0 18 -wood particles at 35 feet 0 12 1 0 18 1 18 1 PT Dark brown peat „W (very soft) wv 40 � (Boring log continued on Figure A-2c) Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: July 30-31,2015 Drilling Contractor: Holocene Drilling Figure A-2b S&EE Job Na.1507 Boeing Paint Booth PB5/6 Uco BORING B-2-2015 (Continued) Q) N Q U co O ii co ao 0 18 MH Gray silt with trace fine sand and lenses of brown peat 0 18 (very soft to soft) 1 2 18 2 16 2 45 2 18 1 14 1 vwv PT Brown peat (very soft) wv wv 6 18 sP Gray fine to medium sand with trace coarse sand 8 s (medium dense) GP Gray fine to medium gravel (medium dense) 50 12 18 15 9 *: 15 f: 55 7 18 9 14 15 sP Gray fine sand (medium dense) 60 (Boring log continued on Figure A-2d) Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: July 30-31,2015 Drilling Contractor: Holocene Drilling Figure A-2c S&E Bin Paint Booth PB5/6 Job No.1507 Boeing a BORING B-2-2015 U oZ (Continued) o r � � �� a N O O N O U U co O� z E�S� co Z) 60 18 ;P Gray fine to medium gravel (medium dense) 9 12 ::�: SP Gray fine sand with trace silt (medium dense) EEFE 65 s io SM Gray silty sand with trace organics 7 (medium dense) MH Gray fine sandy silt (very soft) 70 0 18 1 18 1 7$ 61.6 0 18 0 0 0 80 (Boring log continued on Figure A-2e) Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-I1b auto hammer Drilling Date: July 30-31,2015 Drilling Contractor: Holocene Drilling Figure A-2d S&E Bin Paint Booth PB5/6 Job No.1507 Boeing a BORING B-2-2015 (Continued) co 80 1 18 'MH Gray fine sandy silt 2 14 (soft) ' sM Gray silty fine sand (loose) ' 85 1 18 z 10 4 ' 90 6 4 MH Brownish gray silt 9 (stiff to soft) 95 5 18 ' 3 0 1 ' l 0 50.8 (Boring log continued on Figure A-2f) tClient: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: July 30-31,2015 Drilling Contractor: Holocene Drilling Figure A-2e S&EE Job No.1507 BoeingPaint Booth PB5/6 U N � BORING B-2-2015 : ° (Continued) N 0 ° � O U U co ° IL C) 0 1 _= 100 5 18 Mt_ Gray silt with some fine sand ' 5 14 (stiff) 7 105 ' 110 1 1s 2 18 MH Brownish gray silt with trace fine sand 5 (medium stiff) 115 120 ' (Boring log continued on Figure A-2g) Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: July 30-31,2015 Drilling Contractor: Holocene Drilling Figure A-2f S&E Bin Paint Booth PB5/6 ' Job No.1507 Boeing t BORING B-2-2015 ?Q) E ° (Continued) U co U 120 3 18 MH Geenish brown silt trace fine sand a s s (stiff) ' sM Gray silty sand with little medium sand (medium dense) ' 125 GP Gray gravel :.. (very dense) 130 31 18 - ' 36 12 ==oL Gray silt with fine sand and organics few fine gravel and trace coarse sand 39 (hard) 135 — ' 140 (Boring log continued on Figure A-2h) ' Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: July 30-31,2015 Drilling Contractor: Holocene Drilling Figure A-2g S&EE Job No.1507 Boeing Paint Booth PB5/6 T T BORING B-2-2015 a� Q 3 -) ° (Continued) co N G O N O U: U U_ m U) Z) 140 30 18 sP Gray fine sand 38 ao 15 (very dense) sM Gray silty fine sand ' (very dense) 145 ' 150 18 40 , 40 14 40 -wood particles at 151 feet 155 160 ' (Boring log continued on Figure A-2i) Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: July 30-31,2015 Drilling Contractor: Holocene Drilling Figure A-2h SUEBoeingPaint Booth PB5/6 ' Job No.1507 To U N N BORING B-2-2015 (Continued) O p Il � Z) 160 30 11 SP Gray fine sand with little silty sand 33 14 (very dense) 34 165 170 20 1s 27 16 32 MI i.„■SW Gray fine to coarse sand with many fine to medium gravel (medium dense to very dense) 175 '.X :' f.. 7 16 180 47 12 -4: Boring aborted at a depth of 180 feet on July 31, 2015 due to sloughing gravels causing drill shaft collapse. Client: The Boeing Company Drilling Method: Mud rotary advanced by truck-mount drill rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: July 30-31,2015 Drilling Contractor: Holocene Drilling Figure A-2i S&EE Job No.1501 BoeingPaint Booth PB5/6 APPENDIX B LATERAL PRESSURES ON SHORING WALLS NEAR RAILROAD S&EE SOIL& ENVIRONMENTAL ENGINEERS,INC. 16625 Redmond Way,Suite M 124.Redmond.Washington 98052,www,SoilEnvimnmeMaLoom,425.868.5868 DESIGN MEMORANDUM AM Aft G E1VG To: Mr.Tim Gabelein, PE Cc: Sergio Echerivel ; Date: November 23,2015 28ie9 From: C.J.Shin, PhD, PE .c� C.lt 7.3 Re: 4-86 Steam Utilidor,Boeing Renton Plant OxAt, ` Temporary excavations are proposed near BNSF tracks. Attached Plate I shows the plan view and cross- sections of the proposed excavations. You have indicated that Sections 2 and 8 are most critical in terms of excavation shoring. Their sectional views are shown in Plates 1 and 2,respectively. Per your request,I have evaluated the lateral pressures on these critical sections. The results are shown in Plates 3 to 6. Please note that ductbank construction parallel to the tracks was performed in May,2015. At the closest location,the edge of the trench excavation was about 10 feet from the edge of the track. The contractor (Gary Merlino)first excavated a 3-foot deep trench. Then, 15-foot deep steel sheets were driven at both sides of the trench(using a vibratory hammer). Each sheet was over-lapped about 6 inches along the length of the excavation. The contractor then excavated the soil inside the steel sheets. As the excavation progressed,they installed pumped jacks(horizontal bracing)in both horizontal and vertical directions. The maximum depth of excavation was about 12 feet,including 18 inches of over-excavation for subgrade stabilization. At the closest location,the edge of the vault excavation was about 8 feet from the edge of the track. The contractor first excavated a 5-foot deep hole. Then,20-foot deep steel sheets were driven at 4 sides of the hole. A trench box was installed inside the enclosure as bracing,and then the excavation was performed inside the trench box.The maximum depth of excavation was about 15 feet,including 18 inches of over-excavation for subgrade stabilization. Groundwater was controlled using well points. Based on my experience with the ductbank construction,I believe that the proposed excavation for the steam utilidor can be performed with similar shoring system as long as they are designed to resist the lateral loads. If trench boxes are used,the gap between the excavation sidewal Is and the trench box should be filled with CDF or pea gravel the same day of the excavation. I further believe that soldier piles are unnecessary. I believe that this memo will serve the current needs. If there is any question,please let me know anytime. Attachments: Plate 1:Critical location and Section 2 Plate 2: Section 8 Plate 3:Lateral pressure on shoring wall(1.5:1 excavation or Zone A shoring at Section 2) Plate 4:Lateral pressure on shoring wall(2:1 excavation or Zone B shoring at Section 2) Plate 5:Lateral pressure on shoring wall(1.5:1 excavation or Zone A shoring at Section 8) Plate 6:Lateral pressure on shoring wall(2:1 excavation or Zone B shoring at Section 8) Technical Information Report— Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29,2016 TfUS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 0+00 D+10 0+20 0+30 0+40 C12F C12G30 6 3D 7'-9' 25 25 --_ __ — __ _ _—ate — _ _ _ _— —— — —----_ --- _ 51 --- -- I I I 20 I I v 20 i II '4$. 2 Critical 1 12'-63' Locations 15 10 - 1rjR 0+00 D+10 0+20 0+30 0+40 PSE SPUR TRACK - SECTION 1 SCALE: 1"=5' r r -,_ 0+00 0+10 0+20 0+30 0+40 3 30 0 va 7'-9" ] 25 __ n _ r 25 n zolx a sglertc uc 20 20 I I � I 15. 1 15 2s C13F J p C 1 3G J ,2'- Plate 1 s 10 o+DD o+,o o+m o+30 0+40 PSE SPUR TRACK - SECTION 2 Critical Locations SCALE: , -5 and Section 2� Y 0+00 0+10 0+20 0+30 0+40 0+50 0+60 J --... 30 39_W Z ` 12'-6' 4 & 7 9. 25 -. 25 1 _ 20 F a V 1 1 �Q I 48• I O N 15 _ IS Q eT- 10 _-.. -. - -.__. _.. 10 C14 r6' ' 0+00 0+10 0+20 0+30 0+40 0-50 0+60 PSE SPUR TRACK - SECTION 3 SCALE: 1 =5 1 4F C14G C15 60% SUBMITTAL DAVIDO CONSULTING GROUP, NC. a 40 20 0 20 40 KEY MAP D I C I G Sea tie Area Once: Whidbey Office: Ct6 1 w±v nannx N1:.tiw�wa mm.11�, 12.10.2015 mn A W 98155 Fmd ,xA9 k� SCALE: 1:40 SCALE: 1"=40' IV "�`-z 52311()12 e'u�.331;39;1 Sw ArowD w 4°°40rm WE s.a Mom w MPWKD 041[ Nv w.c ACCEPfABILItt OLS tt.t0.t015 � DATE wlrnlu cwaar 7"" s 1w1e °� 310951 12.10.2015 U aION 1 µDIM SECTIONS&DETAILS RIG 4Z SPECIfG7gM IS A°PaMED 70 12.10.2015La ygr BOE�A/G" P EL1, e°°aD1cD w DCnr. n>E TG 1t.10.2015 04-o85 STEAM UTIUDOR C5XX-XA C2-30 n o 7G r 12.10.2015 RENTON SITE '°a MD' W3310951 CNIL MASTER RENTON arc"D RTN-YD-05XX-XADWG 0+00 0+10 0+20 0+30 0+40 0+50 0+00 0+10 0+20 0+30 0+40 0+00 0+10 0+20 0+30 0+40 .30 30 30 tY-11'12'-6' d 30 30 --_. 19'-1*4' 12'-6' y, 30 25 25 25 25 25 ... 25 i I 1 20 ' 20 20 1 20 20 12• j n E ; 48' 1 2• L----- J 12 1 --- 11 ,. J IS 15 bT 15 15 �---- —J - 15 IS T 20'-6Vj` 13'-8' I 10 10 10 10 10 _ 10 30 0 PSE p.10 SPUR TRACK 20 SECTION 0+4 0+40 0+50 +� BNSF+IpMAIN LINE O— SECTION 7+� p++p p+pp BNSF AMAIN LINE p`� SECTION 10 PSE0440 SCALE: I =5 SCALE: 1 =5 SCALE: 1 =5 0+00 0+10 0+20 0+30 0+35 0+00 0+10 0+20 0+30 30 30 JO zo'-1�' d d 30 I6-2J¢ Y-9 7._9. 25 25 25 25 zp 1 n 20 20 1 20 ; 46"I2• Plate ate 2 12• I I j ._� 15 L____• J 15 15 _J 15�-=-- �T 15�-1014` Section 8 10 -_ -_ - 10 10 s 0+00 0+10 0+20 0+30 0+35 0+00 0+10 0+20 0+30 5 PSE SPUR TRACK — SECTION 5 BNSF MAIN LINE — SECTION 8 SCALE: I =5 SCALE: 1 =5 0+00 0+10 0+20 0+30 0+40 0+00 0+10 0+20 0+30 0+40 30 d 30 J0 Is 15 d « 1Y-11` 12'-6• to v 25 -- 25 25 ----... 25 p 1 — 5" N � 20 I 20 20 I 20 C13 , _ 1 4e 1 48 I 2' 1 1 2'15 e 4 I e e L ____ IS 15 15 g r 13'-BY4' 13'-Ibrj` C14 p S Al 4 10 - - 10 10 - 10 0+00 0+10 0+20 0+30 0+40 0+00 0+10 0+20 0+30 0+40 CIS PSE SPUR TRACK - SECTION 6 BNSF MAIN LINE - SECTION 9 SCALE: 1"=5' DA�'IDO CONSULTING GROUP, INC. 60% SUBMITTAL o Seattle mm Omce: WhidbeyORee: C16 5 12.10.2015 ��cl� 1 eP•A ,55 --'I'Il- fu:b16.5I31013 i 691111394 1aVwm1 w 4*8wm WE sm oErsarl IT 4wamco MR tHv w.c ACCEPTABILITY OLS 1i10.2pt5 10951 �r� SECTIONS �� ORIG� 12.1o.za15 � y gy SKpra,�d"1O Tc 1t1p.2p15 0�-066 STEA4 UTILIDORr BOEiivo� w aF 12.103015 C5XX-XB C2-31 g p E� n � >c 12.1O2015 RENTON SITE M' W3310951 ra a�'e E F� Ali ASS/qyq� .G CML MASTER RENTgV RTN-YO-05XX-XAOWC 0+00 0+10 0+20 0+30 0+40 30 — 30 16'-514" d 25 25 i 5. Active Soil Pressure i Surcharge-Induced Hydrostatic ZO 20 � 48" 29 ! ____ ___._ -- 15 12'-21YI10 90 H F62 Max. depth of over-excavation (Latera Pressure in psf) 10 10 I p i 0+00 0+10 0+20 0+30 0+40 PSE SPUR TRAC K -- SECTION 2 SCALE: 1 =5 Plate 3 Lateral Pressures on Shoring Wall 0+00 0+10 0+20 0+30 0+40 30 t6'- d 30 25 a 25 ZONE a 94M uOE C 20 _ -- __� 20 5 i2/0 boy 624, (Latera Pressure in,psf) 10 — 0+00 0+10 0+20 0+30 0+40 PSE SPUR TRACK -- SECTION 2 SCALE: 1 =5 Plate 4 Lateral Pressures on Shoring Wall i 0+00 0+10 0+20 0+30 I 30 - 30 7'-90 25 - 25 20 w 20 cv 48 i k 15 - - � + -f-- H IF15 IL x I T- I I Z<eo 9oH 6z j (Lateral Fressure in psf) i 10 - ' _ _ _ _ 10 0+00 0+10 0+20 0+30 BNSF MAIN LIN E - SE("NTION 8 SCALE: 1"=5' Plate 5 Lateral Pressures on Shoring Wall 0+00 0+10 0+20 0+30 a o, S' -- - - -- — — -- - 25 . - 20 ,. 20 I N 48" •t ._ 2' 15 ----� - - - - - 15 4 4 4 41,fw —� 2.40 6a H 62 k, C (Lateral Pressure in psf) 10 - _ �_.______ _ ________ __ ___ __ __ ___.. 10 i 0+00 0+10 0+20 0+30 BNSI- MAIN LINE - S E�k-1; 8TION SCALE: 1"=5' Plate 6 Lateral Pressures on Shoring Wall Technical Information Report — Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 APPENDIX C Drainage Plans i Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 i M TCHLI E - 0 0 TI ION SEE SHEET C12G - - - - - - - - - - - - -�� T - - - - T - - - - - - ND435 - - � - - -� - - - - T - - � LEGEND \ 5OMH-45 RIM 18.9 AIR VLF �� _ 0 31'x 28 DOOR POWER NH COL D4-28 1871 _ S X H..UG 14-86 7 x 7 INNER UM 1 R 42 , I _ 2 1 A 3 7 DM , (I4 iURE / 1 SuuP s 2 5 DA LID-123 STEM VAIAT = ( 3 X 7'DOOR �a01YP ON 1W + �•«_ SUMP=M 7B.I7 'I 1"S - Ex BIDG/4-86 SUMP= 16.27 B.5'CwUNLINY t, FFC = t9.5 � COL 3.5-28 i I fit. c>�Ls RUNNINy(elyg(sW) RIM b='1 7'I \ Or50 1 LPDOE#SON'(SE)WALL SECURITY FENCE / I INNER DINE NSIC", _ ...--- l / �,� 1 / Stx,-�"SEE TIELD BOOK NOTES 2.0 ) 1 7 IN \ cj TYPE #34514 J/J' 10`DIP(SW)iE. = 16A3 WATER LEVEL; 15.96 R14 18.78 -� _�, (\ E ,�,r. / 10 SURFACE MLDDR W SV - 1L36 48 DA STRUCTURE -TYPE 2 �` �-- I .RC LID r34464 �/A vN, { )1 \' n ATERMETER BOX I 15'RCP(SW) E. 14,18 2 (ABANDONED) OCB 3178 N ®STEEL UTILITY CASING 50Mr,.i; 24•RCP(N)I.E. '3.68 (1 7` ///I Cy yXP LID 2699 PIN- 24.86 RIM =. 18 i0 15'RCP(W)LE 14.08 h 11{` i. �`5 x0 TOP OF 2`fALV. =26.5 2.15 X 1.80'INNER � ------- EXISTING CONTOUR 26`DA UD 134462 -.� iADDER ON(E)WALL A 123007 r-j 73 DIT'YERtICAE.PIPE --�- 19 401 1!I g .5EW 9 CU ANOII: 72`CPP(NE - 8.83 cj PROPOSED CONTOUR FLUS'Wttn UD -.._„_ �� ) /1/�(/y�',' DO ^L LID= 19.35 12`CPP =18.8/ G ( WAIEP VL' \ 19.4E `' "ti t+ 9 LDTE= 9.79 VILT QOERNFAD WIRE WATER 187a6�/ pt' g JQ . VEGETATED FLOWPATH 7+ ELEVATION=56.40' SU .4E �i Ca 4,- &0' _,.� ! i 4.0'A .0' R DI ON 4.0 x 6.0'INNER DIMENSION \ / \ // 38� ID- 131 38`OA LID- B'1220 J f 11 - n 10 L L= 4.59 EWER C12AtJ P/ G 12`TOP OF DIP- 15.39,RUNS(E W) r {,, FH 4P= �. } IID� TSB f�� WATER FVEI. = 14 59 l7 SUMP - ,59 1 t GENERAL NOTES - J (` RIMH 4935 1 J 1,t 1 iF ,R' f `��7 /JG J~ LE> FOR PUMP STATION SEE PLAN&PROFILE AND FORCECSMAIN DETAILS 16-IJ ' ,�V 48:DA 5TRUCTURE - TYPE 2 f' ` 1� `` SEWER - rr- X1 26`DA LID- r37222 \�-� 1 fl J_'> 1 FW!"Is. SIGN LID j d? a EXISTING PAVEMENT FLOWPATHS MA COLLECTIDN/ 15`CPP(NE)I.E. = 14.85 1 �\ `. ((' WD_ STS �, L J J CONVEYANCE SYSTEM TD BE MAINTAINED SEE SHEETS (' r 15 CPP(SW)1E. = 15,W -T1 t, ` {+SOO WATER SUPFv / ,,tt'' C513G S1&C5130 3B FOR DETAILED GRADING DIP(5);.E 16.25 1 a ,/ G B.5'SECURITY 7.V� = 15. /Sy 1D" WATER LEVEL- 1490 1 A - `2 T- t z 5 k TE ETER IN TRAFFI CN �Q ,Jpc� /1 3� SEE PLAN R PROFILE SHEETS C513G-2B d C576-7J RATED VAULT FOR N J G FOR PUMP STATION AND FORCE MAIN DETAILS .2-45 �. �� iES� J�� M I, (ADDER ON N)WALE O>q EX BLDG r4�-82 l E 'W ION Cw�t.. -��'"A cf� 101 v / -Ex A I ► IF( cw 8GA5�ESECURITY . �,' �. I CONSTRUCTION NOTES .46.91' `RR CROSSING` CW • ON r I!% Ib'DOOR ll(/!Il W I 1 FFE 19.5' /! P) •j / _ 1� NOT USED W EX BLOL l� 82 ! 'g' /' C r / N ! 3'x 7'DOOR FFE 19437„Fi SS h}y ff N r--Ex SLOG P4-82 'illy ; CA '.:� 'HEADLI W ( FFE= 795 �' 7@( 1 TO Q ; TPrCTORE PE I 330 REFERENCE DRAWINGS CPP ISx) 74,59 _ �' L� M 15.67 WIN-YD-C13G-R,FOR REMOVAL PLAN ORAIH %- ''.STEAM VA L. �� / 15 RC F( .E. = 14.69 { S / 2,15'x 1,80 INNER I) CNSIO R7N-YD-C73G-TESL,FOR TEMPORARY EROSION t CHANN� uC 4 1 y� WATER L ' id. r203242 SEDIMENT CONTROL PLAN iZ (NE)E = 9.7719 RIM-YO-CX13G-,?A.FOR UTILIOOR PLAN&PROFILE ,e \ ✓ / + R - _ ♦ PVC(NW)I.E.. = 19.77 n OI `\ t5 5[5 / "'y `ji // MPi /� S ♦/ =2� / 8 TER LEVEL I t6.47 RTN-YO-Ci1IG-2A FOR UTILIDO PLAN&PROFILE P(SW)LE 19.15 i a U _�� - \ �- STS ! .8',Jf LID- NIENSE - RTN-YD-p13G-X FOR GRADING&PAVING PUN I,„.__�5 1 / B iJ'S'%3.5' R FROM EACH SUMP= 17S2 �' � NNMG FROM EACH WALL 5 P=22.14 SLS� RTN-YD-0513G-X FOR GRADING&PAVING PUN DOUBLE TURN SEE FIELD BOOK NOTES /�" /$IS 11 RTN-YO-G X I/i- FOR GRADING 8 PANIC PLAN 'COMM VAULT / ENZpN � U0 M 25.92 _ R 'U ' 7.8 X 10'LID- 270 N• UGP �1�j� U 3.5 % ER DMEN510N A Q_ ,` G% UGP GP-'; RUNNING(NE)&(SE)&�M = / GPI SUMP 22.77 ��_/M M �� yr' U SLS SEE FIELD BOOK 1FN'E'/ aiD 7s . GQi J M LID=N 5.49 � W // _ 51GN j LID=25.49 V) / / Q� J�Q is M' 28'X 2.9'UD- r203307 / W 1 i + S W, 35'X 35'INNER DIMENSION- W ) GP I CABLES RUNNING(S 'rNO V) I /i / �' COW VAU WATER LEVEL 84 I UGP UGP \3' } / SyS LID= .4 SUMP Z/ 1 Z E '+"•`� , ------- X 2.9'UD 3388 I ° IE LD ROOK NOTES r X �J 8'WROUGHT IRDN 3.5'X 3.5'INNER DIMENSION Q Ct105yNG` \ ,6' �.�'�% SSMH FENCE SOCK / CABLES RUNNING(SW)9(NE) Z I RIM=25.53 2v R 24.52 NE WATER LEVEL-21,69 122fi� / SUMP=2124 0•X65 MNER OBENSDN Z UNc9iE 70 OPEN y O A B C O E F C H J K L (NE)LE. 1 21.97 WATERER SEE FIELD BO NOTES LEVEL=11,87 CIO I CC 0 C11 SUMP- 19.82 C13 i'3-4:C-3r2/0 EA 15KY I Z C14 ) / 7-4 C SPARES �,/' I J C15 .� �"� 6-2'C SPARES ,11 �'� L)PRO C16 3 / � / // Cn M S1 CIO a, / a1 .� �'',=��` • ` i a2 8 d I � / � `�d, as � E I aA N . .: 15029 Bothell Way NE a6 600 - _ - _ _ _ �'�_ _ _ _ _ _� _ _ ISSUED FOR CONSTRUCTION ! LeukePoeslParkWA9B,56 CN - Q a MATCHLINE - FOR CONTINUATION SEE SHEET C14G 0 AO' P:206 523 0024 C29 a� DRAINAGE PLAN 2.29.2016 KEY PLAN N SCALE: 1 =20 N F_dc52geng Com C30 NOT TO w4E SCALE IN FEET SYM RHROI In ARMORED BATE sw REWSON Br APPWAD BRIT 51/BrmLE MAINS.arnSUN spool DATt of"�W D THIS DEWN AND/OR D15 0229.2016 DRAINAGE PLAN W3310951 A 02.29.2016 A W-OB8 STEAM UTIDOR W3310951 OCG TG 02.29.T016 �.'�, 0g (\ SROVEDABY Is DEM.APPR ISO TO 0229.2016ECIrIC Tmx �_ STEAM UTILIDOR � BOE//V6• abe In APPWBMED BY DEPI. MTE iG 02Z92016 22920,E C 13G-STS C32 , RENTON SITE s W3310951 4 s�,�"AL CIVIL MASTER RENTON°�ND R7N-YD-CI3G-STS,DWG MATCHLINE - FOR CONTINUATION SEE SHEET C13F 77 _ _ _ EGEND _ � s = A' 4' c INLI (s I E 1 0 �'- r,•T; �, .P LL t,1' \ PwR 9T A � STEAM VAULT ' DI OLIG to-. c 5 .Sk m MENSION` , 5 ti T. \, 7 E LEv �11a.Y U 1�11 !\lT MP 127 , S WTR PI E E +1 h.F6 \M PIP E /� 5T L gat, MENSO .rn + / - .� 6� 4a� WA ER LEVEL 75-77' _ �-' 4. FF'DI _ Su P = 4 V "[ - 189A U�Jt #14677 '�/ SURFACE UiILIDOR �` AT t -rr JD �Y 0 5 LACK COAT STEEL UTILITY CASING 9.98 1 �•T RIM 189 - #1 1 • -;� ER DIME SIGN W �$ 2.0 u0 277 V - i-""� �. 1V ` A\ '2 m� " '+� :�A v, q;ar�6 � W - � EXISTING CONTOUR • Y 1 O N �C NE) E = 16 20 ,, 1,,WATER VEL PROPOSED CONTOUR , SUMP ��pp,,1 1D OUN VEGETATED FLOMPATH /1 C. BANK 1 IM P WATER VAT - J _ , 1 I WATE LE - \ 8' z • A9. �.,.---�'" i-!� IC = 9. 2 ,� - FW" N L tK ` ' bl FWf 1 7 � ' wATFP W TE EYE P = 1 - GENERAL NOTES I,�c i:2N ! ti ✓, v ` ,%}'! \+ FW ;p AN / B f IrGP EXISTING PAVEMENT FLOWPATHS AND COLLECTION/ If v SN'k �J WATER AM VLT I \ i-� ��yy"-•'"\Sr.N -�f CONVEYANCE SYSTEM TO BE MAINTAINED.SEE SHEETS •• J.i-7"' '� LI 40 p */�. .\�LL6�•. C514F-3A C514F-39 k C514F-3C FOR DETAILED C J/ 279 11 5p _ } � �- H 4�r; i ti � CPMaNG B., SiU HUT % T • C [NARLE iC O 5 �--"�� " 1" C I' SEE PLAN AND PROFILE SHEETS C514F-2A A CSUF-2C x -� TER DI .T6 n FOR PUMP STATION AND FORCE WIN DETAILS IN RIM 1 _40 fir \ T F Ai L z a 1 1'�� _ �/ •�, t 0 L2' X i 2' INNER pIMEN a � � --•�J 1 — _ MP� 0.6C SS LIFT STA. f cn \ _ ! AOD / RIM 21.86 /19801 c0- -"M� / -�k� L _E N t:A w., W 9-8t a" PVC <_ 5SMH SUMF 2 INV / / c RIM = 19.71 _ _""T j ."1 -- A U I 48' DIA STRUC RE - TYPE 2 % --''� ` 8 - w I 24.. DIA UD - A13325 \, i �_ �U..:�B�Nd t7 DIP (SW) IE. 12.21 �_ J 6 DIP (NW} 1. . _ 12_21 �y CONSTRUCTION NOTES WATER LEVEL 10.71 \ w SEC B 461 LADDER ON ( WALL ,�.„ ` jps \ C - ""`-/ o 0 NOT USED a N RIM = 19.2 Z 11 '.'. ,,�� `% rnQrY 1 I X 1 ' REFERENCE DRAWINGS #1 .2 O I N,3328 AINNER DIMENSION j WATER LEVEL 1-E. = 18.44= 8.54 SDCB 479 1 .. ` - g .f M NO 7\,` /'"'. /G / i f' \ RTN-YO-CI4F-R.FOR REMOVAL PLAN r , N t Z_ SUMP - 17"54 RIM = 19.53 \ \ X/� �, r /7 R7 - -C14F-TESL FOR TEMPORARY EROSION k Z 48" OLA STRU URE - TYPE f /� SEDIMENT CONTROL PLAN u O I 1.5 x P2.0' D ' r� / RTN-YD-0514F-M FOR UTILIDOR PUN h PROFLE ' UO OLD BRICK RUCTON 12 RCP v Z 7 RTN-YD-0514F-28,F01 UTIIIDOR PLAN t PROFILE 2" RC 8 RTN YO-0514F-2C,FOR UTNAOOR PLAN h PROFILE u 4 2" DIP (SW) E. = 16-43 r $ ` J ��I �/ RTN YD-0514F-3A FOR GRADING k PAVING PLAN 5 I SDMH-C-48 I DON .o.• ��" �� /�� f /i/'� of EO RTN YO-CSIB-3B,FOR GRADING k PAMNG PUN d W I RIM = 20.99 •.i T ` ` c a` RTN-YO-CSIAF-3C,FOR CJTAONJG k PAVMG PUN H r 4e' DIA STRUCTUR - TYPE 2 i f �1�l _. A,�,., '" A- - V j �P� �0 7 �.o 11 1.5' X 2.0 LID - 9800 U OLD BRICK CONSTRU TION m 15" RCP (N)) I.E. = 1 74 `n;�• /' , ` / , , S / /l"- / // _ 12' RCP S I.E. ^, SUMP 15 49 //' ~`\,,,y'y1 i: i �'-0 i //J y FEM1 '/ (� A r' 'gt777 �22 ! TNT SSW TC c I CONCRE�7E J 4x _- R�iEAL , / J '?� ><� 7 � ONfRLn M1 A?HAI. 10 6 Y, v �iC'C O A B C 0 E F C H J K L CIO O CII c C12 1 Y / C13 CI4 \ _ I � / J C15 1 \ I r r� 7 / CI7 C79 C20 C21 re2 A a3 GLY FOUND AIR VAUL 3 2014 06-04 C24 I ARAM AS-BUILT SH; i, r g EDGE OF CONC VA,... �" f 7 C25 3 BOTTOM OF I"AIR ,. N .. l 15029 Bothell YVaY NE C26 a' 5� THROUGH VAULT 1 ^,. Sute 600 i MATCHM ` ISSUED FOR CONSTRUCTION , Lake Forest Park WA 98155 - - - - - - - - — — — — - - - - - — — N 20' l0' 0 20' 40 LINE - FOR CONTINUATION SEE SHEET C15F DRAINAGE PLAN 02.29,2016 P2065230024 C29 KEY PLAN �\ FF 2G6.523.1012 C30 Nm To vAl SCALE: 1°=20' Ccgengr com � SCALE IN FEET DATEy�,� rAA[J[r AlWS19M SNaOi art � SYM 14Y� IN APPII01m art sr. aWflOr1 Br AppwAO 011E t�Y.W cA ACCEPTABILITY O1.5 02.29.2016 DRAINAGE PLAN W3310951 A 02.29.2016 THIS DES M AMD/QR u A 04-086 STEAM UTLIDOR W3310951 DCG TG 02.29.2016 Umi y SPFCIFICAUM IS AA1i01E0 TC 02.29.2016 sr BOE//V� bP 04-086 STEAK UTILIDOR C14F-STS C33 • APPIgVm Br IIEPt. a¢ n 02.29.2016 �F F` 02292016 RENTON SITE 0B M0 W3310951 m"P ' °ryAL CML MASTER RENTON aMc� RTN-YD-CI4F-STS.DWG a MATCHLINE — FOR CONTINUATION SEE SHEET C13G � — — — — — — — — — — — — LEGEND 5 + /DO / STEAM VAULT / SURFACE UDLDOR STEEL UTILITY CASING EXSTWG CONTOUR / �••J "/��+/�-/ / PROPOSED CONTOUR / FE VEGETATED FLOWPATH +,�� ,� GENERAL NOTES 1>EXISTING PAVEMENT FLOWPATHS AND COLLECTION/ CONVEYANCE F DETAILED CRADI'MAINTAINED.SEE SHEET CONSTRUCTION NOTES / R I] NOT USED REFERENCE DRAWINGS w . R7N-YD-051tF-2A.FOR UTILDOR PLAN d PROFILE In y RTN-Yp-C�1tG`RfOR RREMOVAL3A, OR NGPAVMiG PLAN w y 3 PPLAN N R7N-YD-C14G-TESC,FOR TEMPORARY ER05ON A SEDIMENT CONTROL PLAN ~I Z Gp y1y y Z �I I � w O ' z I --iti tL U ds TER 8' #1367a 2 .16 N'TOP OF DIP = 24.76 R 23.66 AMP = 21.16 w IE FIELO NOTES I Ip A B C 0 E F G H J K L CAD CII �— — — O C12 I C13 L I \ Z C14 I I C15 Y u C16 Q \ C17 C18 I ` \ C19 C20 u, c \ / rat I ut Lake Forest Park WA 98155 2a hel I Way NE C26 - - - - - - - - - - - - - - - - - - - - - - - - - - ISSUED FOR CONSTRUCTION 0 Suite 600 MATCHLINE - FOR CONTINUATION SEE SHEET C15G 20' 10' 0 20' 40' P.206.523OG24 C29 KEY PLAN DRAINAGE PLAN N E2065231012 SCALE IN FEET SCALE: 1 =20 aeyengreom esD No 1D seNc SYM WI UN 81 APPIg1ED DA71 SYM REVISON 81 APPROVED DATE » C M w I"V50N SYMWI. Dq[ SHY h.c,ye ACCEPTABILITY DLS 0139.2016 o A D4-086 STEAM UTILDOR W3310951 DOG TG 02.29.2016 r "< rN6 DESIGN ANO/OR DRAINAGE PLAN W33109 A o2.zs.2ols t �'9/ 5PECRIOADON 15 A7TROVED iG 0229.2016 SKEE1 J�O`,` ' 04-08f STEAM UTILIDOR C 14G—STS C34 �� aUel�n APPROVED BY OEm. M7E iG 02.29.2015 ry to p - 02 TG D2.29.2D,6 RENTON SITE »»NO. mAm NO W3310951 °ryq` CIVIL MASTER RENTON D N0' RTN—YD—CI4G—STS.DWG - MATCHLINE - FOR CONTINUATION SEE SHEET C14F LEGEND TLV E 33E& SIGN 0 POWER VAULT (TYP) '"� t.LT T STEAM VAULT LID=22,14 GL fN 7 ar `- , / '6 8 WROUGHT IRON / , :e / / 1- FENCE i DP 1 /� '- 10'ENTER' \ L(D C ) P/E RIMSDC 21.65 ENTRY T@ �LLIOOR �/ r �{- / SURFACE UTIl00R INNER DIMENSION ENJR1 T Wfi /f/ TYPE - #91373 a '% /" HILT'' 7/ry � I� WATER LEVEL ,SrGam(/j. 4, ®STEEL UTILITY CASING �x SO ARP 7 = 1 J Jy �.;.. �3 / Q /i - .� / J / EXISTING CONTOUR (�) TO UTILIOOR PROPOSED CONTOUR VEGETATED FLOWPATH E I SIC '�E \ F/ / / FW u 1 N N S) 1626 WA Sfi _ 96 a _ GENERAL NOTES z / L' 7?{� / 1 16 MINIMUM VEGETATED FLOWPATH FOR BASIC SIGN DISPERSION INFORMATION (TYP) �' ,�1��2 � // DISPERSION FLOWPATH ARROW INDICATING DIRECTION OF / i• / G `�f I j� SEE SHEETS C5/IF-3B,C515F-3A k C515F-38 FOR 'I 4I ST D a , ! ' DETAILED GRADING PUNS m4 i SONAR r I FENCE �. .1; / / ®SEE PLAN AND PROFILE SHEET C515F-28 FOR PUMP n 1 0 STATION*NO FORCE MAN DETAILS W RIM 21.66 ' If7 36'DIA STRUCTURE -TYPE 2 STS BST TS T 3 / // U 1.7'DIASLID /34097 F- 12'WIN)I.E. - 17.94 � SDCB w 6'DIP(E)LE.= 17.90 RIM- 24.32 = 12"RCP(S)I,E. 17.71 2.0 k 1.7'I NER DIMENSION ` � > 5% V1 OLD BRICK CON ) TYPE - tt1780S -U ENCE / WATER = 17.86 f CONSTRUCTION NOTES w 8'RCP(C)LE.= 19.57 I,. 16.33 8'DIP(W)LE. = 19.42 1/7 i LAOO ON(N) L NOT USED F WATER LEVEL ' 1942 I I 9�. / I n SDMSDCB 9n 2 I X. I '�h,. 2 / A I Q I RIM= 23.20 �O / / L50 % L95'NNER DIMENSION / POWER MH TYPE 1 1t7679 �; REFERENCE DRAWINGS Z LID= 22.52 in 6'PVC IN)I.E. = 19.75 �(� W .. RTN-YO-CI5F-R.FOR REMOYAL PUN Q 14.0'%7.0'OUTER DIMENSION 8'RCP(W)I.E. - 19.70 I /`7 7jr� I RTN-YD-CI5F-TESC,FOR TE►POWN EROSION t U I WATER LEVEL = 19.65 36'DN LID- J(W0 SOAP= 18.20 SEDIMENT CONTROL PLAN o I GBIEs RUNmec Mw) d(9) r O I SUMP WATER LEVEL68 16.92 F / U / / RTN-L'0-0515F-2A FOR UTIUDOR PLAN k� E I ADDER ON(N)WALL // J yII x / RTN-YO-CSISF-ZB.FOR UTLIIDOR PLAN t PROFILE ,7 RTN-YO-0514F-M FOR GRADING PAMING PLAN J I SDCB 8 DIP _ ��A i...�- (�/J//f�+ N' I I RTN-YO-0515F-3Fk FOR GRADMIG t PAVING PLAN I RIM-22.49 RTN-TD-0515F-38.FOR GRADING k PAVING PLAN E r 2D %1.7'NNE DIMEN90N x TYPE 2 8'DIP(W)1E 1&34 ? I' I T3 50 / / WATER LEVEL= IB..H 1 I A SUMP= 16.894 ) E M1h U G / U A x Jr V IN F ay a j AT I� 14F00 LID P +F OW A e C D E F C H J K L F C10 C I I C12 F ,r I QU CIS �JJ C14 Cr IJA / I W CI6 Z 016 C19 15+00 I ' I U D 4 C21 I C2 N Cgs3 1 r � C24 15029 Bothell Way NE 02g � k \ 1 Lake Forest Park WA 98155 C27 ISSUED FOR CONSTRUCTION S�Les°° N $ --WCHL-IN - 0-R CON I UA I 5 20' 10' 0 20' 40' 02.29.2016 F 2(066.52311 523 012 24 C30 29 KEY PLAN DRAINAGE PLAN D,o 3 SCALE: 1"=20' N f acger,gr com pT o SCALE SCALE IN FEET m REVr9°1 81 APPROML MIE m AEMSAIEI A APPPOAD DATE wacArt RE0951 SneoL DA1[ slRnnE w�, IRS ACCEPTABILITY Ml DLS oz29.2D16 W331095I 02.29.2016 0 A W-OM STEAM UTLIDOR W3310951 DOG TO 02.29.2016 DRAINAGE PLAN /` afifi P SPECIFICATION IS fC 02.29.211L6 rrtu saen `/ �7 BOE,�6• T; APPROVED 61 OEM. DATE FIG °2.29.2G16 04-0✓�6 STEAM UTI�I�R C1 5F-STS C35 'Y/?' $F•. a°' TG 0229.'016 RENTON SITE JOB W. W3310951 ' p E ,i �`S`ONAI♦ CML MASTER RENTON I °BO N9. RTN-YD-CI5F-STS.DWG I MATCHLINE - FOR CONTINUATION SEE SHEET C15F L10 TO UTILIDOOR STOD40 II - - - - - - - - - - - LID= 23.89 IS+50-. - - - - LEGEND �Id37s 5 6 J ( UNABLE TO OPEN _ I ASDCB , RIM=24.14 $ '� I xI I 2.0'% 1 7'INNER DIMENSION I STEAM VAULT TYPE 2 I 8-RCP IE)IE= 19,59 f FLO I-RCP(W)LE. = 19.39 (2)2'PVC(SE)LC =20,49 ?� WATER LEVEL= 19.3) SUMP= 17,54 r4.6 i = 5'I I y 00 F I "II 1 �SURFACE lfllDOR SD 531 16+ R 23A RI 0 0.8'6NNER DIMENSION ../ 18Y78 I I I STEEL UTILITY CASING I 6' L RCP(N)LC. = 2256 I FD I I i I EX61ING CONTOUR + I PROPOSED CONTOUR I ! - ( STEAM VAULT I T I VEGETATED FLOW➢ATH \\\ LID-24.79 I I L I F2.1'pN UO-�IB329 1 1 STEEL PIPE I.E.=23.19 L I( Iza I x3 '; GENERAL NOTES I \ 6 10-MINIMUM VEGETATED FLOW'PATH FOR BASIC DISPE1 FLOW(TgN DISPERSION FLOWPATH ARROW INDICATING DIRECTION OF / s *` 2 I Y'WROUGHT IRON I FLOW(TYP) o � ' � � ` ? '.NCE I i1ipp k x ABAND � '� _ `• O '. :. ( I � I 3� 39 lF 12=CONCRETE PIPE O 0.10% 5� _ I 112 w �. I RIM 25.40°C0 _.3. I 1 12"IE 1B.23 O -$AN -� II .Y ......_ rC`,I 7- I I 5� REPLACE 501 LF EX 8-RCP.CONNECTION INVERT OF 19.59 AT TYPE 2 CB TO REMAIN,PIPE SLOPE TO CHANGE TO 1.60%FROM TYPE 2 THROUGH UTILIDDR w `TSE`N 0 SO CROSSING IHROUGN SURFACE W I I f/l !r I IlDLIDDR I r - C516-1F Li LID 10 uralaOR ,•slow LID 25.11 ,. _ S. _. r.._._.-_. I 7� SEE SHEET C518F-3A FOR DETAILED GRADING PLANS (n / 1 Z I 65 DM LID- I18297 A� ( O I 12-PIPES(TOP OF PIPE) 2317 +�, O - 4 \ 1, 6, � N' I CONSTRUCTION NOTES \ O I I G oe• I 8 9 rp \`n `� 61 c I NOT USED o I � IB eod�� )i� I I REFERENCE DRAWINGS k' w B L D G � II h I SDW1 RTN1 RN-YD-CIBF-R,FOR REMOVAL PLAN d w l Q 0 4-0 8 90- I x �� 1�I O f/ '�I)EV N�iR�I 5K 149248 I UNABLE 10 OPENA 9EDWENTGCONTROL.PIN��ORAR1'EROSION d Z / j R MH I 'BIKE LANE' SSM RTN-YO-0515F-28,FOR UTILIDOR P R PROFILE I II \'r\�,` M 1�5 / �,.� / ! ( I I RIM= W1 26.49 RTN-YD-0516F-2A,FOR UEILIDDR PLAN R PROFILE o/c 0 6"a x I �DIA STD 92477 RT3B.FOR GRADING&PAVING PLAN NCTURE -YD-05 6F-SA FOR GRADING it PAVING PLAN N \ t\ V y "BILK[ E 12'CPP S)LE -21.26 di LID T LIDOR \� 1V II{'i3' ( RTN-YD-0516-1N.FOR&DG 0E-086-SSFM CONNECTION GENERATOR L' 9 RI H� �\,1�I O X PCO 5 ILADOERPONN)(C).NALL21.27 tt IT Ll UNKNOWN MH UNABL OPEN \ 8'Cfa} I SIGN f WEL RIM 15D47J25.53 ( %4'DOOR UGP FENCE _ "BOEI / +� O UNABLE ILO OPEN (2)7'X 9'DOOR OG/a-89 4 V ¢y EX BLDG(4-89 F 25.7 " 1 rj I '- FFE 1�yTI 7Y '. EXISTING [ATEG// � i 4 = �LL�I[LL� I r a I 15ORN NH TURNS E p -�_�R - - -_ _ - - - RIM 24.57 ..\ •�� ¢ - '�. ._. .... - S UNABL TO OPEN p D N PONDING AREA BECWVNLINK FW FW F NCE F\V FW I Lwj1 A B C ° E F G H J K L S°B� I DIPn CID RIM 8 T H STREET s c11 2 C77 yz '%i Iz'wC(N�2g 1e,37 SSMH Z c1s b i urnWOR u0 I ER MN V 12'CPP(5)l 18.37 6 7 C RIM - 26.213 I Z CI4 L^ UD= 25.76 v 4.5 X L5' = 48"OM STRUCTURE O C15 7 ttPE 2- 149246 I O e 7 cn5Sa INA �( Acc LADDER OK L O I - 71 24"DIP(C)I.E. 11.37 aw CIS gyp-• ECURRY FENCE 3K A A C 2" P ( )IE. 2.921 24"DIP(C)LE O. 6.97 C17 - X I /- 24"DIP(W)LE.-6.80 w CIO a F a O LADDER ON IN)WALL I - � •T v I C79 C10 - $ F, V a aUa 12 4w _ RIM= 26.38 C1p 2F5 r I 48'DM STRUCTURE C23 y TYPE 2 49474 -,POW MR/, p r r 'I O P 18 CPP(r CI4 uD h5.FF8' I,1 c (a48e1 /a Nc a C� CwVNII WRD(X;H'. ,.._ l I • 16 CPP(. 15029 Bothell We Y NE C25 - - IRON FE, DINT ;_ WATER LEY Suite600 C27 _ , h _ - _ - - - - - - A�ERDN ISSUED FOR CONSTRUCTION akeFPeetPa,KWA96,55 ��e Q a MATCHLINE - FOR CONTINUATION SEE SHEET C17F 20' 10' 0 20' 40' DRAINAGE PLAN 02.29.2016 civil structura I P 206 5230024 C29 KEY PLAN ° SCALE IN FEET SCALE: 1"=20' µw aEger,9 co c3D m IP ro scwc $ SYM REwMII n APPROVED DATE SYM R EVFAN aE OPROVI D DATE WE suelTrLE CuRRENF RM SYAEOL wTE ¢ o w cqe ACCEPTABILITY DES 02292016 A D4-086 SICAM UTILUOR W33ID951 DOG TO 02.29.2016 o�'�`y SPEMIS DESIGN AND/OR DRAINAGE PLAN W3310951 A 02.29.2016 - ` TO 0229.2016 SHEET r BDi��• bel,n APPROVED DEFT. DATE TO 0229.2016'° 04-086 STEAM UTILIDOR C16F-STS C36 0' TO 0229.2016 RENTON SITE uoe No. W3310951 cDMP NO. "A` CNIL MASTER RENTON°FG N°' RTN-YD-Ci6F-STS.DWG Technical Information Report— Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29,2016 J THIS PAGE INTENTIONALLY LEFT BLANK i I_ Davido Consuding Group,Inc. TIR_Boeing Renton Site Logistics Project_04086 Steam Utilidor_Final_Revision I 1 Technical Information Report — Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29,2016 1 1 1 r i 1 1 APPENDIX D Temporary Erosion and Sediment Control Plan 1 1 1 r r r r rDavido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I i Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 t THIS PAGE INTENTIONALLY LEFT BLANK ' Davido Consulting Group,Inc. ' T[R_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 MATCH - FOR C NTIN ATI N SEE SHEET C12G - - - - - - - - - - - - — - - — — - - � - - N 435 - - � - - - - - - - - � LEGEND RN 169 o x 28 DOOR POWER NH iCOT D4-28 ✓ /'� lb y`t CONSTRUCTION LIMITS I i' MNCP DIMFNt��` _ G 1 $ H-irL la-BEi, RIM=253 \ , .'� �FE = 1942 84' .rUR x h 37Dt. A 1 ` DM IO f � � � '� � � AsaFALT 3 r-,— �uNDscwE iuMP- �T 51 / n 3't 7 OpOk 12} "-(�`DEMOLITION DEMOLITION PUtrpRN 1s_7 ' C516 1H L L -� 1< 8E I CONCRETE SUMP 6 �5� ,E c ADOLR Orr(w t Ex B W� COl 3.5-28 ,'� SECUIN Rnt�NFENCE _ JDEMOLmON DEMO WALKWAY CABLES RUNNI�N�(BE6 N i5W} LADU�ERSON-(SE)WALL 16-1H I r fNUENSICN. ( 1 Sty_�SEf IELD DOOK NOTES CONSTRUCTION— li 1.451 / J( "" ' ENTRANCE i JI! NSW I.f `6.0.` =iF rFvTL - 596 �g t x1i 14}E RL URE - r'PL 2Y "- ` 134464 wM�3h0 A , ' �� PROJECT SITE SUPERVISOR AICRNETER BOX SD4 CC ,NW rE= 13.6A8 �?RcP t C C cy _ '+F,R(. LtAB>NDON_ �� RIMg 32486 / TOO (W) L- 14.08 a nn �' 2 75'X 1.80'INNER RN= 9 40 134-62 rl E W4:. _' _ LION., OF 1'CALr = 765 23007 1, 2fi DIA uG ( ..:L 1 / 4EWE-CLEANOUT II"CPP(NE - -- 8.83 8"UIP 'ERICA,PILI RUSH W"1H L1C by/i7 ". LID= 19.35 12 CPP 7b.8 G , � j,, ,Y WATER V' OVERHEAD WIRE WATER 18767� is TBpES CL FOR PROJECT WATER 19 t=- a^` V / UD i 9 / I UD 929 _�� /t C / , \ 4 40 1 6- ER DI ON ELEVATION=5b 40 S+ db 4.0 x 6.0 INNCR DIMENSION l It 1 / 38'CIA _ 13. 3E'Ou LID- 131220 �-'• s NO I = a.55 EWER W2*TOA7RF OF DIP o 15.39.RUNS(L-W) 't,.� \ , '� 4W UMP �� + LID�p�� * �� GENERAL NOTES wA`1R EVE = 1459 SUMP ,.59 t / 14' 1 CONTRACTOR TO DESIGN G SDMM ea8 /(Ubyy ` M / / GQ PUMA BASED ON PRELIMINARY PLAN PROVIDED BY a e 1� RIM 19,35 m / �\ � Jt� AND IMPLEMENT DEWATERIN 4 / OEVMTERING CONSULTANT 48 DU 57RLICTURE TYPt 4 1 r/✓� SCWE�R,�rF/yN / 26 CIA uD 1 1222 l ^ � FW--� 16 ,. SIG LIC pQ �p JCQ 2. POINT OF DISCHARGE FOR THE CONSTRUCTION 15'CPP(NE)I E 4 BE x t (^' ) FW! � > 'STOP' /�" OEYMTERINC IS THE ONSUE STORM SYSTEM. 15 CPR(SW)LE 'S°;: �` 1 1+50 WATER SUPPN T 1 1C Or tS k d, G 2'VA.Y " a 15 ,q 1�,�[ 6.5'SECURITY = 25. [[{{ xt5" 3. REFER TO THE EROSION CONTROL NOTES ON C2 ,A. WA ER EJEt 4.n` Q/ / / T \ ETER ih TRAFFIC IF RATED VAULT FOR p N /" /J" J�� 4 EXCAVATED SOILS ST� RESTRICTED. BE DISPOSED.AN AN FUSED !nDnLR ON APPROVED LOCATION IT'S x X 1. J CW� 5. EXCAVATED SOILS SHALL BE STORED AT THE APPROVED U _ T ,t [ D-9 GATE STORAGE FACILITY ONLY AND MUST INCLUDE 5 LgR 7E ` =d6.9?' 91CN CW CW e 8 5 SE r'� OQ SECONDARY CONTAINMENT D 5TORMWATER TREATMENT . . ��, ,�. RR SING` GATE N Vi Q AS NECESSARY MATCH EXISTING STORAGE FACILITY _ 7 CONTAINMENT NETH005 6 TO BE REUSED AS BACKFlLL. T N 1`x r'DOOk 17 7 I C91.. \ ` 501L5 MUST BE KEPT WITHIN THE ALLOWABLE MOISTURE �..- t5 ' ' ?' i AS DESCRIBED IN THE PROJECT GEOTECHNICAL _--Ex BLDG 14-82 x IGN / Q CONTENT w t 'HEADUG Q t 1 _,�'' OC REPORT N FfL t9... $ ,,,5 y( E� INSTALL TEMPORARY CB INLET i 2 / G/ PJT 330 PROTECTION TYPE 1 C51`6--I H O I I L-f z �- � R�E: �a:69 2 L� a�C�<N, CONSTRUCTION NOTES Z C> 4 i ER / MPH - / cZS 9 J4 '8 LID_ 2,�' ) ( ) - WATER LEVEL=1847 Cif . / 6D0 J:S X 3.5' I R R MEN A01- n// t . r,.. i ,{ / SUMP 17.82 � EXCAVATION LIMITS(TYR) N O - _ / � �. tiS 1 C 22 NIdNG FROM EACH WADI _ O DUST CONTROL ej ZI _-_ r'��! t'`• �� a �� " i/��4� L ��Q'�� ! t5 DOUBLE ;OMM VAULT FIELD BOOK NOTES SiS SiS A��N _ _ � CONTRACTOR HER CTODIVER TON PROVIDE TEMPORARY RY SHEET BERM OR SS I pC 5/ F RAN OW STORMWATER AROUND PROJECT EXCAVATION Q ,% JG=25.92 51 CJ M uc 3.0'LIDt�M/ a I ?--��U UGP _ 35 X ER DIAENSION Y IN - QGPf---P GP P Si SCEMP FIELD BOOK ( 1'L �Y U M 8 ✓. :.. C� X RUNNING(NE)8(5C)h � -✓� S F 2i7 /M SO M/ A s / rce caD Q Sit n JGP� J X M'POWEN YAULT / M JD=7519 2,8 X 29 LID- 1203387 U 35"INNER DIMENSIONS �y 1 UGF �" COMM VAU WATERS LEVEL - '84 TFIE) W x / ,.[' S LID- 4 2 _G_ OE /`'� x 2.9`LID- 3388 �IELD BOOK NJc I V1 8 WROUGHT IRON / 3-5 X 35`INNER DMEN90N w FENCE SEES L$1B CABLES RUNNING(SW)A(N) N 25.53 Ai RIB a.52 dl WATER LCVEL -21,69 1 Y-9 Jt0'X MINER DIMENSION SUMP 11,24 Z 4 t _i TO OPEN y 65 SEE FIELD 80 NOTES O CIN 00IA B C D E F C H N K L i d1 CPR(NE)IE. =21.97 Q CID �� .. F .. WATER LEVEL=21,87 Y, ✓ .�"��y i"�I/ f ,,.�j/ 6�7 SUMP 19.82 CI I c12 ns / ,y �3-4'C-3121,,EA 15KV 7-4'C SPARES I� C15 IV <` ? GAS /s�� /� REFERENCE DRAWINGS C16 / Y // StiS �, /i RTN-YD-CI3G-R,FOR REMOVAL PLAN Z C17 Q I N \\\/ RTN-rD-CUG-STS.FOR LR/JNAGE PLAN J C18 RTN-YO-0513G-2A FOR UTLIDOR PUN d PROFILE U C19 �' SN RiN-Yp-0513G-2B,FDR lRI000R PLAN d PROFILE t RTN-YD-05I4F-2A,FOR LfiUDOR PLAN d PROFILE C21 a ~`" RTN-YD-0513G-3A FOR GRADING 6 PAVING PLAIT C22 ' RTN-YD-0513G-3B,FOR GRADING d PAVING RAN C23 J I RTN-YD-0514F-3A,FOR CRAVING k PAVING PUN I C24 I I C2 s 15029 Bothell Way NE C25 3 , C28 O ISSUED FOR CONSTRUCTION Sa1e600 N �I Lake Forest Park,WA 98155 C27 d MATCHLINE FOR CONTINUATION SEE SHEET C14G TESC PLAN /� 02.29.2016 20' 70' 0 20' 40' P zossz3mza c29 KEY PLAN immom"icivil structural I F�V206.523.1012 SCALE IN FEET SCALE: 1"=20' V Ue9engEoom cJo N0 0�"`E wBirtLE GVRKEMT KMSON SYMIO4 Pi<sYM ILWsnN Iry APPROVED DATE SYM 9FVFCN IN APPROVED an w G ACCEPTABILITY DLS 02.29.2016 A M-OB6 STEAM UTLIDOR W3310951 DCG TO 02.29.2016 w�Fc THIS DE9KiN AND/OR TE.SC PLAN W3310951 A 02.29.2016 o� t TO 02.29,2016 + 91 K. SPECIFICATION 15 APPROVED 04-086 STEAM UTILIDOR 5-EET BOEiwc• h APPROVED BY DEP. DATE TG 0229.20,E rRLE C 13G-TESC C37 FIG 02.29.2016 RENTON SITE .NOB No. W3310951 mMP No. _ g DID ND'CIVIL MASTER RENTON RTN-YD-CI3G-TESC.DWG MATCHLINE - FOR CONTINUATION SEE SHEET C13F Ir. y�0p01\ ,1 14'IC �. LEGEND {... r ILI VE NLIN % CONSTR UCTION LIMITSGSI T J l ! ASRULT DOMTgN ME A IB 7 - ,l a 19. YHA*IV LID '46 DE40LRION C51�IH U�7 DEYIU A - 1� R R EVE /12601 f LID � �-� / / r�- -1 CONCRETE � � WAILK,IMY 279'1o25 - Y'\A q7 ` S .PR EVE tSl _ / L JDEYxIna+ DFLOUTION 1 / r WTR PIPE E 6.Z� ��"� i V I`�. v ` �-- _-� / CONSTRUCTIONS ENTRANCE / WA R LEVEL 5/5 -� , , �4kN5lOh I SU Si -fCERl01��1 I 4 i890 v � sore f @'' HIM 6� KKEO P '� �� 1 98 M �, r ' PROJECT SITE SUPERVISOR I v ;. / I i8D TWp LID-J12773 I . = 11211 r TW1'. ; ] C FOR PROJECT 21 TBDE B E I t C K IN v BAITER EV'e B'x 2. 49 7 _�- i 1 M. `ID 0 x= 20 0 fy 20 UE 679 VIA+[c Y' �1G `4FwMAIION, GENERAL NOTES I I. CONTRACTOR TO DESIGN AND IMPLEMENT DEWATERING I• ` --'1M , !" \ cW'�"- 1 -�' i _ / 0 Tk _ I VO PLAN BASED ON PRELIMINARY PLAN PROVIDED BY UiSIySS,` `j :.. O 1 A"FM `'` r WAIT R/C -Li _ 1, r / 1 R• I DEWATERNC CONSULTANT Y. POINT OF DISCHARGE FOR THE CONSTRUCTION CYI .1 SOUS STUCK i _ h DEWATERING IS THE ONSITE STORM SYSTEM, E UNAALE 7C OPF , �./ \ 3. REFER TO THE EROSION CONTROL NOTES ON C2-IA. sots _ / IIrr ;/ �r,�� PoM n 19.0 1 � 1 4. Nl EXCAVATED SOILS ARE RESTRICTED.AND IF NOT 1 -2 L1 x 1.2 INNER DIMENSION �,1 / / "/ < REUSED ON SITE.MIST BE DISPOSED OF AT AN SS UT1 STA t` RN 21.06 (E9801 V CO _i �� ''� / �� L ' " APPROVED LOCATION w / INV W 98t 4"M (Ej 1E. = 18.55 �� ` A i=' J ;w 5. EXCAVATED SOILS SHALL BE STORED AT THE APPROVED �_ SSMIr SUMP= 8.30 _ '` Y �/ /zq D-9 GATE STORAGE FACILITY ONLY AND MUST INCLUDE U \� RIM= t 9.71 - -/ , �� y. .$ 1 �mow- 1.' i ¢ jy`< "I SECONDARY CONTAINMENT AND STORMWATER TREATMENT I 48"DIA 57RUCtUR -TYPE 2 f _ �r i J AS NECESSARY.MATCH EXISTING STORAGE FACILITY W 1 74'qA LID �i 379 --% i i � 17 DTP ISY)LE. 12.2 i � � � Nd� r�,B� ,'qJ 1 CONTAINMENT METHODS.f TO BE REUSED AS BACKFILL, = o " i ' % 1,Ubt f CONTENSOILS T AS DESST BE CEPT WITHIN THE RIBED N ME PR0.1EUL0IAABlE MOIST URE 6'pP(NW)LE. 12.2t s CT GEOTECHNCAL. REPORT - � .lY w SDCB 481. L l 11 r.- s - q l ® 1 tADOEF ON Ni ` / ?, './ - S / O \/� INSTALL TEMPORARY CB INLET( ) PROTECTION TYPE 1 C516-11-1 N R14 19 2t I CQ Z I 1.2' Y L�INNER DNEN40N �, _ ;l r �'� UTILIZE EXISTING TEMPORARY CHAIN LINK 1 1 6'PVC(NW) E 18.t4 _ _ FENCE THROUGH PARK.INSTALL PERYE7ER WATER LEVEL- les N tA2 C516 1F LSDCB 47S % Or i PROTECTION O BASE K, FENCE SUCH WATTLE SILT FENCE,COMPOST SOCK,OR STRAW WATTLE N CJ Z SUMP= V.54 RIM 19 53 .. Z RIM Du STRUCTURE TYPE 2 / ACCORDANCE WITH APPENDIX D OF THE 2009 C51 G148'5 x 2 D LID - I198W /SJ / / '+ ..! NNC COUNTY STORMWATER DESIGN MANUAL OLD BRICK CONSTRUCTION 4 , 12-RCP(E)IE IriOB C', L 2'RCP(NW)LE = 14-98 w �Sv i L ✓ R� G 2'DIP(SW)LE-= 1643 v z c /1 r� 1, $ / �$ A 1 SouH-c 48(ABANDOPDED) o k ;/f c�l ✓ w rau=2O 99 �.�"�- �� k- 48'DU STRUCTURE -TYPE 2 d z I I 1.5'x 2.0 LID- 119800 .. V OLD BRICK CONSTRUCTION I, / 1 \ .o 15 RCP(N)LE = 1674 12'RCP(5)IE. ifi.99 � r,. \' J '^!y �� / //� / ✓1 ' pE 'LIMP 15 49 / L ...-- >�y zz IN, �56c� E 'c nK WIRE �✓� ✓9x� rarroa��: �� . ✓ y ,Nl Ni y (. N CONSTRUCTION NOTES _ WEEP DAILY o C 1' ✓ Sp A B C D E F c 7 STE R L ALL.. I EXCAVATION WITS(TYP) j -K,`y+ C) CI I © DUST CONTROL i R�'�/ `Z OLD CONTRACTOR TO PROVIDE TEMPORARY ASPHALT BERM OR ` " ti ✓ , OTHER DIVERSION METHOD TO DIVERT SHEET FLOW \ s TGP,nH, v F 1�. . 0 CI4 VR I STORIIYIATER MOUND PROJECT EXCAMATION , %`K: U C15 ZS 40 ' C16 REFERENCE DRAWINGS: /f �, o w D„ RTN-YD-CI4F-R,FOR REMOVAL PUN � CIB RTN-YD-CI4F-STS.FOR DRAINAGE PLAN �T., w C19 ,t I RTN-YD-0514F-2A FOR UTILIOOR PLAN 6 PROFILE ` / {� / , ? C20 j 1 RTN-YD-0514F-2B.FOR URUDDR PLAN A,PROFILE 2 / = C21 1 g RTN--1T)-054F-38,FOR CRNX4F-3k FOR GRADING NAG kLP PAYING P PROFILE (:'."FOUND AIR VAULT .LAN � _ / // C23�P 3 RTN-YD-0514F-3C.FOR GRADING h PAYING PLAN 2C 4-06-04 C24 I ABAA AS-BUILT SHOTS 01, 01 / EDGE OF DORIC VAULT AN[ F, / C25 BOTTOM OF 1'AIR UNE R wIo II y Y THROUGH.VAULT 15029 BdHe Wa NE C26 b - Sute 600 ' BOTTOM OF PIPE EL 21 . ISSUED FOR CONSTRUCTION �„ NQ a _. Lake Forest Park WA 98155 s MATCHLINE - FOR CONTINUATION SEE SHEET C15F ^ P206.523,0024 C29 KEY PLAN 20' 10' 0 20' 40' TESC PLAN /E'` 02.29.2016 civil structural F 206.5231012 Iv� U0 rqr TO WALE 9 SCALE IN FEET SCALE. 1- 201 wMweeN opO,- g y�,LL CIARNi RMSOM 511aeL d.R SYM REVSIUI of Acndm 0A1L SYM Alm" x AAPRIYEI DE,E �N W. ACCEPTABILITYR&D 02Z.2016 TESC PLAN W3310951 A 1 02.29.2016 A D4-086 STEAM UTLDOR W3310951 DOG TG 02.29.2016 E- w g y�R N ISMIESM p TG 02.29.2016 s.en �I BOEiivo� be ,� APPNOYED?/ . ElA1E TG 02 29 20,E TKLF a-os6 srEAM UTILIDOR C 14 F J E S C C 38 of ba TO RENTON SITE J M. W3310951 ..No. SS%«�aA g CML MASTER RENTON RiM-YD-Ci�F-TESC,DWG MATCHLINE --FOR CONTINUATION SEE SHEET C13G • ��j, — - - - - - - - - - - - - — — — - - � LEGEND A / 5 /J JT'Q J CONSTRUCTION LIMITS ,�✓ . /�� n@.�''� I ASPFMLI �i1J LANDSCAPE /�y)✓��.+�D' DEMOLITION 0516-1H DEMOUTgN CONCRETE DIENWr / / //v// L _J LITION DEM00516-1H �1 [MDUTgN 81 PIPE �� CONSTRUCTIOl1_ ENTRANCE PROJECT SITE SUPERVISOR I i /0 �� JOQ 730 �Q � / CESCL FOR PROJECT GH �, yY Q J� / GENERAL NOTES 1, CONTRACTOR TO DESIGN AND IMPLEMENT DERATERING PLAN EASED ON PRELIMINARY PLAN PROVIDED BY DEVAATERI NC CONSULTANT 2 DENATERING IS THE E FOR T CONSTRUCTIONHE ONSRESTORM SYSTEM. 3. REFER TO THE EROSION CONTROL NOTES ON C2-IA. LS ARE RESTRICTED,AND 4ALL EASED ONTSRE MUST BE DISPOSED OF AT IF APPROVED LOCATION 5. EXCAVATED SOILS SH ALL BE STORED AT THE APPROVED y� D-9 GATE STDRAGE FACLITY ONLY AND MUST INCLUDE SECONDARY CONTAINMENT AND STORMgATER TREATMENT L) AS NECESSARY.MATCH EXISTING STORAGE FACILITY LW. ` I CONTAINMENT METHODS.IF TO BE REUSED AS BACKFILL. _ �ti5 SOILS MUST BE KEPI"IN THE ALLDMIILE MOISTURE w g/3 / I CONTENT AS DESCRIBED IN THE PROJECT GEOTECHNICAL �T ///''� REPORT In / CONSTRUCTION NOTES Z/ 'lop \ y ytiy/ © EXCAVATION LIMITS(lYP) /F P R--. DUST CONTROL I REFERENCE DRAWINGS I RTN-YD-0514F-2A OR,FOR URLD PLAN A PROFILE ao Z 1 S ry RTN-YD-0514F-311,FOR CRAIDW t PMVING PLAN 4 1 ITT N-r0-C14FrR FOR REMOVAL PUMA RTN-YD-CI4G-SRS.FOR DRAINAGE PLAN •• U V• I SS\AI \ \ I _ 7ER VLT r13674 = A 28.16 TOP OF DIP = 24.76 & 23.66 \\K ILA g JMP - 21,16 [E FIELD NOTES w W _ W ti\ TDP CON � - � V1 1 \ / / IZO A B C 0 E F C H jK L 1=2349 ROD CIO H- c,2 Y Ip C13 1 \ I V C14 I C 05 C16 C17 W Q \ Z C16 C19 C21 C22 as cx4 I C25 15029 Bothell Way NE (,'j6 Suite 600 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ISSUED FOR CONSTRUCTIONi Lake Forest Park WA98155 O MATCHLINE - FOR CONTINUATION SEE SHEET C15Gcn 20' 10' 0 20' 40 P.206.523,0024 C29 g TESC PLAN KEY PLAN N SCALE IN FEET SCALE: 1 =20 N Fr 206,523,1012 dcge�9 corn 5YM lxvom IN APPpIEp DATE SYM NEWAN IN APPWKD DATE WBT a cu""EW RM59N stxEOL DATL A 04-086 STEM UTILDOR W3510951 DCG TG 02.29.2016 �H�w_c THIS DESIGN AND/DN OILS 02292016 TESC PLAN W3310951 A 0229.2016 ,. 9 SPECFCATKW 15 APPROVED SKE, FR TG D229.2016 C14G-TESC C39 BOE/A/Li• awl m APPROVED eY DEm. 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POINT OF DISCHARGE FOR THE CONSTRUCTION (�) �� /� FENCE DEWATERING IS THE ONSITE STORM SYSTEM. --- �� TL / I 3. REFER TO THE EROSION CONTROL NOTES ON C1-f INTAKE PPE A RIM / ~ fi PJC(Sr IE 4. ALL EXCAVATED SOILS ME RESTRICTED,AND IF NOT m 4'(4)ST D CABLE c [l REUSED ON SITE,MUST BE DISPOSED OF AT AN r 41 SDMN FENCE n n t f / r Ml / APPROVED LOCATION W RE =21.86 STS ' l ',( - S75 Tc 1 _ / 5. EXCAVATED SONS SHALL BE STORED AT THE APPROVED 36'DIA STRUCTURE -TYPE 2 8 DIP U 17 gASLID- 134097 0-9 GATE STORAGE FACILITY ONLY AND MUST INCLUDE SECONDARY CONTAINMENT AND STORWRIATER TREATMENT IY RGA"N LE.= 17.90 r 4 t�� - l�7 � AS NECESSARY.MATCH EXISTING STORAGE FACILITY �) n SOCB Q ro h ?* LJ 8`DIP(E)I.E. 17.90 RNA= 24.32 4 '� W 12-RCP 9 I,E. = I7.71 ( / CONTANMENT METHOD$.F TO BE�D AS BICKFIIL, _ () - 2.0'x t.7'INNER gNENSI I j t/G4B` �: A / SOILS MUST 8E KEPT D IN THE OUECT GE MOISTURE OLD BRICK CON rYPE 1 - 1178M ," T .- (EN"E CONTENT AS DESCRIBED IN THE PROJECT GEOTECIRRACAL WATER = 17.06 r . 1 I REPORT - 8 RCP(E)i E.= 11.11 ,; r NL.WjT { U00 ON(N) L I 8'DF(W)I.E. = 19.4 5W,,,ltr/ / / �INSTALL TEMPORARY CS INLET m WATER LEVEL- 19.42 { 'rr - PROTECTION TYPE I C51��--IH �n 1n SUMP= 18.02 ' � O I SOCK 529 I �j// 1 A 1 UTILIZE EXISTING TEMPORARY CHAIN LINK I—=� I I RM= 2320 I I7 1 /� FENCE THROUGH PARK.INSTALL PERIMETER C516-1F j I.50 x 1.95' ER DIMENSION J I /' 1 1 PROTECTION AT BASE OF FENCE SUCH AS SILT POWER NH YI TYPE 1 - (I 79 !! 1r FENCE,COMPOST SOCK,OR STRAIT WATTLE IN - Z LID = 12.52 N (N) = I �A' ACCORDANCE WfTH APPENDIX D OF THE 20D9 O I40'z 7,0'OUTER DIMENSION 65 8'R 6'PVC 19.7 19.75 0 / r /r Ij*O0 / / I KING COUNTY STORNWATER DESIGN MANUAL C516�-IF M.DLA LID- 134040 wJ / REFERENCE DRAWINGS CABLES RUNNING(NW)A(S) o x r 1 O WATER LEVEL= 16.91 l W SUNP = 15.68 RTN-YO-CI6F-R.FOR RDK)LWL PIIA LADDER ON(N)WALL RTN-1'D-CI 5F-STS.FOR DRAINAGE LAN - C W 8 Ow j ' C., 'z // / / I RIN-19-CSI4F-2B.FOR UTLLIIOOORR PLAN AN A PROFILE PROFILE Z, x I 1 2 I R N B 22.49 w � l � RM-ro-CSI5f-71k FOR ML 1 I I IRTN-rojs15F-2B,FOR urILIDDR PUN t PROFILE � 2.0'X t.7'INNER DIMENSION �� I (� � I I RTN-ID-CSIIF-3&FOR GRADING h PAVING PLAN e TYPE 2 RTN-YD-0515F-3Fk FOR GRADING k PAMNC PLAIN - xt V >> DIP(W)IE= 16.34 13F50 / / RTII-ro C515F-$FOR GRADING k PAMNG PLAIN WATER LEVEL= 16.34 SUMP 16.894 N I ! 4 Cr., � W = � // I= it � 1 Gn t 2 � 4 B 4,I / )O p I � 14100 PPP Z A B C D E r G n N K L CID I �11 i CI I a I Z C12 O C13 CI4 M C13 I E �rTi. r1 I C16 I C17 u Z C16 J C19 T I r 1 5+00 $ I I U C20 , I C25 16029 BNVe1l VJaY NE as O - - M�TCHLINE—F $ ISSUED FOR CONSTRUCTION S"'es°° N — , Lake Forest Park WA 98155 C27 - - - - -JOR C I UATI 20' 10' 0 20' 40' ' ,` (� F 2DD623rtguc TESC PLAN �v`J 02.29.2016 P 206523,1012 r39 KEY PLAN w.wi.Oc9erryr.com C� Na*To T�i4i SCALE IN FEET SCALE, 1--20' sYN Iasa 61 APTA161E0 DATE sYM NHWTNN N A wwo DATE cuaW 1095 r sneoT / ,MN w. ACCEPTABILITY OILS o2292a16�� TESC PLAN W331D951 A 02.29.2016 4� A 04-086 STEM UTLIDOR W3310951 DOG TG 02.29.2016 v D THIS III A•/0R TG 02.29.2016 sncn BOE/A�'6• %. "`A 'K '�` C15FJESC C40 6e 1� APPRora ar oEPT. HATE TG 02292016 04-086 STEAK UTILIDOR $ TG 02292016 RENTON SITE J0Bw . 46 W3310951 j �SSbNAL CML MASTER RENTON OIIG RTN-YD-CI5F-TESC.DWG MATCHLINE - FOR CONTINUATION SEE SHEET C15F LID TO UTLIDOOP ST0040 I - T - I' - - - - - - - - - - - - - - - - D LID=23.89 IS+50 LEGEND 1,18375 CONSTRUCTION NOTES I UNABLE 10 OPEN I J� _---- WALKNAY ,A HI�i �, -CONSTRUCTION LIMITS 1 spce +-�- I' - srrtEv dun(7rn) RIM=24.14 -�-$T$ \ I' I, 1 ASRALT / IANDSCAPE 2.0 % 1.7'INNER DIMCr•• I EXCAVATION LIMITS(-P) DEMOLITON DEMOLITION TYPE 2 I 18-^�-"�-' C516-1H �//�-/l 8"RCP(E)IE 19.5` \ BUST CONFIRM 1- 1 �� 8'RCP(W) E - '9-.. .. 1 �!( I �` I -SJCS .}. ' © L _ J DEMOLITION�� 1�/LJ DEMOLITION WA R PVC($E)I.E. - ,��. �,� 1 i i !� -..�. ;--LZ REFERENCE DRAWINGS CONSTRUCTION- SUMP WATER LEVEL= i9.35 �9WP Mf• I�. '' SUMP= 17.54 �� III:-216 V 5 E�Q... I _ I RTN-YD-CSISF-ZB,!OR UT PUN Q PROFILE L2-LYtJ ENTRANCE � I / I I I y I RTN-YD-0515F-2A FOR UIILIDOR PLAN L PROFILE SDCB 53t SSS�" 16+DO .1, .1 FOR GRADING 8 PAVING PUN RIM- 1}46 ✓+ PI 21VY7 20 x 0.8�INNER ON, 17f I I I I I RTN-YD-0516F-3A,FOR CRAor4c L PAVING PLAN 1 PROJECT SITE SUPERVISOR 18348 'I I RTN-YO-0516-1N,FOR BLDG M-086-SSE CONNECTION RCP(N)LC. 21.56 2 / f 7� I I I A I RTN-YD-CI6F-R FOR REMOVAL PUN T00 h1 RTN-YO-C16i-$T5.FOR DRNMACE PUMP 1 I CESCL FOR PROJECT ' $TEAM VAULT I 1 I� TBD LID= 24.79 i I t 4 2J''DW LID-0783 I� � IqI - I I 1 STEEL PIPELE. -231S 235 I I ' I 116i�° I GENERAL NOTES 1. CONTRACTOR 70 DESIGN AND IMPLEMENT pEIMTERWIG GP PLAN BASED ON PRELNpNARY PUN PROVIDED D1' DENAT OF DISCHARGE CONSII FOR POINT THE i STRUCTON "RI I F'WROUGHT IRON I NT 2. DENATERWG IS THE ONSITE STORM NSYSTEM. 1 6 ICE 3. REFER TO THE EROSION CONTROL NOTES ON C2-IA. b 9 s I I IALL 4. REUSED ONT$RES M _UST BE 116POSEII OF AT IµNpT LLJI I APPROVED LOCATION to t 5. EXCAVATED SOILS SWILL BE STORED AT THE APPROVED u / 9 II *� fC I 0-9 GATE STORAGE FACILITY ONLY AND MUST INCLUDE SECONDARY CONTAINMENT AND STORMWATER TREATMENT CONTAINMENT METHODS.N TO BE REUSED AS BACKFILL. W I C z- ��I I AS NECESSARY.MATCH EXISTING STORAGE FACILITY = I 0 o u Vl I, I � 1 1 CONTESOILS NT AS DESCRIBED INKEPT I7HE£PROJEC�CEEOTMEC�TIYNCAL W I uD TO U7ILIDOR �. $ 'tA REPORT (� )- .�_ _ -. , V ^� j: 5. I �INSTALL TEMPORARY CB INLET N UD IA LID c,a 1 ""'" PROTECTION TYPE 1 C516-1H O I (2)512'PIPIES TOP 097 PIPE 23.17 $ 1 I1 / l I CHAINISTING TEMPORAW Z URLRWGHIZE XPARK.N$T PEIBMETER LINK FENCEH SUMP=21.17 IyI c 1'( \ �C"o' I I I AT BASE O!FENCE SUCH AS SILT FENCE, C516�1F - Z W@COMPOST SOCK OR N. .RB M1h�rfi \\ ~ m I I I 1 ACCORDANCE WRH APPENDIXMD"OF 11 2009 O W I LL7� \ \P �-y KING COUNTY STORMMATER DESIGN MAMA- C516-1F V EXISTING I. e`J I B N , I I6 I I I�UTILIZE EXISTING CONSTRLX]TIDN ENTRANCE OR III 1 I INSTALL NEW TEMPORARY STABILIZED u- B L D G 1 ' 00 1 111�I I I I I I SDMH CONSTRUCTION ENTRANCE C51 -1 �) - I (/ RIM a' 1x 1I / 'OVERFIE��11 W E I (924B 6[.. sz I ® #0 4-0 8 9 � , 1 I R 1$I�V�TIQN�1� "$BIKE LANE' UNABLE TO OPEN M �lrr / SSMH d ='IA11 /L (l., V�;�.". RIM=26.49 ee H '\ 6 CH x 1 I 48"CIA STRUCTURE TYPE 2-J49247 $ U' LID T LOOR y 2 J "BIKE E t2'CPP(5)LE 21.26 1 GENERATOR LID= 9 PAR MH c 'A"'� RED 9 12"CPP(N)LE. =21,27 A Ri I v RIM=25. / UDDER ON(E)WALL I fi ITOF UNKNOWN MH UNQ OPEN �/ SIGN 1 WEL 9 J M730 ( X 9'DOOR _ BOEIN I RIM =25.53 (2)T X 9'DOOR DC t4-89 PEN N UGP / ` UNABLE TO O EX BLDG A4-89 F 25.7 m - EXISTING FEE =25.7 r BLDG W U MH 0 01 1( Q CATS - I VT RDA Li UNABL470 OPEN ..;� a - VT 8'CHAINLINx '::I FW FW F FW FWJZ I O A B C D E T G H 4 K L �. PONDING AREA FENCE 1�-SD B ��11 DIP 9 I j C10 FR 4 I RIM=25.37 CII s 48 �AS,� I o " 8TH STREET ? C12 12"PVC(,N129 18.37 C -�qqSSMIH O 13 YYYY,•„!((�..----��III UIILIDOR LID I V C Q ER MH u 12'CPP L 16.37 6 J C RIM- 26,28 C14 S 1,170- 2575 IL : )( ¢ 4.5 X 4.5' 48"DM STRUCTURE 1 It LuN" I 7 CI IYHNAT4 'r )$( = A N SADDER ON UM IT / L .' TYPE 2- 149246 O C15 ECURRY FCNCE j$( - 24'DIP(E)I.C. = 11.37 C16 X I IA Al ( ) C. 2.9 c 24'DP DIP(W)1LE. =680 W C16 'T n� LADDER ON" I= C19 O I I C21 ��c�C Iz' o RIM= 2.38 C22 19 48'DA STRUC111i Cgs ERy, I _ c:. D=25. I P 18'CCPR x I C24 C_ �i i 124801 I "tea �� 1 14"CPP I C25 C / ¢ CHNNLII) WROIKHI T O 18'C LE 15 ee 680 hell Way NE C26 MATCHLINE FOR CONTINUATION SEE 1 - - - - - - _ _ ISSUED FOR CONSTRUCTION G27 NO RDN TE LADDER ON Lake Forest PaTK WA 9815E ` 20' 10' 0 N. 40' SEE SHEET C17F DICIP 206523,0024 C29 KEY PLAN TESC PLAN 02.29.2016 SCALE IN FEET SCALE: 1 =20 N F 206523,1012 wYw.dOgangr oon C30 NOT To Suu g SYM REIGN BY AwroRIO IA1E SYM PEV6ON 91 APPAO E5 DUE y w c ACCEPTABILITY DPA 0I.29.2016 04 DATEweTTnE clATnam AXYISINN 5xAE0. pATT A D4-086 STEAM UTLIDDR W3310951 DOG TG 02.29.2016 �N /Ot W3310951 A 02.29.2016 �`o TH5 0ESIGN AND TO 02.29.2016 TESC PLAN ry �ay SPECFK.Al1011 I$APPROVED 04-086 STEAM UTILIDOR saEE* tp BOE/A/G' ��Q��g� DEP. DATE TG D229.2D,6 T C16F-TESC C41tp P - 02 TO 0229MI5 RENTON SITE NO. W331D951 Cow NO, 37c s d �0 L I CIVIL MASTER RENTON oAc NO' REN-YD-CI6F-TESC.DWG L 74 _ (12n) I1 �\. alnrTNaHr TAet 1-�//' FILL PPE IX CONCRETE JOINT CONCRETE OR ASPHALT SEE ON CONCRETE PAVING PUNS AND DETAILS) I WIDTH VARIES NIa�I DI111I111W � rF'/ A01AeNX HaXa elrX r ORllEO DOWEL BAR I�B 3 —�{ EX CONCRETE JaNTS PER P°iNT AYNG PLAIN wNM+IIId UTIUDOR 4'SCR.40 STEEL PPE o P PER PUN PART TRAFFIC YELLOW , I 425 SO. \ �[ ] E PAVING BASE COURSE SE FN.FL l STEAK PIPE 12[ilTS]50. ., (UNLESS6OTHERWISE PUNS AND DETAILS) ELEVA7pN PER I WP.NI 6'MN MECHANICAL2'3 E%CAVATION WIDTH NOTE°ON PLANS)[152] OR AS NECESSARY FOR STRUCTURN.FIE.ON6rtE GRANULAR FILL INSTALLATION OF 2x - SUTAE1L FOR STRUCTURAL FILL ON =21SeeVaeet erg. III &J NNrE �ANDOF1NCr ELECT BS95.SAND.PITRUURAL FILL OPTIONS P_______ CONCRETE [216] v[�---4'YIN ROCK.OR GE (150 RIRMIN)CRUSHED captured eeninu We roll. BASE 30OD P51IC�OTECHNICAL REPORTPSFOR DETAILS e?e D►YSZURN HEAVY-DUTYSTR11ClUT" UTILIOOR RISE,Usll k LID PRODUCT NUMBER Z535 THICKNESSES PER PRECAST AEND VERTICAL 2•MIN I OR APPROVEp EQUAL MANUFACTURER OR STRUCTURAL BENDS Sa OVEREXCAVADON VARIES BETWEEN; PLANS IF CAST-IN-PLACE REQUIRED TO NOR-N-SEAL PPE SLOPE AS 6'M 18'DEPENDNO ON '.:-- 3'-5'1�-125—) 1 1 / -- ACHIEVE I�RT INDICATED ON AIBCRAOE CQNOIiIONS CEOTECH I/ �I` I ELEVATIONS NOTED KOR-N-SEAL PUNS TO DETERMINE EXTENTS OF SEE STRUCTURAL PLANS .. NATIVE MATERIAL 1 _R•-1C DIA ON PLANS DMDKXCAVAIDN NO SUBORDE FOR UTLOM CONNECTIONPRECAST-(tOO400rrIm1 OIA(4-) PREPARATION.SEE GEOTEOINICAL DETAILS(HELD PLATES) WA FACTURER CONCRETE BE GRANTED _ _ REPORT FOR DETAILS PRECAST OR APPROVED EQUAL LIDOR DRAIN Live Stake .� STORM DRAIN 48„Wx42„D TUNNEL CROSSING SECTION BOLLARD SCALE: NOT TO SCALE C513G-2A, C513c-2B,C574F-2B&C5I4F-2C SCALE: HORIZONTAL 1`-5' - VERTICAL 1°-5' C513G-2A,C513G-2B,C516F-2A ' " "1 X1 Stake � TYPICAL CROSS SECTION odor (25,25mm) SCALE:NOT TO SCALE C516F-2A & C16F-STS SCALE: NOT TO SCALE C513G-2A,C513G-2!LCC514F-3A&C516-IN `i NOTE. 1.Saev roll mNel4tioo regoiaa the plecaowK dad ewac ereldag of[he mll in a aeac6,3'-5"(75-125mm) deep.duA ov coeNw.rwoflvma mt be WovW b rm order or anwnd rofi. 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PUNS AND DETAILS) 1 j "(UN WITH 2.14 GAL 0Q /F1 I M.W.FZaOR EQUAL --�) L TH OR3AS%NECESSARY'CAVATION DFOR I'TO 1-1/2' an INSTALLATION OF STRUCTURAL FLL.ONSITE GRAN"FILL HASHED GRAVELUiL100RAND SUITABLEFOR STRUCTURAL FLL ON OR PEA GRAVEL WATERPROOFlNG SELECT BASIS.STRUCTURAL FILL OPTIONS NEWLY GRADED OR PIPE MATERIAL CON 1Y D LADE SILTY SAM.PITRUN,RECYCLE • a GANGRENE,CRUSHED ROCK OR COT fe IIA DISTURBED SIDE a" ," PER PLANS OVEREXCAVATION VARIES BETWEEN ( D SLOPE ' .// - r 150 PSI MN SEE(GEOlECHWCAL SLOPE 6'TO 18'DEPENDING ON REPORT FOR DETAILS I .GEOTECH .• �.I � T.r �T,�,�n -. �,f �1 I�'I ,'�l r __ — /_—_ _—_—_—�— SUBGRO DETEOMMANEE EXTENTS OF UTIIDOR EASEL A LID OVER CA ION AND I I I i ___ _ PREPARATION.SEE DE GEOTECHNICAI ,' ," ". ::. IN T J— Id(NESSES PRECIS N REPORT FOR OETAILS MANUFACTURER OR STRUCTURAL ,j �RITIAE SEE SIRUCTINNIL PUNS PLANS F CAST-IN-PLACE II i II II I I I AMINE MATERIAL 1 CONNECTION I I 1 FOR lI1IDOR I L ��_.__ _- -- ____._. 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OR AS APPROVED OR DIRECTED BY CONSTRUCTION MANAGER EQUALS HALF OF STEEL SPLIT SLEEVE CASING WALL THICKNESS THERE SHALL BE NO EXPOSED GALVANIZED MATERIALS OR ZINC CASING SPACERS s APPLIED SURFACE TREATMENTS ON ANY EXTERIOR OR UNDERGROUND COMPACTED LOADING WSDOT STD.SPEC.9-03.12(3) 'e BOLTED FLANGE MATERIALS OR SURFACES(EXCLUDING INTERIORS OF UTILIDORS AND RUBBER GASKET OR CDT AS DIRECTED BY CONSTRUCTION MANAGER VAULTS).ALL GALVANIZED OR ZINC APPLIED MATERIALS OR COATINGS SHALL BE PERMANENTLY PAINTED OR COATED TO PREVENT EXPOSURE E%UTILITY r0 OF THE GALVANIZEDIZINC MATERIALS PRIOR TO INSTALLATION OR STEEL SPLIT SLEEVE CASING REMAIN N PLACE COMPLETION OF CONSTRUCTION. END SEA END SEAL = �' PoBK HAUNCHES UNDER RIPE HAUNCHES C516-IF `s END SEAL BOLT AND SPACING MANUFACTURER DTll TYPEAER EX UTILITY TO UNUISILA RED NEW PPE DA. TOP OF E OR TOP O END SEAL FOUNDATION OR TOP OF ROIW N PUCE SUBGRAOE 30' NHENR/t D« 12 FOlXDA1lON MATERIAL BOLT SPACING&TYPE I,SD H 18'(WNEN D>� 14' WSOOT STANDARD PER MANUFACTURER RUBBER GASKET 71 � SPEC.9-03.1-03.17 AND 9-OJ.IB BOLTED C CASING SPACERS FLANGE FIRE (F) & WATER (CW) LINE $ g CROSS SECTION B sB TYPICAL TRENCH SECTION �_ 3 STEEL SPLIT SLEEVE SCALE. 1'=4' $A W/SPACERS, C516�-1F SCALE: NOT TO SCALE C513G-2A C513`13-213 k C516-1G C516-I F s t.600 ell Way NE 3 —1/ ISSUED FOR CONSTRUCTION Lake Forest Park WA 98155 SPLIT—SLEEVE DETAIL—PLAN VIEW CROSS SECTION A tiA 5 A SCALE: 1�=4 C51�2C SCALE: NOT TO SCALE C516--1F 02.29.2016 P.206523.1012 F:206.523.012 sw.w.do9ergr.com F '8 SYM FEMSIUI BY ACProNn OVE Sri ramm Of APPRIMAD art0229.201 L\AeICNr IL0951 smlOL OAR NNG �cEP�IUD °Ls o2n2o16 SECTIONS&DETAILS w33to951 A o2.2s.zols A 04-086 STEAM URDOR W3310951 DOG TG 02.29.2016 ` � DNS 2 SPECf1CATION 6 APPRD1m 1G 02.29.2016 seA:LT n M",FZA/Ge a+ fNNI In APPROEDof I DEW.I DA TG 02.291016 mx 04-086 STEAM UTBJDOR C51 6-1 F C47 1 11 TG 02"3016 RENTON SITE w3310951 g Na Na ess L aID NL CIVIL WESTER RENTON RTN-YD-0516-1F_.DWG ASPHALT AC PAVEMENT REMOVAL NOTES: NOTES: LENGTH PER THE OPT) AC PAVEMENT. 1NCH TO 1, AC PAVEMENT SMALL BE SAVED FOR FULL DEPTH OF AC _OSHA _ SLOPES STEEPER THAN,�.;, EXCEPT FOR ROCK)L SORT AS RE( REVENTS SIDE DEVELOPMENT RETRIEVAL OURED fPSI NO INSPECTOR SYSTE 2. OVERSAMNG OF ADJACENT AC PAVEMENT SHALL BE ACCEPTABLE FOR TO PROTECT EXISTING STRUCTURES. DRAINAGE GRATE 5 MIN 1.FOR AC PAVEMENT REMOVAL.C515`--1H THE AB50LUIE MNANN DISTANCE REWIRED TO SAN FULL DEPTH DRAINAGE OF THE EXISTNG AC PAVEMENT TO DE REMOVED. 2. VERTICAL TRENCH WALLS W/SHORING(IF OVER 41 TO CONFORM TO GRATE FRA1� 7PoM GRATE 7 OSHA REGUAIDIS. R=25'LAIN, RECTANWIAR 2.FOR CONCRETE REMOVAL UIATE SHOWN C516-1H 3. THE CONTRACTCR STALL TAKE EXTREME CAUTION TO AVOID ANY }, SAWCUT FOR EXCAVATION SHALL BE NEAT VERTICAL CUT VINO FINAL. DAMAGE 10 ADJACENT EXISTING PAVEMENT WHICH 6 TO REMAIN. SMCUT FOR PAVEMENT PATCH SHALL BE WITH SAWCUT MACHINE. SEDIMENT MO OVERFLOW SAMEIIT EXISTING pANAI',E WHICH OCCURS MAY RESULT IN THE COMPLETE BYPASS ASPHALT PAVEMENT MEET EXISTING BASE AND REPLACEMENT CF THE DAMAGED PAVEMENT AT THE DISCRETION OF EBRIIS PAVEMENT THICKNESS, THE ENGINEER.ALL COSTS ASSOCAIED WITH THE REPAIRS AS A 4. SEE BASF TO BMSG GUIDELINES FOR SHORING AND EXCAVATION IN BELOW INLET L EXISTING SURFACE COURSE "-• EXCEPT NOT LESS THAN RESULT OF DAMAGE SMALL BE INCURRED BY THE CONTRACTOR AT PROXIMITY TO BASF TRACKS,SEE PROJECT SPECIFIC APPROVED GRATE DEVICE OVERFLOW'BYPASS TACK COAT FACE OF D SECTIDN NO COST TO THE OWNER. VARIANCES TO BNSF STANDARDS,SHEET C2-IC (TYP.) CUT AND EACH COARSE 5, SEE GEOTECMNIGAL REPORT FOR SHORING RECOMMENDATIONS. FIEIERED C-8'OUARRY SPALLS WATER —_ 1=� 6. SEE STRUCTURAL%INS FOR SHORING DESIGN DE7NL5 1. RIE THE BELOW INLET GRATE DEVICE(BIGD) EXISTING BASE COURSE S506-4D CEO-iE%TILE FABRIC FOR THE STORM WATER STRUCTURE IT WILL PROVIDE FULL WIDTH SERVICE. EX671G AGGREGATE BtSE EXG1.AC PAVEMENT TO BE REMOVED [MST.AC PAVEMENT TO RE" 2. THE BGO SHALL HAVE A BUILT-IN 12'MIN.THICKNESS AREA INGRESS/EGRESS • HIGH-ROW RELIEF SYSTEM(OVERFLOW . H II PAVEMENT PATCH WIDTH VARIES I I BYPASS). I I '�. i II NOTE: 3 THE RETRIEVAL SYSTEM MUST ALLOW SAW CUT COMPLETELY 12% SIABUZED ACCESS SMALL BE USED N ALL AREAS OF THE STE WITH VEHICLE REMOVAL EC THE ABIGDTER WITHOUT SPICING NEW CRUSHED SURFACING THROUGH PAVEMENT SA�UI FOR 12'3 THE COLLECTED WTERNL. EXCAVATION WIDTH VARIES TRAFFIC AMID PAINED,ACCESS WILL KNOW CO SIPS.CIDER MEANS OF ,OP COURSE901 3 PROVIDING STABUZED ACCESS WILL BE CONSIDERED. 4, PERFORM STANDARD SPECIE N ACCORDANCE SPEC 9-03. 3 P/AIEMEMI PATpf SAWCUT SAWCUT SAWCUT FOR WITH 305)ARD SPEGFOGTION WSDOT / /// FOR FOR PAVEMENT EXCAVATION B-0I,}(15). / � "AC'. r EXCAVATION EXCAVATION STABILIZED CONSTRUCTION CB INLET PROTECTION TYPICAL TIE—IN TO EXISTING ENTRANCE o TYPE 1 SEC NOTE I � � PAVEMENT SECTION � ACCREq,E � J � SEE NOTE 2 C16F-TESC 'IDT'D SCALE C13G-TESC, C14F-TESCCC115F-TESC &Ci6F-TESC ALE:1'-4' C516-1H BASE/Rem 4.DI r MAX MAX Z3 21 MINIMUM CLASHED SURFACING BASE COMPACTED ND PG w-22 COURSE Ws°oT SPEC 9-0},9(3) PAVEMENT REMOVAL D,IEIDOR/WIIA,PER pAPRK C516-1HTACK AND SEAL EDGES A COMPACTED 1p AT LEAST 96,1 OF STRUCTURAL PLAN MAX DENSITY PER ASTM D1557 NOTE ,�— THERE SHALL BE NO EXPOSED GALVANIZED MATERIALS OR ZINC AC PAVEMENT SECTION TYPICAL TRENCH EXCAVATION APPLIED SURFACE TREATMENTS ON ANY EXTERIOR OR UNDERGROUND NOT TO SCALE C13G-R, C14F-R, C14G-R, C15F-RE & C16F-R NOT TO SCALE C513G-2A, C513G-2B, C514F-2A 4F-2B MATERIALS OR SURFACES(EXCLUDING INTERIORS OF UTILIDORS AND C13G-TESC,C14F-TESC,C14G-TESC, C15F-TESC &C16F-TESC C514F-2C, C515F-2A,C515F-2B& 16F-2A r++ , VAULTS).ALL GALVANIZED OR ZINC APPLIED MATERIALS OR COATINGS SHALL BE PERMANENTLY PAINTED OR COATED TO PREVENT EXPOSURE DRIFT OF THE GALVANIZEDIZINC MATERIALS PRIOR TO INSTALLATION OR PIN SUPPORT BEAMS PROTECT PIPE WITH COMPACTED EXISTING COMPLETION OF CONSTRUCTION. 3' MIN SUBGRADE PER W/ B"x24'MIN SLEEVE AT EACH CHAIN i H I T 9 �A36STEEL HOIST. SEE NOTES TYP CEO EC N CAL RE PORT AND H ' CONSTRUCTION NOTES. GEO EC LAICAL ENGINEER' S _ RECOMMENDATIONS �>,i r� ,� r i CS1`/1 EX PAVEMENT UNLESS NOTED OTHERWISE. TEMPORARY PPE SUPPORT CONSTRUCTION NOTES 1jLPORTLAND CEMENT CONCRETE (PCC) o g ' ;��,��,�� ;,�;\;;\> ALL FIRE LINES SHALL W SHUT OCIN WHEN TYPICAL ASPHALT SECTION PAVEMENT REMOVAL NOTES: FIRE LINES. N CROSSES SHUTDOWN Is WITHIN WITH 20 FEET a ` x � 5' MAX SHORING.lYP FIRE LINES COORDINATE SHUTDOWII WITH SCALE:1'=4' C13G, C1417, C14G, C15F, C16F I. ALL EXISTING DOWELS AND DEFORMED BARS SMALL BE SAWED TYP CONSTRUCTION MANAGER AND BOEING FIRE, OFF AT THE INTERFACE OF THE REMOVAL LIMITS PAVEMENT w EX WATER WIN 2. NOTIFY THE CONSTRUCTION MANAGER OF ESTIMATED C513G-3A,C513G-3B, C514F-X SMALL BE SAWED FOR FULL DEPTH OF CONCRETE SUB.AC BASE START DATE.CONTRACTOR SMALL NOTIFY THE C514F-3B,C514F-3C, C515F-SALT AND AC SUB BASE. CONSTRUCTION MANAGER 2 BUSINESS DAYS BEFORE C515F-3B,C516F-3A&C516-1H 2, OVERSAWNG OF ADJACENT AS WELL AS ANY EXISTING CONCRETE a CONTRACTOTIONR BEGINS 3. CONTRACTOR SHALT SUBMIT A WATER MAIN SUPPORT SLABS AW SHALL BE ACCEPTABLE FOR THE ABSOLUTE NW4 DISTANCE PLAN FOR ALL PIPES 4-INCHES MID LARGER - REWIRED ICI S FULL DEPTH OF THE EXISTING COONCRETE STAB, 4. PROVIDE PROTECTIVE'GAIN SLEEVE'AT EACH AC BASE AND AC SUBBASE TO BE REMOVED. i ITEMPORARY RESTRAINT < SUPPORT POINT. 400D P51 3. THE CONTRACTOR BALL TAKE EXTREME CAUTON TO AVOID ANY ; EX JOINT OR SLEEVE OR PRESSURE PIPE 5. RECOMMEND USING SALVAGED FIRE HOSE FOR CHI UN CONCRETE DAMAGE TO ADJACENT EXISTING CONCRETE PANELS WHICH ARE TO AS DIRECTED SLEEVES' MINIMUM REMAIN(THE EDGES ARE OF PARTICULAR IMPORTANCE.)DAMAGE 6. PROVIDE SUPPORT AT EACH JOINT.VALVE,AND FITTING DEPTHS a. TIFOR'�NECHDAI°A10EDS MAY PANEL AS ULT IN THE THE DSCRE7aIVPOF COMPLETE REPLACEMENT ENDNEER ALL j /.\/ \/.\ \�/.\/.\ \� �% (CONE-ALONE)SHALL BE I,Spp LgS.ALL PIPES.MINIMUM CAPACITY OF CHAIN HOISTS 14 M 18'O.0(ROTA PAYS) COSTS ASSOCIATED WITH THE REPAIRS AS A RESULT OF DAMAGE 7. SUPPORT BEAUS AND CHAIN HOISTS ARE TO BE SMALL BC INCURRED BY THE CONTRACTOR AT NO COST TO THE �/�i j j INSTALLED ALONG THE FULL LENGTH OF THE POPE OWNER. TRENCH WIDTH WITH SUFFICIENT FORCE APPLIED 10 SUPPORT THE �' • " • " 4. IN PARTICULAR THE CONTRACTOR SMALL NOT UNDERMINE EXISTING PIPE BEFORE EXCAVATING BELOW THE SPRING LINE. 4! < B. ANY DAMAGE TO PPE OR APPURTENANCES SHALL[# PROVIDE 2' C ,< C C YIN PCC PAVEMENT TO REMAIN. ��r COVER �� REPORTED TO THE CONSTRUCTION MANAGER - TEMP PIPE SUPPORT / TS IMMEDIATELY SO REPAIRS CAN BE MADE. J - CRUISED SURFACING BASE COURSE PER EXIST.PCC PAVEMENT TO BE REMOVED EXIST,PCC PAVEMENT TO RE MAN 1=� 9. NOTIFY THE CONSTRUCTION MANAGER IMMEDIATELY IF A WSDOT STD SPEC 9-03.9(3)COMPACTED SCALE: NOT TO SCALE C514F-2A & C516-1G BELL RJ INT.AT ANY WATER MAN,IS EXPOSED ? COMPACTED EXISTING 70 AT LEAST 98%OF VAX DENSITY PER SM CUT COMPLETELY EXIST. PCC JOINT `i ,o SUBGRADE PER ASTM D1557 THROUGH PAVEMENT 'D. BACK�WITH CONNTROL DENSITY FILL STATION SHALL BE GEOTECHNICAL REPORT AND BOND WRES GEOTECHIIFCAL ENGINEER'S CONTRACTOR SHALL INSTALL TESTED BY ENGINEERING PERSONNEL TO INSURE RECOMMENDATIONS ��i�r�X�r�i` r r r`r r `r r ,ry j A DRIFT PIN IN PAVEMENT AT PROPER OPERATION BEFORE BACHFILLWG OF WATER MAN. -, ,�\,\`iT`� ••\ T PCC .'_o P PREVENT MOVEMENT.NMO EMENTMTYP 12. FAF SMALL BE DESIGNED TO HAVE MAXIMUM 28-DAr STRENGTH OF 1DA PSI AND A MAXIMUM 20-DAY m STRENGTH NOT TO EXCEED 300 PSI,UNIT WEIGHT P a- EX PAVEMENT 11 TEOP PIPE SILL BE SUPPORT U KO PLY MDETAI NOT TO BE USED FOR { TYPICAL CONCRETE SECTION AGGREGATE Re - CONIC DUCT BANKOROTHER UTILITY CROSSINGS IN - ..../ EXCESS OF 12"DIAMETER CONTRACTOR TO PROVIDE G SCALE:1'-4' C13G, C14F, C14G, C15F & C16F i PIPE SUPPORT DESIGN FOR PIPES OR DUCT BANKS Y �i EXCEEDING THIS SQE. C513G-3A, C513G-36, C514F-3A, C514F-36, C514F-3C, C515F-3A, L► PAVEMENT GENERAL NOTES: C515F-3B & C516F-3A PAVEMENT REMOVAL DETAIL DRIFT PIN a 1. SEE PAVEMENT/GRADING NOTES ON C2-18 FOR PAVEMENT RECONSTRUCTION AND JOINT PCC PAVEMENT REMOVAL SCALE: NOT TO SCALE c516-1H TREATMENT SPECIFICATIONS NOT TO SCALE C13G-R, C14F-R, C14G-R, C15F-R, & C16F-R 2. SEE SPECIFICATION SECTION 312000 AND GEDTECHNCAL REPORT FOR ADDITIONAL SUBGRADE PREPARATION REOURE1ENTS C13G TESC, C14F TESC, C14C TESC, C15F TESC&C16F TESC $ YSsu0t 600 III Way NE a 3. DREAMS SKIN ARE MINIMUM COMPACTED DEPTHS.INHERE EXISTING PAVEMENT DEPTHS ARE ISSUED FOR CONSTRUCTION GREATER THIN SHOWN,MATCH EXISTINGHNI DEPTHS. Lake Forest Park WA 98155 4. CONTRACTOR SHALL FOLLOW CEO7ECHNFIIL REPORT AMID GEO7ECHHCA ENGINEERS FEUD EXCAVATION EDN WORK ORED O CONCRETE 02.29.2016 P:2D6 523 0024 A � 5. STEEL EDGES REgARED ON CONCRETE PAVEMENT ADACENT TO UfIDOR REMOVABLE LID DICIG F'.20&23,1012 —.dcgengr— SYM ID6A1 N APPIXIWD DATE SIM 110%XF1 or APPADYED DATEDATE v w_c ACCEPTABILITY VAS 02292016 sunau cuIrlQHrt nLv�voa s.raoi DArz SECTIONS&DETAILS w3aToss A 02.29.2016 rE D'9 SPECIFICATION 5 APPROVED iG 02292016 5,gX1 •� g A (A-DBE STEAM UTIIDOR W33,095, OCG IS 022920,E v w+ rHAs DFSCH AHD/oR C516-1 H CT9 BITE//VG aoel'n APPKOIED 10 DEPT. DATE( iG 0229201E �W^ • ,4. "a" 04-08E STEAM UTILIDOR V ,PQ„�eF •t6: TG 02292016 RENTON SITE JOB M0' W3310951 d SSOryq` G CIVIL MASTER RENTON°Wc M0' RTN-YD-0516-iH-.DWG 4 B Technical Information Report— Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29,2016 i THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I i Li Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 APPENDIX E Bond Quantity Worksheet Davido Consulting Group,Inc. I IR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29,2016 I THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. T[R_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 Site Improvement Bond Quantity Worksheet S15 Webdate 02/22/2013 LN 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: Boeing Renton Site Logistics Project - 04-086 Steam Utilidor Date: 1/29/2016 Location: 737 Logan Ave N, Renton 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 IRS Means data adjusted for the Seattle area or from local sources if not included in the IRS 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: 1/28/2016 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 5000 1 6900 Fence, Temporary (NGPE) ESC-7 $ 1.38 LF 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 $ 201 SY 5964 1 11988 Mulch, by machine, straw. 2''deep ESCA1 SWDM 5.4.2.1 $ 0,53 SY Piping, temporary, CPP, 6'' ESC-12 $ 10,70 LF Piping, temporary, CPP, 8" ESCA3 $ 16.10 LF Piping, temporary, CPP, 12'' ESC-14 $ 20.70 LF Plastic covering, 6mm thick, sandbagged ESCA5 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 Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each 1 2 5857 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 5A.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 **** (see page 91 Temporary Inlet Protection $ 60.00 Each 20 1 1200 Truck Wash $ 6,060.00 9 1 54540 Truck Wash Maintenance $ 20,200.00 1 1 20200 ESC SUBTOTAL: $ 101,47&50 30% CONTINGENCY&MOBILIZATION: $ 30,443.55 ESC TOTAL: $ 131,922.05 COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Version: 11/26/2008 Bond Quantity Worksheet Version 20081126.xls Report Date: 1/28/2016 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 Backfill&Compaction-trench GI-2 $ 8.53 CY 2211 18,859.83 Clear/Remove Brush,by hand GI-3 $ 0.36 SY Clearin /Grubbin /Tree Removal GI-4 $ 8,876.16 Acre 2.15 19,083.74 Excavation-bulk GI-5 $ 1.50 CY Excavation-Trench GI-6 $ 4.06 CY 72751 29,536.50 Fencing,cedar,6'hi h GI-7 $ 18.55 LF Fencing,chain link,vinyl coated, 6'high GI-8 $ 13.44 LF 312 4,193.28 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 50001 4,750.00 Monuments,T Ion GI-19 $ 135.13 Each Sensitive Areas Sin GI-20 $ 2.88 Each Sodding,1"deep,sloped ground GI-21 $ 7.46 SY Surveying,line&grade GI-22 $ 788.26 Da Surveying,lot location/lines GI-23 $ 1,556.64 Acre Traffic control crew(2 flaggers) GI-24 $ 85.18 HR 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 1 SF Page 3 of 9 SUBTOTAL 76,423.35 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 11/26/08 Bond Quantity Worksheet_Version 20081126.)ds Report Date: 1/28/2016 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 ROADIMPROVEMENT No. AC Grinding,4'wide machine<1000s RI-1 $ 28.00 SY AC Grinding,4'wide machine 1000-200 RI-2 $ 15.00 SY AC Grinding,4'wide machine>2000s RI-3 $ 7.00 SY AC Removal/Dis osal/Re air 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 2611 3,262.50 Curb and Gutter,demolition and disposal RI-9 $ 18.00 LF Curb,extruded asphalt RI-10 $ 5.50 LF Curb,extruded concrete RI-11 $ 7.00 LF Sawcut,asphalt,3"depth RI-12 $ 1.85 LF 515 952.75 Sawcut,concrete,per 1"depth RI-13 $ 1.69 LF 10600 17,914.00 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 60 900.00 Sidewalk,4"thick RI-17 $ 35.00 SY Sidewalk,4"thick,demolition and dis os 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 Striping,per stall RI-22 $ 5.82 Each Striping,thermoplastic, for crosswalk RI-23 $ 2.38 SF Striping,4"reflectorized line RI-24 $ 0.25 LF Page 4 of 9 SUBTOTAL 23,029.25 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 11/26/08 Bond Quantity Worksheet_Version 20081126.x1s Report Date: 1/28/2016 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 I Unit Quant. Cost Quant. Cost Quant. Cost Com fete 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 7001 16,310.00 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 S-1 $ 33.10 SY AC Road,6",Qty.Over 2500 SY RS-11 $ 30.00 SY Asphalt Treated Base,4"thick RS-1 $ 20.00 SY Gravel Road,4"rock,First 2500 SY S-1 $ 15.00 SY Gravel Road,4"rock,Qty.over 2500 SY RS-1 $ 8.50 1 SY PCC Road,5",no base,over 2500 SY RS-1 $ 27.00 SY PCC Road, 6",no base,over 2500 SY RS-1 $ 25.50 SY Thickened Edge RS-1 $ 8.60 LF Page 5 of 9 SUBTOTAL 16,310.00 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: 1/28/2016 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 I Quant. Cost Quant. I 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 ID-1 $ 21.00 1 SY Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each *(CBs include frame and lid CB Type l 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 Il,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" 1 D-28 $ 112.11 LF Culvert,CMP,48" 1 D-29 $ 140.83 LF Culvert,CMP,60" 1 D-30 $ 235.45 1 LF Culvert,CMP,72" 1 D-31 $ 302.58 1 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.)ds Report Date: 1/28/2016 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" 1 D-63 $ 268.89 1 Each Trash Rack,21 1 D-64 $ 306.84 1 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: 1/28/2016 Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 Existing Future Public Private Bond Reduction' Right-of-way Right of Way Improvements &Drain a a Facilities Quant. Unit Price Unit Quant. I Price Quant. Cost Quant. Cost complete Cost PARKING LOT SURFACING No. 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 Poles Relocation UP-1 Lump Sum Street Light Poles w/Luminaires UP-2 Each WRITE-IN-ITEMS Such as detention/water quality vaults. No. AC Pave.Vehicle Rated,12"rock base WI-1 $ 39.50 TN 157 6,201.50 AC Pave.Vehicle Rated,4.5"Asphalt W I-2 $ 96.00 TN 59 5,664.00 Heavy Duty Conc Pavein ,10"Thick WI-3 $ 16.55 SF 8578 141,965.90 12"Rock Base at Conc Paving W I-4 $ 39.50 TN 643 25,398.50 Demo Ex Asphalt Pavement W I-5 $ 3.05 SF 2953 9,006.65 Demo Ex Conc Pavement W I-6 $ 5.05 SF 11697 59,069.85 Demo Ex 6"Conc Curb WI-7 $ 5.20 LF 342 1,778.40 Demo Ex Chain Link Fence W I-8 $ 10.35 LF 198 2,049.30 WI-9 wi-10 SUBTOTAL 251,134.10 SUBTOTAL(SUM ALL PAGES): 366,896.70 30%CONTINGENCY&MOBILIZATION: 110,069.01 GRANDTOTAL: 476,965.72 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 Works heet_Version 20081126.x1s Report Date: 1/28/2016 Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 Original bond computations prepared by: Name: Tim Gabelein, PE Date: 1/29/2016 PE Registration Number: 47652 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) $ 131,922.1 TEMPORARY OCCUPANCY*** Existing Right-of-Way Improvements (B) $ - Future Public Right of Way& Drainage Facilities (C) $ - Private Improvements (D) $ 476,965.7 Calculated Quantity Completed (E) $ - Total Right-of Way and/or Site Restoration Bond*/** (A+B) $ 131,922.1 (First$7,500 of bond*shall be cash.) Performance Bond*Amount (A+B+C+D) = TOTAL (T) $ 608,887.8 T x 0.30 $ 182,666.3 OR Minimum bond*amount is$2000. Reduced Performance Bond*Total*** (T-E) $ 608,887.8 Use larger of Tx30/o or(T-E) (B+C)x Maintenance/Defect Bond*Total 0.25= $ - 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.gov/permits Version: 11/26/08 Bond Quantity Worksheet_Version 20081126.xls Report Date: 1/28/2016 Technical Information Report—Revision I Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 THIS PAGE INTENTIONALLY LEFT BLANK I Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I Technical Information Report — Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 APPENDIX F Stormwater Facility Summary Sheet Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 I THIS PAGE INTENTIONALLY LEFT BLANK l Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I KING COUNTY, WASHINGTON, SURFACE, WATER DESIGN MANUAL STORMWATER FACILITY SUMMARY SHEET DDES Permit Number (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) The project is exempt from flow control requirements per the Direct Overview: Discharge Exemption Project Name Boeing Renton Site Logistics Project- 04-086 Steam Utilidor Date January 29, 2016 Downstream Drainage Basins Major Basin Name Cedar River Immediate Basin Name Basin 27 Flow Control: None Flow Control Facility Name/Number Facility Location If none, Flow control provided in regional/shared facility(give location) No flow control required X Exemption number Direct Discharge Exemption 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. l 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"x 17" reduced size plan sheets maybe used) N/A 2009 Surface Water Design Manual 1/9/2009 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Water Quality: The project is exempt from water quality requirements as the project is adding less than 5,000 SF of new plus replaced pullution generating impervious surface 1 Type/Number of water quality facilities/BMPs: 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 targc) (wetpond portion basic or large) sand bed depth (inches) combined detention/wetvault stormwater wetland filter strip storm filter X flow dispersion wetpond (basic or large) Basic dispersion via sheet flow 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 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—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 APPENDIX G KCRTS Modeling Results i ; Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 Boeing Renton Site Logistics Project — 04-086 Steam Utilidor KCRTS Screenshot—Additional Flow to Drainage Basin 25 ro uct— o o Time ries - Project Location . Sea-Tac Computing Series Basin 25 Additional Flow.tsf ional Scale Factor 1.00 - �KC RTS Analysis Took Data Type Reduced -- J resting IS-minute Time Series File Compute PEAKS and Flow Frequencies ?� Loading Time Series File:C:\KC-SWDM\KC-DATA\STEI1SR.rnf 8 -- Impervious 0.06 acres Scaling Yr: 8 RotFIowFREOUENCIES Total Area : 0.06 acres Peak Discharge: 0.07S CFS at 6:30 on Jan 9 in Year 8 Compute Flow DURATION and Exceedence Storing Time Series File:Basin 25 Additional Flow.tsf 8 Rot Probability E7(CEEDENCE Curves --- Time Series Computed ---- ----------------------_ COMPARE Flow Durations KCRTS Command Enter the Analysis TOOLS Module Extract a HYDROGRAPH -------------------------- ----------------------------------------------------------------- Rot a Hydro(Q,RARt Analysis Tools Command Compute VOLUME Discharge Compute PEAKS and Flow Frequencies -------------------------- Loading Stage/Discharge curve:basin 25 additional flov.tsf BETURN to Previous Menu J Flow Frequency Analysis Compute a flow Frequency Curve -------------- ---- T... Series File:basin 25 additional flov.tsf _- Project Location:Sea-Tac Frequencies & Peaks saved to File:Basin 25 Additional Flov.pks W77- rolect ocatlon: a- ac — --_.._- _..___. ___- ---------------- ---Annual Peak Flow Rates--- --Flow Frequency Analysis------ FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.030 6 8/27/01 18:00 0.07S 1 100.00 0.990 0.021 8 9/17/02 17:45 10.0S8 2 25.00 0.960 0.058 2 12/08/02 17:15 0.041 3 10.00 0.900 0.024 7 8/23/04 14:30 0.034 4 5.00 0.800 0.032 5 10/28/04 16:00 0.032 5 3.00 0.667 0.034 4 10/27/05 10:45 0.030 6 2.00 0.500 0.041 3 10/25/06 22:45 0.024 7 1.30 0.231 0.075 1 1/09/08 6.30 0.021 8 1.10 0.091 puted Peaks 0.069 50.00 0.980 i Boeing Renton Site Logistics Project — 04-086 Steam Utilidor (Peak flow results from KCRTS for additional flow to Drainage Basin 25) Flow Frequency Analysis Time Series File:basin 25 additional flow.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------ FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.030 6 8/27/01 18:00 0.075 1 100.00 0. 990 0.021 8 9/17/02 17:45 0.058 2 25.00 0. 960 0.058 2 12/08/02 17:15 0.041 3 10. 00 0. 900 0.024 7 8/23/04 14:30 0.034 4 5.00 0.800 0.032 5 10/28/04 16:00 0.032 5 3.00 0.667 0.034 4 10/27/05 10: 45 0.030 6 2.00 0.500 0.041 3 10/25/06 22:45 0.024 7 1. 30 0.231 0.075 1 1/09/08 6:30 0. 021 8 1. 10 0.091 Computed Peaks 0. 069 50. 00 0. 980 Technical Information Report—Revision I Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 APPENDIX H Site Logistics TIR *Calculations and water quality information associated with Appendix B of the Site Logistics TIR is not included in this report as the information does not pertain to the 04-086 Steam Utilidor Project. '. I Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor—Final—Revision 1 Technical Information Report— Revision I Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29,2016 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I BergerABAM Building Permit Submittal (Revised) Technical Information Report X` i,'f1 j 7A # 04-68 Yards and Grounds, Southwest Marshaling Yard Renton Site, Building 04-051 Project No.W1829787 Submitted to The Boeing Company Renton,Washington A13.0362,03 3 March 2014 Technical Information Report ' Boeing Commercial Airplanes , Renton Site Logistics Project - SW Marshaling Yard Renton, Washington ' Submitted to The Boeing Company 800 North Sixth Street ' Renton, Washington 98055 3 March 2014 Prepared by: BergerABAM 33301 Ninth Avenue South,Suite 300 Federal Way,Washington 98003-2600 Job No.A13.0362.03 TECHNICAL INFORMATION REPORT Renton Site Logistics Project — SW Marshaling Yard Renton, Washington TABLE OF CONTENTS SECTION PAGE PROJECT ENGINEER'S CERTIFICATE....................................................................................................1 Section 1: Project Overview..................................................................................................................2 Boeing Renton Site Overall Existing Conditions....................................................................................3 ProposedConditions.............................................................................................................................3 SoilsConditions.....................................................................................................................................4 Section 1.1: Project Tasks Overview....................................................................................................5 1.1.1a SW Marshaling Yard...................................................................................................................5 1.1.1b Truck Inspection.........................................................................................................................7 1.1.2 Task 2- Parts Movement Road Improvement...........................................................................10 1.1.3 Task 3-Gate D-35 and Badge Office Relocation and Perimeter Fence Relocation...................12 1.1.4 Task 4-Spine Road, Parking Improvements and Perimeter Fence Relocation.........................15 1.1.5 Task 5- Lot 1 Marshaling Yard...................................................................................................17 1.1.6 Task 6—Duct Banks....................................................................................................................19 1.1.7a Task 7a-Air Compressor Building............................................................................................19 1.1.7b Task 7b-Existing Truck Inspection Reconfiguration ...............................................................21 Section 2: Conditions and Requirements Summary........................................................................21 Requirements Summary:Stormwater Management Guidelines......................................................22 Core Requirement 1- Discharge at the Natural Location...................................................................22 Core Requirement 2-Off-site Analysis...............................................................................................22 Core Requirement 3- Flow Control....................................................................................................22 Core Requirement 4-Conveyance System.........................................................................................22 Core Requirement 5- Erosion and Sediment Control ........................................................................22 Core Requirement 6- Maintenance and Operations .........................................................................22 Core Requirement 7- Financial Guarantees and Liability ..................................................................23 Core Requirement 8-Water Quality..................................................................................................23 Technical Information Report BergerABAM,A13.0362.03 Renton Site Logistics Project—SW Marshaling Yard March 3,2014 Renton,Washington Page ii of iii Special Requirement 1-Other Adopted Area-Specific Requirements...............................................23 Special Requirement 2- Flood Hazard Delineation............................................................................23 Special Requirement 3- Flood Protection Facilities...........................................................................23 Special Requirement 4-Source Control.............................................................................................23 Special Requirement 5-Oil Control....................................................................................................24 Special Requirement#6—Aquifer protection Area............................................................................24 Section3: Off-site Analysis................................................................................................................24 3.0 Nishiwaki Lane Trunkline—Outfall 021.........................................................................................24 3.1 Basin 31-Outfall 021.....................................................................................................................26 3.2 Basin 32—Outfall 021...................................................................................................................30 3.3 Basin 34—Outfall 021...................................................................................................................34 3.4 Basin 21—Outfall 001...................................................................................................................37 3.5 Basin 25—Outfall 002...................................................................................................................38 3.6 Basin 27—Outfall 004...................................................................................................................40 Section 4: Flow Control and Water Quality Facility Analysis and Design.......................................44 4.1 Water Quality Treatment..............................................................................................................44 4.2 Water Quantity Detention............................................................................................................45 Section 5: Conveyance System Analysis and Design.......................................................................45 Section 6:Special Reports and Studies............................................................................................45 Section7: Other Permits....................................................................................................................46 Section8: Not Used ...........................................................................................................................46 Section 9: Construction SWPPP Analysis and Design .....................................................................46 Section 10: Bond Quantities, Facility Summaries,and Declaration of Covenant..........................46 Section 11: Operations and Maintenance Manual ..........................................................................46 LIST OF APPENDICES Appendix A Site Maps Appendix B Drainage Maps and Calculations(under separate cover) Appendix C City of Renton Maps Appendix D Flood Zone Maps Appendix E Geotechnical Report Appendix F Stormwater Pollution Prevention Plan (under separate cover) Appendix G Forms Appendix H Maintenance Manual Appendix I Water Quality General Use Level Designations Technical Information Report BergerABAM,A13.0362.03 Renton Site Logistics Project—SW Marshaling Yard March 3,2014 Renton,Washington Page iii of iii TECHNICAL INFORMATION REPORT RENTON SITE LOGISTICS PROJECT - SW MARSHALING YARD RENTON, WASHINGTON PROJECT ENGINEER'S CERTIFICATE I hereby certify that this Technical Information Report for the Renton Site Logistics Project— SW Marshaling Yard has been prepared by me or under my direct supervision and meets minimum standards of care and expertise,which is usual and customary in this community for professional engineers.I understand that the City of Renton does not and will not assume liability for the sufficiency,suitability, or performance of drainage facilities designed by me. Reviewed by Connie Linden,PE Project Manager �lE E.L O� OF WASH 4 3 y - SSA AL Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 1 of 47 i I SECTION 1: PROJECT OVERVIEW The proposed project is located at The Boeing Commercial Airplane 737 Airplane Production Renton Plant located on the southern shore of Lake Washington,within the City limits of the City of Renton,Washington.The facility is bordered by the Cedar River to the west and Logan Ave to the east.The City of Renton Stadium is located directly south of the Boeing Renton Production Plant.Surrounding land use is predominantly commercial,industrial, and retail. The City of Renton Municipal Airport is located adjacent to the project site on the western bank of the Cedar River.The Landing,a mixed-use development, and an outdoor storage yard are located just west of the site.A site vicinity map is provided in Appendix A. The Renton Site Logistics Project encompasses modifications to site layout,materials movement and infrastructure improvements necessary for increased production of the 737 aircraft and planned future growth of the Boeing Renton Facilities. The project objectives include • Optimizing efficiency by improving material management flow; • Reducing congestion by revising and repurposing site layout and minimizing the number of personnel vehicles within the secured perimeter area;and • Improving site safety by providing better separation of parts,equipment,and people. The project will be sequenced to maintain operations during all phases of construction and to minimize impacts to the movement of people,parts, and equipment. The project consists of seven tasks. Task 1: Southwest Marshaling Yard and Truck Inspection Task 2: Parts Movement Road Improvement Task 3:Gate D-35 and Badge Office Relocation and Perimeter Fence Relocation(portion) Task 4:Spine Road,Parking Improvements and Perimeter Fence Relocation(portion) Task 5:Lot 1 Marshaling Yard j Task 6: Duct Banks Task 7: Air Compressor Building and Existing Truck Inspection Reconfiguration These improvements will affect that portion of the site which lies north of N. 61h Street and south of Lake Washington.The western limit of the proposed improvements will be the 200- foot shoreline setback of the Cedar River and the eastern extent of the proposed improvements will be Logan Ave. These limits define the "project site" as addressed in this TIR. See the Project Site and Task Identification Maps provided in Appendix A. It is the intent of this Technical Information Report to address the site improvements of each individual project task and the applicable conditions and requirements as they pertain to each task as well as to address hydrologic impacts to the entire project site as a whole. All project tasks are covered by this TIR;however,this TIR will be updated as the design of each of the project tasks is furthered and submitted for building/construction permits. This TIR is being submitted with the Building Permit submittal for Task 1a: Southwest Marshaling Yard,Task 1b: Truck Inspection and Task 3: Gate D-35 and Badge Office Relocation. Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 2 of 47 Boeing Renton Site Overall Existing Conditions The topography of the entire project site is relatively flat, with slopes generally ranging from less than 1 to approximately 2 percent.The Boeing Renton Production Plant is predominantly covered by production facilities and supporting interior roadways and parking areas.Less than 1-percent of the surface cover is pervious in the existing site condition. Runoff from the project - site is collected by closed(pipe)conveyance systems which outfall either directly or indirectly to Lake Washington.Due to the flat topography of the site and surrounding area,the storm drainage outfalls are partially or fully submerged at all times. The Boeing Commercial Airplane 737 Airplane Production Renton Plant operates 24-hours a day,365-days of the year.The industrial activities which occur at the project site require the Boeing Renton facilities to participate in a statewide Industrial Stormwater General Permit (ISWGP) and maintain a Stormwater Pollution Prevention Plan (SWPPP)meeting the requirements of the Washington State Department of Ecology. The storm drainage systems at the Boeing Renton Facilities are divided into over 25 basins for reference in the above mentioned SWPPP. The closed conveyance system has 21 separate outfalls which, directly or indirectly, drain north to Lake Washington.The Drainage Basin and Outfall definitions and naming conventions used in this Report will follow the existing SWPPP conventions for continuity. A total of six Basins(21,25,27,31,32, and 34) and four Outfalls (John's Creek-001,002, 004, and 021)will be affected by the proposed improvements.Each of these drainage elements will be discussed further in Section 3,Offsite Analysis. Proposed Conditions Surface cover,topography and hydrology at the project site will be essentially unchanged by the proposed improvements.The proposed improvements will affect vehicular and pedestrian traffic patterns, changes to materials handling(delivery routes and temporary storage locations),and infrastructure improvements to upgrade outdated and insufficient facility support systems.Table 1.0 below summarizes existing and proposed surface coverage for the overall project site. Technical Information Report BergerABAM,A13.0362203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 3 of 47 i ,� I TABLE 1.0-Site Surface Cover Surface Cover Existing Developed Condition Condition 1 46.199 acres Total Site Area (2,012,421 sfl Pervious(Landscape) 2.941 acres 3.536 acres - (128,094s (154,046 s Impervious(Pavement,buildings,etc.) 43.258 acres 42.662 acres (1,884,327 s (1,858,375 s Total New Impervious Area 1.873 acres (81,630 s Total New Pollution-Generating Impervious 1.154 acres (50,277 s 6.871 acres Total Replaced Impervious Area (299,324 sf) Total Replaced Pollution-Generating Impervious 6.146 acres (267,733 s The existing conditions and improvements proposed by each task are described in Section 1.1, Project Tasks Overview. Soils Conditions The City of Renton Stormwater Management Design Manual (2009)Amendment,Reference 11C, shows site soils as Urban Land.A copy of the aforementioned soils map is provided in Appendix C of this report. Urban land is generally soil that has been significantly modified by urbanization and disturbance of the natural soil layers.The probable erosion hazard is slight to moderate. A memo addressing Geotechnical Considerations for the Boeing Renton Logistics Site prepared by Soil&Environmental Engineers,Inc. is included as Appendix E of this Report.This memo summarizes the site history, general sub-surface,soils, and groundwater conditions at the site, and anticipated design and construction considerations.Project task specific site soils investigations will be performed prior to final design and a geotechnical soils investigation for each task will be included as a part of the final TIR. This TIR includes the final geotechnical soils reports for the Southwest Marshaling Yard of Task 1 and a portion of the duct bank work, located south of Building 04-81. Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 4 of 47 Section 1.1: Project Tasks Overview - 1.1.1a SW Marshaling Yard This task includes improvements for the proposed Southwest(SW)Marshaling Yard,located at the existing parking Lot 16 north of Building 04-68,south of Building 04-21,and east of Nishiwaki Lane.The yard will receive semi-truck vehicles from the proposed Truck Inspection Area to the south, and will serve as an offloading and temporary storage area for materials and equipment prior to distribution within the facility. Existing Conditions The site currently serves as a privately owned vehicle(POV)parking lot.A number of existing utilities are located within the proposed yard,including a sanitary sewer pump station(4A-07), an oil/water separator for stormwater(OWS-043),and a manually actuated sluice gate(Vault No.591)that can isolate the on-site stormwater conveyance system,in the event of an accidental spill.Other utilities present within the site include yard lighting,underground power, storm drains,sanitary sewer, potable water, compressed air, and fire water. Fire hydrants are located on the east and south perimeter of the site.A covered pedestrian canopy extends along the east side of the existing POV parking lot. A fueling station is located in the northeastern corner of the yard site;however,no work will take place within the fueling station area. This fueling station is outside the work limits. Stormwater runoff within the site is managed with a system of catch basins located throughout the parking area.The entire site sits within stormwater drainage Basin 32.Basin 32 ultimately drains to Lake Washington.Drainage from the site is directed through an oil/water separator (OWS-043) and passes through the above mentioned sluice gate (No.591)prior to being conveyed to a storm trunk line in Nishiwaki Lane.This trunk line ranges in diameter from a 30- inch-diameter pipe near Apron D located south of 61h Ave, and increases in size as the trunk routes to the north through 42-,48-, and 54-inch lines,before finally discharging to Lake Washington at Outfall 021 via a 60-inch pipe.All existing surfaces within the project site are impervious and considered to be pollution generating.A summary area table is provided below. Proposed Improvements The proposed improvements will be limited to that necessary for converting the existing POV - parking lot into a truck marshaling yard, along with minor repair and overlay work to existing pavement in the northern portion of the site.An existing propane tank will also be relocated in the northern portion of the site under separate permit. Major improvements will include construction of a new office building, storage canopy,truck ramp,utility relocation,utility service to the new building and canopy,signage,and pavement reconstruction and restriping. A portion of the existing stormwater collection and conveyance system located centrally within the proposed SW Marshaling Yard site is undersized and contains pipe segments with negative slopes. These conditions create nuisance flooding problems upstream and adjacent to the new SW Marshaling Yard site.This existing 10-inch conveyance pipe that lies at a negative slope will be replaced with 12-inch and 18-inch HDPE and ductile iron pipe. This new 12-and 18-inch Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 5 of 47 storm conveyance system will accommodate the new buildings, discussed below,roof drains.A further discussion of conveyance system improvements can be found in Section 5 of this report. In addition to the project task improvements above, a water quality treatment facility will also be constructed within the limits of the SW Marshaling Yard project Task.The stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project.The system will consist of a flow splitter,pre-treatment system,a filter vault, and stormwater pump. A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2,Conditions and Requirements Summary,and in Section 4,Flow Control and Water Quality Facility Analysis and Design. Buildings The building components of the project include the construction of a steel canopy and adjacent office building.The steel canopy,approximately measuring 102 feet by 102 feet,will have a minimum clearance height of 18 feet within the canopy.The canopy will be enclosed with siding on the south and west sides. The one-story office building,measuring approximately 22 feet wide by 84 feet long,will provide space for a material handling dispatch office,break area, restroom,kitchenette, and electrical/communication closet. Paving Replacement The existing POV parking area asphalt concrete pavement(ACP)will be demolished and replaced with a heavy-duty ACP section suitable for truck traffic and material and equipment storage. Pavement repair will take place along the northern drive aisle and at the location of the existing propane tank,which is above ground,which will be relocated (relocation under separate permit). Utility Improvements New potable water,building fire service line,sanitary sewer,power, and communication lines will be extended to the new office building. Compressed air lines will be extended to the new truck canopy.A new duct bank will be constructed in the drive located along the east side of the project, and continue north to connect to Building 04-21 near the southwest comer of the building. Existing utilities will be protected and preserved to the extent possible, aside from underground power to yard light,which will be relocated with the yard lights. Stormwater Improvements In general, stormwater runoff patterns from the new site will mimic existing.All surface runoff from within the improved site will drain to catch basins within the Project Task area.An existing 10-inch conveyance pipe,which is centrally located within the SW Marshaling Yard site and is laid at a negative slope,will be replaced with a new 12-and 18-inch line. The new building roof drain system will be connected to this new 12-inch line. Some minor changes to flow paths may occur, due to re-grading of the replacement pavement.This may alter flow rates within individual catchment areas. Existing and proposed surface coverage areas are summarized in the table below: Technical Information Report BergerABAM,A13.0362203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 6 of 47 Table 1.1.1a SW Marshaling Yard Surface Cover Surface Cover Existing Developed Condition Condition 2.035 acres Total Site Area (88,659 sfl Pervious(Landscape) 0.013 acres 0.004 acres (554 sf) (177 sj)_ Impervious(Pavement, buildings,etc.) 2.02 acres 2.031 acres (88,015 s) (88,482 s New Impervious 0.301 acres (13,132 s New Pollution-Generating Impervious 0.016 acres (712 s Replaced Impervious 1.695 acres (73,851 sfi Replaced Pollution-Generating Impervious 1.410 acres (61,426 sfi Stormwater Facilities A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area.This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area,which totals 10.536 acres, as a treatment trade for the target surface areas created by the entire project.A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2, Conditions and Requirements Summary,and in Section 4,Flow Control and Water Quality Facility Analysis and Design. 1.1.1b Truck Inspection The Truck Inspection Relocation project will relocate the existing truck inspection area from Park and Logan Avenues to a new location in the southwestern portion of the site with access from North 6th Street. The relocated truck inspection area will be located in the southwestern parking lot area on the Renton site, to the east of Gate D-30 at Nishiwaki Lane, and south of - Building 04-68. This new site will accommodate additional vehicles,and is sited to provide more direct access to the proposed SW Marshaling Yard,located to the north of Gate D-30 and the Building 04-68.Once completed,delivery semi-trucks will enter the new truck inspection area from westbound North 61h Street, and exit the inspection area south of the D-30 gate at Nishiwaki Lane and the flight line access road. The majority of truck traffic will continue northbound along the flight line access road to the new SW Marshaling Yard.The existing security fence will be relocated to the north and east sides of the site so the relocated inspection Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 7 of 47 area remains outside the secure perimeter.The existing truck inspection area will be demolished and the site repurposed as a new vehicle parking area as a part of Task 7. Existing Conditions The proposed site will occupy the southwestern corner of a POV parking lot. Approximately two-thirds of the site is paved. There are small interior landscaped islands and a larger landscape island in the southwestern comer of the site. There is a 30-foot-wide landscaped strip on the south side of the project area,bordering the north side of the North 61h Street right-of- way.The southern area of the site is used for temporary storage and trailer parking. Existing utilities within the site include storm,sanitary,fire water, potable water, communication, underground power, and compressed air lines.Most of these utilities are concentrated within a 20-foot-wide corridor running east to west along the north edge of the landscaped strip.Most of the existing site lies within the secured area behind the security fence on the west and south sides. Proposed Improvements The proposed improvements include construction of a single-truck inspection bay,truck staging area,inspection bay canopy,office building,utilities,landscaping,and pavement striping and signage.Each element is described in detail below. A portion of the asphalt paved surface will be demolished in the southwestern comer and converted from asphalt to landscaped areas. The building and canopy will be located outside and to the east of the 200-foot Cedar River setback. Buildings The building component of the project includes the construction of a truck inspection canopy and inspection office.The steel truck inspection canopy,measuring approximately 32 feet wide by 80 feet long,will provide protection for vehicles and inspectors from the elements during inspections.The canopy will be enclosed on the two longitudinal faces.The inspection office, measuring approximately 12 feet by 32 feet,will provide office space and restroom facility for inspection personnel. Staging Area A truck staging area will be constructed behind the inspection bay and sized to allow a minimum of eight trucks to park and maneuver without encroaching on to North 6th Street. Given the length constraints between the flight line access road to the west and proposed Spine Road to the east, the staging area will contain two to three adjacent staging bays.A through- lane will be constructed east of the staging area to allow vehicles to bypass the inspection bay and return to North 61h Street via the flight line access road. utilities New utilities will include domestic and fire water services, sanitary sewer, power, and - communication service to the new inspection office.Impacts to existing utilities will be avoided to the extent possible, although at a minimum,four yard lights will be relocated with this project. Paving Replacement The existing POV parking area ACP(asphalt-concrete pavement)within the truck staging area, entrance and exit drives will be demolished and replaced with a heavy-duty ACP section suitable for truck traffic. Paved areas within the 200-foot setback will be repaired and overlaid. Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 8 of 47 ACP in the southwestern comer and an area in the northwestern corner along the western boundary of the site will be removed and replaced with landscaping. Stormwater Management The project task site lies within storm drainage Basin 34.Stormwater runoff within this basin is managed by a system of catch basins.Collected runoff is conveyed west to an oil/water separator which provides oil control treatment for the entirety of Basin 34.From this point,it is conveyed north via the trunkline located within Nishiwaki Lane to Outfall OF-021,which discharges to Lake Washington. Stormwater run-off from North 61h Street and its adjoining landscape buffer are collected via a roadside Swale and several catch basins. Stormwater run-off from North 61h Street is combined at the southwestern corner of the Truck Inspection site and is then directed to the above mention trunkline which lies directly west of the site. Stormwater patterns will remain largely unchanged by this project. An existing 18-inch conveyance main will be re-routed around the new truck inspection office building.Additional catchment basins will be added as a part of this project task.Stormwater runoff will decrease in this area due to the decrease of impervious coverage,since a portion of the existing pavement will be converted to landscape. Existing and proposed surface coverage are summarized in the table below. Table 1.1.1b Truck Inspection Surface Cover Surface Cover Existing Developed Condition Condition 1.679 acres Total Site Area (73,152 sp 0.379 acres 0.612 acres Pervious(Landscape) (16,533 sp (26,684 s� Impervious(Pavement, buildings,etc.) 1.3 acres 1.050 acres (56,619 s (45,772 s New Impervious 0.276 acres (12,050 sfi New Pollution-Generating Impervious 0.197 acres (8,617 sfi -- Replaced Impervious 0.711 acres (31,004 s Replaced Pollution-Generating Impervious 0.632 acres (27,571 s Stormwater Facilities The site, as indicated above, drains to Lake Washington,which is a flow control exempt receiving water. A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area.This stormwater treatment facility will provide water Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 9 of 47 quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project.A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2,Conditions and Requirements Summary, and in Section 4,Flow Control and Water Quality Facility Analysis and Design. 1.1.2 Task 2-Parts Movement Road Improvement The Parts Movement Road is used to transport materials and equipment between the various fabrication buildings.This roadway will be widened to the north from two lanes to three lanes to accommodate larger and more frequent movement of parts. The existing parking stalls striping along the north will be removed. The road improvements will follow the existing parts - road alignment along the south side of Buildings 04-21 and 04-17.The proposed Parts Movement Road will then run parallel to the existing rail spur adjacent to Logan Ave east of Building 04-17.The road will then intersect an existing drive along the south side of Buildings 04-81 and 04-82.From this intersection, the Parts Movement Road then follows the southern and eastern face of Building 04-82 east and north to terminate at the southwest corner of Building 04-86. The proposed Parts Movement Road will provide a route for transporting wing parts from Building 04-86 to Building 04-21.Wing parts will be transported by cart with a required minimum width of 24 feet.To allow parts transport while allowing vehicular movement to the east,the existing two-lane roadway is proposed to be expanded to three lanes consisting of two 12-foot lanes and a 13-foot striped lane for parts movement. This work includes the removal of a center landscape median and new asphalt paving between Buildings 04-17 and 04-21 and re-striping throughout the site. Existing Conditions In the existing condition,the western segment of the proposed Parts Movement Road alignment is currently a two-lane interior roadway,bordered by parking lots, transportation area,and buildings.The eastern segment alignment consists of an interior drive and parking lot drive aisle, and is bordered to the south by a landscaped boulevard park area. The Parts Movement Road project lies within three drainage basins,Basin 31 for the western portion of the project task,Basins 27 for the central portion of the project task, and Basin 25 for the eastern portion of this project task. The storm systems within this project task area are closed conveyance systems. Other utilities that are present within the project area are light standards,underground power, private potable and fire water mains,post indicator valves and fire hydrant, and water vaults and water vaults. Fire hydrants and post indicator valves are located on the north side of the Parts Movement Road and will be relocated and/or adjusted as required to accommodate these improvements. Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 10 of 47 Proposed Improvements The two existing lanes of the parts movement road will be retained and restriped,as well as removing parallel parking striping along the north side of the existing roadway to allow roadway widening to the north.The corridor between buildings 04-20 and 04-21,will also be re- striped as a part of this project. Existing landscape medians will be demolished and removed as a part of this project and this area patch with concrete and asphalt pavement. Utility Improvements Existing utilities will be protected and preserved to the extent possible.Light standards within the project area will be relocated. Fire hydrants and post indicator valves along the north side of the Part Road and between Buildings 04-21 and 04-04 will be relocated and/or adjusted as needed to accommodate the northern widening. Stormwater Improvements In general, stormwater runoff patterns from the new site will mimic existing. The existing drainage pattern within the separate Basins will be retained with some modification to the size of Basin 27. Surface runoff will be directed to existing catch basin locations in the northern pavement section to remain within the western and central portion of the project task site, Basins 31 and 27.Stormwater run-off within Basin 25 will continue to sheet flow north to channel drains located just south of Buildings 04-81 and 04-82. Existing flat pavement grades create nuisance flooding problems at the western end of the parts road within Basin 31.Additional catch basins in ponding areas are proposed as a part of this project to resolve some of these nuisance flooding occurrences. Run-off collected from the western portion of the Parts Movement Road in Basin 31 is conveyed north via 16-, 18-and 24- inch closed conveyance pipes where it is combined with run-off from paved areas and roof drainage adjacent to Buildings 04-45,04-44,04-42, and 04-41.North of Building 04-41, stormwater run-off from the majority of Basin 31 is routed through an oil/water separator prior to entering the trunkline which conveys stormwater run-off from the south to Outfall 021. South of the central portion of the Parts Movement Road, re-grading and conveyance system changes that will occur as a part of Task 3 Badge Office Relocation and Task 4 Spine Road will re-direct a portion of Basin 27 to Basin 32.In the existing condition, stormwater run-off sheet flowed from the existing parking areas and Transportation Yard to catch basins located within the existing road.The amount of area sheet flowing to these catch basins will be reduced in the proposed condition as described in Task 3 and Task 4.Run-off collected from the central portion of the Parts Movement Road in Basin 27 is conveyed north via 4-, 6-, and 8-inch pipes to two oil/water separators located at the south edge of Building 04-21.From these oil/water separators,pump stations direct run-off north via 12-and 18-inch pipes to north edge of Building 04-20 where stormwater run-off is combined with the remainder of run-off from Basin 27 prior to discharging into Lake Washington at Outfall 004. In the eastern portion of the project site area,some minor changes to flow paths may occur. Flow rates within individual catchment areas may be altered;however,overall basin flow patterns will remain the same as the existing condition. Run-off from the Parts Movement Road within Basin 25 is conveyed north via 15-,24-, and 36-inch pipes and is discharged to Lake Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 11 of 47 Washington at Outfall 002. Existing and proposed surface coverage within the project Task Area are summarized in the table below. Table 1.1.2 Parts Movement Road Surface Cover Existing Developed Condition Condition 5.280 acres Total Site Area (229,959 sfl Pervious(Landscape) 0.155 acres 0.136 acres (6,779 s (5,926 s Impervious(Pavement,buildings,etc.) 5.124 acres 5.144 acres (223,180 s (224,073 s 0.021 acres New Impervious (925 s New Pollution-Generating Impervious 0.021 acres (925 s 0.637 acres Replaced Impervious (27,791 s Replaced Pollution-Generating Impervious 0.637 acres (27,791 s Stormwater Facilities The site, as indicated above, drains to Lake Washington,which is a flow control exempt receiving water. A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area.This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project. A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2,Conditions and Requirements Summary, and in Section 4, Flow Control and Water Quality Facility Analysis and Design. 1.1.3 Task 3-Gate D-35 and Badge Office Relocation and Perimeter Fence Relocation Existing Gate D-35 (including the Gatehouse) and the Badge Office,currently located near the intersection of North 81h Street and Logan Avenue,are proposed to be relocated from their current location to the intersection of the new Spine Road and North 81h Street.The Gatehouse, which is equipped with lift rings,will be moved to the new Spine Road northern segment, south of Building 04-21.The Badge Office, a module structure,will be relocated to the east of the new Gatehouse,west of Building 04-89.The perimeter security fence will also be reconstructed to interface with the Gatehouse. The Badge Office and reconfigured parking lot located on the south side of the new Badge Office building site will be set outside the perimeter security fence.Work at this location includes removal of existing asphalt and landscape Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 12 of 47 installation,new private roadway and parking,vehicle control bollards, striping,and signage. Utility work includes relocation of impacted underground utilities,building domestic water and fire services,sanitary sewer building connection,power, communications, and stormwater conveyance improvements. Existing Conditions The relocation site for the Gatehouse,Gate D-35,is currently an interior roadway drive.Utilities within the immediate area include storm and sanitary sewer lines,underground power, and telephone lines.The relocation site for the Badging Office is currently developed with a parking lot for service vehicles,modular buildings, and truck ramps.Utilities on this site include storm lines in the southern and northern portions of the site;underground power and gas along the southern boundary of the project site;telephone along the northern site boundary;and private domestic and fire line mains located along the south and east side of the site.The nearest sanitary sewer manhole,which is a privately maintained sewer system,is approximately 165 feet to the northwest of the project site. Stormwater runoff within the Badge Office site is managed with a system of catch basins located along the northern and southern sides of the existing parking area.For the Gatehouse site, storm lines are primarily located along the west side of the site.The Gatehouse and Badge Office proposed sites are located in stormwater drainage Basin 32.Basin 32 ultimately drains to Lake Washington,which is a flow control exempt receiving water. Proposed Improvements Proposed improvements for the Gatehouse site include demolition of existing pavement at the Gatehouse footprint and at a vehicle "turn-out" area directly northeast of the Gatehouse; relocating 12-and 15-inch storm lines to construct the Gatehouse foundation;new power and communication lines to serve the Gatehouse;new turnstile gates for pedestrian employee access;perimeter security fencing relocation to interface the Gatehouse and turnstile gate; perimeter/security lighting;new covered pedestrian walkways along the north-leg of the new Spine Road at the Gatehouse location;pavement grinding and overlay;and pavement striping and signage. Improvements for the Badge Office site include demolition of existing pavement at the building foundation and building ramps;demolition of a section of existing covered pedestrian walkway to install a new drive entrance for the site;relocation and reconstruction of 12-inch storm lines and catch basins;new sanitary side sewer,domestic water,and fire services for the building; new communication and power services;new perimeter security fencing constructed along the north and east sides of the site;new site/parking lot lighting;new landscaped islands and signage;and pavement grinding,overlay and striping. Buildings The buildings component of the project includes the relocation of the existing Gatehouse and modular Badge Office currently located near the intersection of North 8th Street and Logan Avenue.The Gatehouse,measuring approximately 11 feet 4 inches wide by 19 feet long,will provide a restroom and office space for security personnel.The Badge Office,measuring approximately 60 feet wide by 85 feet long,will serve to provide badge and identification functions for visitors to the Boeing Renton site. Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 13 of 47 Utility Improvements Existing utilities will be protected and preserved to the extent possible. The existing stormwater collection and conveyance system within the project task site will be reconstructed to accommodate the proposed improvements. Light standards within the project area will be relocated or replaced.Water main valve lids,catch basin rims,and underground utilities vault lids will be adjusted to finish overlay pavement elevations.A portion of the duct bank will be installed in the western leg of the North 8th Street roadway template,from west of the intersection of North 81h Street and Logan Avenue and continuing west to Building 04-75.See Task 6 for further description of the duct bank alignment. Stormwater Improvements In general, stormwater runoff patterns for the new Gatehouse and Badge Office sites will mimic existing. Stormwater run-off collected east of the project site within Basin 32 will continue to be directed west through the re-constructed conveyance system. Catch basins will be added within the northern leg of the Spine Road and the repurposed parking area north of the Badge office will collect runoff from PGIS that previously drained to the Parts Movement Road within Basin 27, and redirect it to Basin 32.Drainage from Basin 32 currently flows west to an oil/water separator and sluice gate within the SW Marshaling Yard. Stormwater runoff from the entirety of Basin 32 will receive water quality treatment via the stormwater treatment system that will be constructed as a part of the SW Marshaling Yard in Task 1. Runoff then enters the storm line trunk in Nishiwaki Lane,which then discharges to Lake Washington at Outfall No. OF-021 via a 60-inch pipe.A summary area table is provided below. Table 1.1.3 Gate D-35 and Badge Office Relocation Surface Cover Existing Developed Condition Condition 2.795 acres Total Site Area (121,712 sf) Pervious(Landscape) 0 acres 0.154 acres (0 s (6,722 s Impervious(Pavement,buildings,etc.) 2.977 acres 2.639 acres (129,671 s (114,990 s 0.325 acres New Impervious (14,189 s New Pollution-Generating Impervious 0.088 acres (3,864 s Replaced Impervious 1.579 acres (68,800 s Replaced Pollution-Generating Impervious (58,4 acres (58,475 s Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 14 of 47 Stormwater Facilities The site, as indicated above, drains to Lake Washington,which is a flow control exempt receiving water. A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area.This Stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project. A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2,Conditions and Requirements Summary,and in Section 4, Flow Control and Water Quality Facility Analysis and Design. 1.1.4 Task 4-Spine Road, Parking Improvements and Perimeter Fence Relocation 1.14a-Perimeter Fence Relocation The existing perimeter fencing will be reconfigured at the Renton facility to improve the flow of personal vehicles to the site and to reduce pedestrian-vehicle conflicts.The new secured perimeter will be created inboard of the main personal vehicle parking areas,providing streamlined entry and exit to the site during shift changes.Sections of existing fencing will be removed and new ornamental fencing will be installed along with new employee turnstiles as part of this work. 1.1.1b-Spine Road and Parking Improvements A central interior roadway, the Spine Road,is proposed from North 61h Street to Gate D-35.The Spine Road will provide Boeing employee access to POV parking lots located in the southern portion of the Boeing plant site from North 6th Street.The perimeter security fence will be reconstructed such that POV areas are outside the perimeter security fence.The southern parking lots will be reconfigured to interface the new Spine Road.A covered walkway will be provided along the western edge of the new Spine Road.Additional parking is also planned at the existing transportation area,with the demolition of a total of 8-bays of the existing transportation/auto shop canopy at Building 04-90. Existing Conditions In the existing condition,land cover along the proposed Spine Road alignment is nearly entirely pollution generating impervious surface.The existing parking areas are nearly all impervious area,with the exception of small landscaped end islands at the terminus of the parking row aisles.There are also landscaped areas along the existing covered walkway on the eastern side of the southern parking area,along the Logan Avenue frontage. The proposed Spine Road and southern parking lots lay within three site drainage basins, namely Basin 34 in the southern portion of the project and Basins 27 and 32 in the northern portion of the project.These drainage basins ultimately drain to Lake Washington, a flow control exempt receiving water. Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 15 of 47 Proposed Improvements Proposed improvements include restriping along the proposed Spine Road alignment. Covered pedestrian walkways will be relocated to align the Spine Road.The southern parking areas will be reconfigured to interface the new Spine Road.Existing landscape islands will remain at their current locations to the maximum extent feasible and new landscaped islands will be constructed.Signaled four-way stop controlled intersection is proposed at the intersection of the new Spine Road and North 61h Street.Parking lot improvements include covered pedestrian walkways,parking lot lighting,and landscaping. Buildings Structures associated with this task include the installation and relocation of 10-foot-wide covered pedestrian walkways.These structures provide weather protections for employees as they move from parking areas to work areas. Utility Improvements The existing storm system within the project area is a closed conveyance system with primarily 12-and 18-inch pipes and Type 1 and Type 2 catch basins. Other utilities that are present within the project area are light standards,underground power and power vaults,private potable and fire water mains,post indicator valves and fire hydrant,water vaults,utilidors,compressed air lines,underground communication lines and vaults, gas line(along the southern boundary), and sanitary sewer lines(in the northern portion of the project site). Existing utilities will be protected and preserved to the extent possible.Light standards within the project area will be relocated and/or new parking lot standards installed. Stormwater Improvements In general, stormwater runoff patterns for the Spine Road and parking lots will mimic existing. No changes to catch basin locations or conveyance system is anticipated as a part of this project task. Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 16 of 47 Table 1.1.4 Spine Road and Parking Improvements Surface Cover Existing Developed Condition Condition 27.039 acres Total Site Area (1,177,808 sp Pervious(Landscape) 2.065 acres 1.961 acres (89,939 s (85,461 s Impervious(Pavement,buildings,etc.) 24.974 acres 25.076 acres (1,087,869 s (1,092,347 s 0.853 acres New Impervious (37,164 s acres New Pollution-Generating Impervious 0.737.737 9 s Replaced Impervious 0.124 acres (5,408 s i Replaced Pollution-Generating 0 acres Impervious 1 (0 s Stormwater Facilities The site,as indicated above, drains to Lake Washington,which is a flow control exempt receiving water. A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area.This stormwater treatment facility will provide water quality treatment for the entire Basin 32 and the additional 19,000 sf Basin 27 area as a treatment trade for the target surface areas created by the entire project.A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2, Conditions and Requirements Summary, and in Section 4,Flow Control and Water Quality Facility Analysis and Design. 1.1.5 Task 5-Lot 1 Marshaling Yard The existing Lot 1 Marshaling Yard,located at the northeast corner of the Renton facility,will be retained and reconfigured with this project.The site is situated between the existing Buildings 04-81 and 04-20 and includes a POV parking lot and a temporary materials staging area. Modifications to this area will be limited to replacing the existing asphalt pavement at the relocated material storage area with heavy duty cement concrete and restriping for the parking stalls,interior vehicle circulation routes,and aircraft parking.Minor utility modifications will also be necessary to accommodate the modified site layout.These will mostly be limited to relocating yard lighting,underground power, and fire hydrants. Existing Conditions The existing Lot 1 Marshaling Yard is located at the north end of the facility and is bounded on the north side by Lake Washington,to the west by Building 04-20,to the east by 04-81 Building, and on the south side by Building 04-17.The existing marshaling yard and storage area is at the northern end of the site with POV parking situated at the south end. Existing utilities within the Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 17 of 47 Marshaling area include yard/area lighting,fire hydrants,and storm drains.Underground power,sanitary sewer, potable water,compressed air, and fire protection lines all route through the site. A sanitary sewer lift station(4A-06)is located at the west side of the site,east of the by Building04-20. A large stormwater vault(No.487)is situated at the north end of the site. Existing stormwater within the Marshaling Yard area is managed by a system of catch basins and storm drains that drain to a water quality wet vault that provides basic treatment and oil control prior to discharging to Lake Washington.All of the existing area is paved with a mix of impervious concrete and asphalt surfacing and is considered to be pollution generating.The project site lies within drainage Basin 27 which discharges to a water quality wet vault prior to discharging to Lake Washington, a flow control exempt receiving water,via 32-inch pipe at Outfall No.OF-004. Proposed Improvements The proposed improvements will reconfigure the site to relocate the existing marshaling yard and POV parking and expand the existing Apron R area for aircraft parking.Apron R will be expanded into the existing marshaling area and the existing marshaling area will be relocated to the south to between Buildings 04-20 and 04-81. POV parking will be relocated and expanded south of the relocated marshaling yard.Physical improvements will be limited to pavement overlay and repair,restriping,relocating four yard lights and associated electrical panels and underground power, and relocating two fire hydrants. Existing stormwater management will be unchanged by this project as there will be no net increase or reduction in pollution generating impervious surfaces. Existing drainage patterns and volumes will mimic existing. The table below summarizes existing and proposed surface coverage at the project task site. Table 1.1.5 Lot 1 Marshaling Yard Surface Cover Existing Developed Condition Condition Total Site Area 5.392 acres (234,870 sfl Pervious(Landscape) 0 acre 0 acre (0 s (0 s Impervious(Pavement, buildings,etc.) 5.392 acres 5.392 acres ; (234,870 s (234,870 s New Impervious 0 acre (0 s New Pollution-Generating Impervious 0 acre (0 s Replaced Impervious 0.951 acre (41,418 s Replaced Pollution-Generating Impervious 0.951 acre (41,418 s Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 18 of 47 Stormwater Faclilties Because this project site only proposes restriping and pavement replacement(overlay and repair)for the proposed Marshaling Yard,water quality facilities are not proposed for this project area. 1.1.6 Task 6 - Duct Banks The Duct Bank component of the project consists of comprehensive upgrade of the underground electrical feeders, primarily routing the electrical feeders from the main substations and unit substations to individual manufacturing and office buildings while developing a functional grid system. The system of electrical duct banks will be installed throughout the Renton facility.This work is the first phase of an overall upgrade to site electrical utilities;power and wiring will be provided in later phases.The current site service consists of two receiving substations connected to the Puget Sound Energy transmission grid,with feeders from each substation routed to unit substations located in the various buildings.The feeders from either receiving substation are not fully isolated from those out of the opposite substation.This upgrade will provide two isolated and independent routes from each receiving substation to the buildings for full electrical redundancy. Certain alignments will have parallel duct banks to maintain that isolation. The duct banks shall consist of nonmetallic conduits encased in reinforced concrete,except at short sections of metallic conduit at building entries.Underground utility vaults will be provided at junctions,critical locations and distributed along extended routes to facilitate future electrical cable installation. Duct banks will terminate only in utility vaults and receiving substation cable galleries or above ground and inside of building shells.Duct banks will be installed at varying depths but not less than 24 inches from top of encasement to the top surface of any finished grade,with deeper routes selected as needed to avoid existing buried utilities. Duct bank construction will be coordinated such that installation will be concurrent with the other site logistics projects where possible.The table below summarizes the existing and proposed surface coverage for those portions of the Duct Bank installation that will not occur within the boundaries of the other tasks proposed by this project.See Appendix A for the duct bank alignment location. Drainage Design Sump pumps will be provided at each utility vault to remove condensation and/or groundwater - and will be discharged into the storm system. 1.1.7a Task 7a -Air Compressor Building The Air Compressor Building project task site encompasses an area at the north end of the facility and is located adjacent to Building 04-20.The existing area at the Air Compressor Building site is currently an asphalt drive aisle. Existing utilities include storm drains,fire protection lines, and domestic water lines.Run-off from this area is collected via a closed system and discharge to a water quality wet vault prior to discharging to Lake Washington,a flow control exempt receiving water,via 32-inch pipe at Outfall No. OF-004. Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 19 of 47 Proposed Improvements Physical improvements will be limited to constructing the proposed Air Compressor Building and associated structures and relocating existing utilities as required.Existing stormwater management will be unchanged by this project as there will be no net increase or reduction in pollution generating impervious surfaces. Existing drainage patterns and volumes will mimic existing.The table below summarizes existing and proposed surface coverage at the project task site. This project will be constructed under separate permit. Table 1.1.7a Air Compressor Building Surface Cover Existing Developed Condition Condition 0.282 acre Total Site Area (12,305 sJ) Pervious(Landscape) 0 acre 0 acre (0 s (0 s Impervious(Pavement, buildings, etc.) 0.282 acre 0.282 acre (12,305 s (12,305 s 0 acre New Impervious (0 s New Pollution-Generating Impervious 0 acre (0 s Replaced Impervious 0.092 acre (4,100 s Replaced Pollution-Generating Impervious 0.092 acre (4,100 s , J Buildings Structures associated with the task include the installation of an air compressor building,with a building footprint of approximately 4,100 SF,and associated cooling towers (three towers for a total footprint of 600 SF),electrical vault(approximately 1,100-SF footprint),and air storage tanks(two 10,000-gallon tanks)in support of manufacturing production at the Renton plant. As noted above, this project will be constructed under separate building permit.Final area calculations will be provided with the Compressed Air Building Permit submittal. Stormwater Facilities Water quality treatment will not be required because this project site only proposes constructing the Air Compressor Building and replacing PGIS with NPGIS.Roof drains from the compressor building will be connected to the existing storm drainage system in the area that drains to the water quality wet vault,mimicking the existing drainage pattern. Technical Information Report BergerABAM,A13.0362203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 20 of 47 1.1.7b Task 7b-Existing Truck Inspection Reconfiguration The existing Truck Inspection located at the intersection of Park and Logan Avenues will be reconfigured and repurposed as a parking facility.The existing structures will be removed and replaced with ACP.The site lies entirely within Basin 21.A separate TIR will be prepared and submitted for this work.The table below summarizes existing and proposed surface coverage at the project task site. Table 1.1.7b Existing Truck Inspection Reconfiguration Surface Cover Existing Developed Condition Condition Total Site Area 1.331 acres (57,976 sp 0.086 acre 0.060 acre Pervious(Landscape) (3,736 s (2,598 s Impervious(Pavement, buildings,etc.) 1.245 acres 1.271 acres (54,240 s (55,378 s New Impervious 0.026 acre (1,138 s New Pollution-Generating Impervious 0.096 acre (4,170 s Replaced Impervious 0.070 acre (3,032 s Replaced Pollution-Generating Impervious 0 acre(0 s SECTION 2: CONDITIONS AND REQUIREMENTS SUMMARY The following are the design standards that are applicable to this project. • City of Renton Municipal Code • City of Renton Development Standards • City of Renton Amendments to the King County Surface Water Design Manual,2010 • King County Surface Water Design Manual,2009(KCSWDM) • State Environmental Policy Act(RCW 43.21C) The following publications and manuals are applicable to this project when a specific subject is not covered or discussed in the above listed documents. • Manual on Uniform Traffic Control Devices(2009) • AASHTO"Policy on Geometric Design of Highways and Streets" (2004) • WSDOT Design Manual Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 21 of 47 a Requirements Summary:Stormwater Management Guidelines The project site and Threshold Discharge Areas are subject to the following minimum requirements. Core Requirement 1-Discharge at the Natural Location This project will re-route existing storm pipe conveyance systems.The project will also make modifications to the size of tributary drainage basins,Basin 34,32,31 and Basin 27.These changes will be made to redirect stormwater run-off to proposed water quality treatment facilities located within Basin 32 and to reduce the tributary area for the existing water quality treatment facility in Basin 27.All four basins discharge from the Project Site at the southern shore Lake Washington,combining within 1/4 mile downstream of the project site. Core Requirement 2-Off-site Analysis A qualitative off-site analysis is included within Section 3 of this report.A quantitative analysis of the onsite conveyance systems for Basin 32 and 34 was performed to determine that no negative impacts will result from re-directing portions of Basin 27 to Basin 32 and 31. Core Requirement 3-Flow Control The project site meets the requirements of the Direct Discharge Exemption per Section 1.2.3 of the City of Renton Amendments to the KCSWDM.Projects that are exempt from flow control requirements are not required to implement Flow control BMPs detailed in Section 1.2.3.3 of the City of Renton Amendments to the KCSWDM. Core Requirement 4-Conveyance System The existing conveyance systems for this project are required to have capacity to convey and contain the 25-yr,24-hr storm event from the project site to its discharge into Lake Washington in accordance with the requirements of the Direct Discharge Exemption per Section 1.2.3 of the City of Renton Amendments to the KCSWDM.The modifications to the existing conveyance system with the project site are required to convey and contain the 25-yr,24-hr storm event.The l conveyance systems for the project site will be modeled using SBUH in accordance with the l requirements of the City of Renton Amendments to the KCSWDM and the 2009 KCSWDM. See Section 5 for additional information regarding the design of the conveyance system for this project. Core Requirement 5- Erosion and Sediment Control A Temporary Erosion and Sediment Control Plan has been prepared for construction of this project, and was previously submitted with the foundation permit for the SW Marshaling Yard. A copy of the SWPPP will be maintained on the site and will be made available to city staff and city inspectors as requested. Core Requirement 6-Maintenance and Operations Stormwater facilities maintenance and operation for The Boeing Company Renton plant are conducted in accordance with the plant's Industrial Stormwater Permit,WAR-000232. Technical Information Report BergerABAM,A13.0362203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 22 of 47 Core Requirement 7-Financial Guarantees and Liability The Boeing Company is responsible for all storm drainage guarantees and liabilities for this project. Core Requirement 8- Water Quality Enhanced Water Quality Treatment is required for project sites with predominate commercial, industrial, or multi-family land uses.The Renton Site Logistics Project is exempt from providing Enhanced Water Quality Treatment per the City of Renton Amendments to the KCSWDM, Section 1.2.8.1.A Basic WQ Treatment Areas, sub-heading Intent,on page 1-64;which states: "However,projects that drain entirely by pipe to the major receiving waters listed on page 1-33 are excused from this increased treatment and may revert to the Basic WQ menu because concentration effects are of less concern as the overall flow volume increases." Water Quality Treatment Target Surface areas for the project site include New PGIS that is not fully dispersed.Because the valuation of the proposed site improvements does not exceed 50% of the assessed value of the existing site improvements,replaced PGIS is not included in the target surface area per criteria item#4 on page 1-64 of the City of Renton Amendments to the KCSWDM,Section 1.2.8.1.A Basic WQ Treatment Areas. Basic Water Quality Treatment will be provided for the project site by a water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area.This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project. A further discussion of the proposed Water Quality Treatment System can be found in Section 4,Flow Control and Water Quality Facility Analysis and Design. Special Requirement 1-Other Adopted Area-Specific Requirements This project is located within the Cedar River Basin.There are currently no special drainage requirements that apply to this project. Special Requirement 2-Flood Hazard Delineation This project is not located within a flood zone as designated by FEMA panel.Refer to the flood zone maps provided in Appendix D. Special Requirement 3-Flood Protection Facilities There are currently no flood protection facilities for the site. Special Requirement 4-Source Control This project will comply with all"Required BMPs for All Commercial Properties" as described in the 2009 King County Stormwater Design Manual(KCSWDM). The City of Renton Stormwater Management Design Manual (2009)Amendment,which this project must comply, refers to the KCSWDM, Section III for source control requirements. The basic requirements for source control - Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 23 of 47 for all commercial properties include "Clean Your Storm Drainage System," "Eliminate Illicit Connections to the Storm Drainage System,"and "Stencil Your Storm Drains." Special Requirement 5-Oil Control Oil control for Basins 27,31, 32, and 34 is provided by existing oil/water separators. Improvements within Basin 25 are limited to the Parts Movement Road.Traffic on this portion of the Parts Movement Road will be limited to non-motorized part transport carts and occasional delivery vehicles and does not trigger oil control treatment. Improvements within Basin 21 will be limited to the removal of the existing Truck Inspection buildings and the re- configuration of this area to an all-day parking area for private vehicles.All day parking areas are not within the thresholds which define high use sites.No additional oil control facilities will be provided as a part of this project. Special Requirement#6 -Aquifer protection Area The proposed project site is not located within an Aquifer Protection Area based on the Groundwater protection Areas in the City of Renton Map included in the City of Renton Amendments to the KCSWDM. SECTION 3: OFF-SITE ANALYSIS Stormwater run-off from the project site generally discharges directly to Lake Washington and does not enter an off-site conveyance system.Because the stormwater outfalls are submerged, no bank sloughing or evidence of erosion was observed.The following downstream and upstream analysis documents the Boeing Renton Production Plant onsite conveyance systems - that will be affected by the proposed project improvements. The storm drainage systems at the Boeing Renton Facilities are divided into over 25 basins.The closed conveyance system has 21 separate outfalls which, directly or indirectly,drain north to Lake Washington.A total of six Basins(21,25,27,31,32,and 34) and four Outfalls(John's Creek 001,002,004, and 021)will be affected by the proposed improvements. A qualitative upstream and downstream analysis will be provided for Basins 21,25 and 27 which discharge to lake Washington via Outfall 001, Outfall 002, and Outfall 004 respectively.No net increase in stormwater run-off will occur in these basins and no negative impacts to the existing onsite private conveyance systems will occur as a result of the proposed improvements in these basins.A qualitative and quantitative analysis will be performed for Basins 31,32, and 34 and the associated Outfall 021 to determine if this existing system has adequate capacity to convey and contain the 25-yr 24-hr storm event with the minor increase in the sizes of Basins 32 and 34 and to determine the backwater hydraulic grade line elevation at the proposed water quality treatment facilities within the new SW Marshaling Yard. 3.0 Nishiwaki Lane Trunkline - Outfall 021 The Nishiwaki Lane trunkline is a privately maintained storm conveyance system which serves as the main point of discharge for stormwater run-of within the western and southern portions of the project site.Basins 31,32, 34,37, and 38 as well as stormwater run-off from the North 61h Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 24 of 47 i Street area are all collected within this trunkline and discharged to Lake Washington at Outfall 021. The trunkline begins north of the South Aircraft Bridge,west of Apron D and within the Cedar River Trail corridor. Run-off generated by the paved surface of Apron D (Basins 38)enters the trunkline at CB I-01 via a 24-inch main and is directed north via a of 30-inch reinforced concrete pipe to CB 1-02.At CB I-02, run-off generated by the paved surface of Lot 8 (Basin 37) and a portion of the North 6th Street right-of-way enters the trunkline via a 24-inch pipe.The 30-inch - trunkline continues north to CB I-05, a junction point located near the inter section of Nishiwaki Lane and North 61h Street. (Approx.505 LF of 30-inch pipe with an average slope of 0.29 Stormwater run-off collected in open swales along North 61h Street and Nishiwaki Lane and catch basins located within North 6th Street and the southwest entrance to Lot 15 enters CB I-05 via a 12-inch pipe.This tributary area consists of the northern half of North 6th Street extending west from its intersection with Logan Ave to the southwest entrance to Lot 15,the southeast entrance to Lot 15, a portion of the south half of North 61h Street and a small portion of the Cedar River Trail Park and Nishiwaki Lane. From CB I-05 the trunkline increases in size to 36-inch diameter reinforced concrete pipes and continues north along the eastern edge of Nishiwaki Lane to a junction point at CB I-07 where run-off generated within Basin 34 enters the trunkline via a 30-inch pipe. (Approx. 318 LF of 36- inch pipe with an average slope of 0.11 %.)The conveyance system within Basin 34 is described separately. A 42-inch reinforced concrete pipe continues north from CB 1-07 to CB I-08,where the trunkline increases in size to a 48-inch reinforced concrete pipe prior to continuing north to the junction point at CB 1-09. (Approx.323 LF of 42-inch pipe lay at a flat slope and approx.332 LF of 48-inch pipe lay at a negative slope.) Run-off from Basin 32 enters CB I-09 via a 24-inch pipe. From this point the trunkline continues north along the eastern edge of Nishiwaki Lane to the next junction point at CB I-15 through a series of 60-inch diameter reinforced concrete pipes. The conveyance system within Basin 32 is described separately. (Approx. 2,080 LF of 60-inch pipe with an average slope of less than 0.1 %J Stormwater run-off from a portion of the Cedar River Trail Park and Nishiwaki Lane as well as the landscaped area along the western Boeing Renton Site perimeter totaling 290,907 sf is collected in a drainage swale with varying side-slopes,bottom width, and depth.This swale conveys run-off north from a point adjacent to the Existing Gate D-30 to the northern extent of Nishiwaki Lane. It is collected by a catch basin and enters the trunkline at CB I-15.The trunkline turns northeast and enters Boeing Renton Plant perimeter north of Building 04-41. The 60-inch reaches a junction point at CB I-16 where run-off from Basin 31 enters the main via 12-inch and 24-inch pipes.The conveyance system within Basin 31 is described separately. The trunkline continues northeast from CB I-16 via 60-inch pipes to its discharge point to Lake Washington at Outfall 021. (Approx. 318 LF of 60-inch pipe with an average slope 3.22 %.) Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 25 of 47 Exlsting Conditions Summary No evidence of nuisance flooding or erosion was observed within this catchment area.No incidents of flooding along this trunkline were documented in the Boeing Renton Site's maintenance records. Nuisance flooding occurs within Basin 31 and 32,upstream of the trunkline.A conveyance analysis of the existing trunkline indicates that some surcharging occurs in both the 25-and 100-yr design storm events;however,no overtopping occurs within the model for either storm event. Proposed Improvements The tributary area to the Nishiwaki trunkline will increase by approximately 32,000 square feet. A backwater analysis of the existing trunkline was performed using StormShed 3G,an SBUH methodology software program,to determine if the system can contain and covey the 25-yr, 24hr storm event and the effects that this project will have on the privately maintained Boeing Renton Site conveyance systems upstream of the trunkline. An increase of 0.363 cfs(less than 0.5%)occurs during the 25-yr,24-hr design storm event due to the total increase of tributary area in Basin 32 resulting from the proposed project improvements.The velocity of discharge at Outfall 021 will increase by 0.04 feet per second. A maximum 0.102' (less than 1.5 inches) increase in the hydraulic grade line occurs at the farthest upstream junction point,CB I-01,where Basin 38 discharges into the trunkline. No additional surcharge conditions or overtopping occurs in either the 25-and 100-yr design storm events.The impacts to the system are anticipated to be minimal. Conveyance system improvements to minimize onsite nuisance flooding within Basin 31 and 32 are proposed as a part of this project and are discussed below.Basin and reach maps and backwater analysis calculation summaries are included in Appendix B of this report. 3.1 Basin 31-Outfall 021 Basin 31 is located at the northwestern corner of the Boeing Renton Production Plant extending from just south of Buildings 04-79 and 04-21 north to the southern shore of Lake Washington along the western edge of the site, adjacent to Nishiwaki Ave. The table below summarizes the existing and proposed surface coverage for the project site within Basin 31. - I l Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 26 of 47 I I TABLE 3.1 Basin 31- Outfall 021: Project Site Surface Cover Basin 31-Surface Cover Existing Developed Condition Condition 23.000 acres 22.745 acres Total Basin Area (1,001,899 sp (990,801 sp Total Project Site Area within Basin 31 2.620 acres 1.078 acres (Western Extent of Task 2—Parts Movement Road) (114,143 sJ) (46,984 s0 Pervious(Landscape) 0.083 acres 0.072 acres (3,623 s (3,178 s Impervious(Pavement,buildings,etc.) 22.926 acres 22.672 acres (998,695 s (987,623 s Total New Impervious Area 0 acre (0 s Total New Pollution-Generating Impervious-PGIS 0 acre (Target Surface Area for Water Quality treatment) (0 s Total Replaced Impervious Area 0.251 acres (10,955 sfi Total Replaced Pollution-Generating Impervious 0.251 acres (10,955 s Reach 31D-1 Stormwater run-off from the paved area north of Buildings 04-77 and 04-78,the majority of roof runoff from these buildings, and run-off from the western portion of the Parts Movement Road is collected via sheet flow to catch basins with 4-,6-and 8-inch lateral connections and conveyed west via 12-inch pipes(approx. 292 LF 12-inch pipe with an average slope of 0.44%). Ponding within the Parts Movements has been observed during rainfall events due to flat pavement slopes and undersized lateral connection. Drainage is directed north from the Parts Movement Road through a 16-inch collection and conveyance system which collects run-off from the paved drive aisle between Buildings 04-45 and 04-21 and roof run-off from the eastern half of Building 04-45(approx. 408 LF 16-inch pipe with an average slope of less than 0.M.At the northern extent of Building 04-45 the 16-inch main turns west and collects run-off from the paved area between Buildings 04-44 and 04-45 as well as run-off from the southern portion of the Building 04-44 roof. This 16-inch pipe continues west to the drive aisle west of Buildings 04-45 and 04-44 to a connection point adjacent to Building 04-40(approx. 148 LF 16-inch pipe with an average slope of less than 0.1%). Reach 31C Stormwater run-off from the paved area south of Building 04-79 and roof run-off from Building 04-79 are collected via a system of catch basins and 6-, 10-and 12-inch pipes.This system directs drainage north and west through the paved drive aisle west of Building 04-45 via a 12-inch diameter main. Catch basins with lateral connections and roof drain connections collect run-off Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 27 of 47 I from this drive aisle and the western portion of Building 04-45 and convey it to north to combine with the 16-inch pipe at the end of Reach 3113-1 adjacent to Building 04-40(approx. 386 LF 12-inch pipe with an average slope of 0.3%). Drainage from the 16-inch conveyance pipe for Reach 31D-land 12-inch conveyance pipe combine and continue north via a 24-inch diameter pipe within the drive aisle west of Buildings 04-44 and 04-42. Surface run-off from the paved drive aisle and roof run-off from Buildings 04- 44 and 04-42 is collected via catch basins with laterals and roof drainage connections within this 24-inch diameter mainline as its continues north beyond Building 04-42 to a connection point at the southwest corner of Building 04-41 (approx. 936 LF 24-inch pipe with an average slope of 0.3%). See Reach 31C continued below. Reach 31D-2 Roof run-off from the western portion of Building 04-20 is collected and conveyed via 4-and 10- inch pipes to a pump system located within the southwestern corner of Building 04-21.This pump system directs stormwater north through a 12-inch force main located within the limits of Building 04-21 to a point just north of the southern extent of Building 04-44 where it turns northwest and enters the paved drive aisle between Buildings 04-44, 0442, and 04-20.The 12- inch force main ends at an 18-inch collection and conveyance system located centrally in the drive aisle.As this conveyance system continues north,the pipe size increases from 18-to 24- inch prior to turning west just south of Building 04-41.Roof drain connections collect runoff from western portion of Building 04-41 as the 24-inch mains turns north within the drive aisle west of Building 04-41 and conveys the collected roof run-off to bypass a flow splitter and oil water separator systems ROWS-031 ROWS-041 and ROWS-042 located just north of the / p Y ( � � ) 1 northwest corner of Building 04-41(approx. 596 LF 18-inch pipe with an average slope of 0.22%and 600 LF 24-inch pipe with an average slope of 0.38%). J Reach 31D-3 A collection and conveyance system runs south to north parallel and directly adjacent to the Reach 3113-2 storm main located centrally in the drive aisle between Buildings 04-44, 04-42,and 04-20.This system is comprised of catch basins and 12-inch diameter pipes up to Building 04-41 and increases to an 18-inch system as it turns west and continues parallel to and north of the _ previously described 24-inch conveyance main(approx. 776 LF of 12-inch pipe with an average slope of less than 0.1%and 150 LF 18-inch pipe with an average slope of 0.84%).This reach collects run-off from the paved drive aisle between Buildings 04-44,04-42, and 04-20.At the southwest corner of Building 04-41, this 18-inch collection and conveyance main is intercepted by the Reach 31C storm line heading north from the drive aisle located west of Buildings 04-44 and 04-42. Reach 31C(continued) From this connection point, a 24-inch diameter conveyance main directs drainage north within the drive aisle to the previously described flow splitter and oil/water separator system (ROW-041 and ROWS-042).Catch basins and lateral connections collect storm water run-off from the paved drive aisle prior to the flow splitter connection.Discharge from the Oil/Water Separator system and bypass flows combined with roof fun-off from Reach 31D-2. Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 28 of 47 Reach 31B Storm water run-off from the paved area north and east of Building 04-41 sheet flows to a system of catch basins and 12-and 18-inch pipes which direct this run-off to the flow splitter and oil/water separator near the northwest corner of Building 04-41(ROWS-031).A system of 4-, 6-,8-and 18-inch pipes collect roof drainage from Building 04-41 and direct it to bypass the oil water separator system to combine with discharge from both oil/water separator systems and bypass flows combined with roof fun-off from Reach 31D-2. Reach 31A Stormwater run-off from the paved area north and east of Building 04-41 is collected and conveyed via a catch basin and lateral connection to the trunkline at CB I-16.Stormwater run- off from the remainder of Basin 31 which is discharged from the oil/water separator systems and bypass systems located north of Building 04-41 also enters the trunkline at CB I-16. Existing Conditions Summary Existing undersized storm laterals with negative slopes and flat pavement grades create nuisance flooding problems at the western end of the Parts Movement Road within Basin 31 (Reach 3113-1) south of Building 04-21. - A backwater analysis of the existing conveyance system indicates that additional surcharging and overtopping occurs within the model occurs during both the 25-and 100-yr design storm I events.No records of flooding incidents have been found to confirm the modeled result.Field survey of the existing conditions will be performed to confirm the structure elevations and pipe sizes obtained from as-builts. The existing oil/water separator system located at the end of Reach 31C;ROWS-041 &ROWS- 042 consists two Coalescing Plate Interceptor(CPI)oil/water separator modules(Model No. 814-10-SA&712-SA respectively)with a combined oil control treatment capacity of 1,750 gallons per minute. The existing oil/water separator located at the end of Reach 31A;ROWS-031,consists of a CPI oil/water separator module (Model Unknown)with an oil control treatment capacity that is currently unknown. Proposed Improvements Existing undersized storm laterals with negative slopes and flat pavement grades create nuisance flooding problems at the western end of the Parts Movement Road within Basin 31 (Reach 3113-1) south of Building 4-21.Replacement of inadequate storm lateral pipes and the addition of new catch basins in flat areas are recommended to resolve some of these nuisance flooding occurrences. No new PGIS or NPGIS will be added within Basin 31 as a part of this project and no net increase in runoff volumes will result from the improvements proposed by this project within Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 29 of 47 Basin 31. Approximately 12,800 square feet of impervious pavement will be replaced and regarded north of the SW Marshaling Yard transferring the area to Basin 32. A quantitative analysis of the conveyance system within Basin 32,Basin 34 and the trunkline located within Nishiwaki Lane was performed due to the anticipated increase in peaks flow and volume within Basin 32.The change in the Hydraulic Grade elevation was calculated to be - 0.01 foot during the 100-year,24-hour design storm event at CB I-16,where Basin 31 enters the trunkline. The proposed increase in the size of Basin 32 will not negatively affect the conveyance system within Basin 31. 3.2 Basin 32 - Outfall 021 Basin 32 is located centrally on the project site and extends east from Nishiwaki Lane to just west of Building 04-89,near Logan Ave.Site use within this Basin includes production support and maintenance operations,including two onsite fueling stations,with a POV parking area located at the western edge of the Basin near Nishiwaki Lane.The table below summarizes the existing and proposed surface coverage for the project site within Basin 32. TABLE 3.2 Basin 32-Outfall 021:Project Site Surface Cover Basin 32-Surface Cover Existing Developed Condition Condition 9.844 acres 10.536 acres Total Basin Area (428,823 sfl (458,940 sfl Total Project Site Area within Basin 32 4.531 acres 5.116 acres (Task 1b—SW Marshaling Yard, Task 3—Gate D-35 and (197,383 sf) (222,890 sfl Badge Office Relocation, &Task 4—Parking Im rovements) Pervious(Landscape) 0.083 acres 0.126 acres (3,623 s (5,527 s Impervious(Pavement,buildings,etc.) 9.043 acres 10.408 acres (393,952 s (453,412 s Total New Impervious Area 0.585 acre (25,505 s Total New Pollution-Generating Impervious 0.065 acre (Target Surface Area for Water Quality treatment) (2,855 sfi Total Replaced Impervious Area 3.164 acres (137,866 s Total Replaced Pollution-Generating Impervious 2.655 acres (115,693 s Reach 32Q Reach 320 begins just west of Building 04-89 where a system of catch basin and 6-and 8-inch pipes collect run-off from the paved surface.The paved area immediately adjacent to the fueling station directs drainage to a 475 gallon spill control vault prior to connecting to this branch Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 30 of 47 I system with a 4-inch pipe.Runoff is then conveyed west via a 12-inch pipe to Reach 32L. (Approx.295 LF of pipe with an average slope of 0.24%J Reach 32L Surface runoff from the northeast paved transportation yard is collected via a catch basin and is conveyed south to the connection point with Reach 340. From this connection point run-off is conveyed west via a 12-inch pipe to a junction point with Reaches 32N and 32P. See Reach 32L continued below. (Approx. 248 LF 12-inch pipe with an average slope of 0.27 Reach 32N The northeastern portion of the North 8th Street entrance to the Boeing Renton Site drains to catch basins located adjacent to the covered walkway.These catch basins are connected via 8- and 12-inch laterals to a collection and conveyance system located within the transportation yard.This system, consisting of catch basins and 12-inch pipes,begins just north of the covered walkway at the North 81h Street entrance and generally follows the walkway west and then north to terminate at its connection to Reaches 32P and 32L. (Approx.370 LF 12-inch pipe with an average slope of 0.20%J Reach 32P Reach 32P collects drainage via catch basins from the northwest corner of the transportation yard,near the existing truck ramps.Run-off is conveyed south in 12-inch pipes south to the point of connection with Reaches 32N and 32L. (Approx. 151 LF 12-inch pipe with an average slope of 0.33 %.) Reach 32L(Continued) From its connection to Reaches 32N and 32P,Reach 32L conveys stormwater run-off west and then southwest via 19-inch pipes to catch basin centrally located in the parking area just east of the transportation yard and west of Buildings 04-71 and 04-69. (Approx. 97 LF 19-inch pipe with an average slope of 0.64%.)Reach 32L continues west via a 24-inch pipe to a point just north of Building 04-71. (Approx. 161 LF 24-inch pipe with an average slope of 0.22 %.)A channel drain which collects run-off from a concrete pad located at the northwest corner of Building 04-71 connects to the system via a 4-inch lateral.The 24-inch collection and conveyance system continues southwest and west beyond Building 04-71 where it collects additional surface runoff prior to connecting to a 22x13 arch pipe. (Approx. 98 LF 12-inch pipe with an average slope of less than 0.1 %.)This arch pipe conveys drainage southwest to the paved area just east of Building 04-70 where the conveyance main reverts back to 24-inch circular pipe prior to continuing southwest. (Approx. 128 LF 22x 13 arch pipes lay at a negative slope)Roof runoff from Building 04- 70 is directed to the surrounding paved area via sheet flow. Roof and surface water run-off is collected between Buildings 04-70,04-71,and 04-75 via catch basins connected to the 24-inch main by 6-and 8-inch laterals. South of Building 04-70, the 24-inch main turns west and continues to collect run-off within the drive aisle north of Building 04-75 until it reaches the southern flow splitter associated with the oil/water separator system (ROWS-043) located at the southeast corner of the POV parking area west of Building 04-70. (Approx.216 LF 24-inch pipe with an average negative slope.) Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 31 of 47 Reach 32J 8-inch roof laterals collect drainage from a portion of Building 04-75 and convey it north to the southern edge of the paved drive aisle between Building 04-75 and the POV parking lot.A collection and conveyance system of catch basins and 18-inch pipes collects runoff from a portion of the drive and conveys this surface run-off combined with roof run-off from Building 04-75 to the southern flow splitter associated with the oil/water separator system(ROWS-043) located at the southeast corner of the POV parking area west of Building 04-70 where it is combined with Reach 32L. (Approx. 100 LF 18-inch pipe with an average slope of 2.5%J Reach 32K Reach 32K begins in the paved area between Buildings 04-77 and 04-71.Run-off generated on the roofs of these buildings sheet flows to the surrounding pavement where combines with surface run-off.Catch basins collect the combined run-off and convey it south and southwest via 12-inch pipes to a point within the eastern extent of the POV parking lot where it connects to Reach 32A-2. Ponding within this paved area has been documented in Boeing's maintenance records. (Approx. 163 LF 12-inch pipe with an average slope of 0.1 %J Reach 32A-1 Run-off generated in the western extent of the POV parking area and the western perimeter drive aisle is collected and conveyed south and then southeast via 12-inch pipe to the northern flow splitter associated with the oil/water separator system(ROWS-043)located at the southeast corner of the POV parking area west of Building 04-70 where it is combined with Reach 32A-2. (Approx.354 LF 12-inch pipe with an average slope of 0.25 Reach 32A-2 Reach 32A-2 begins just south of the second covered fueling station located at the northeast comer of the POV parking area.Run-off from the paved surface is collected and conveyed south via a 10-inch pipe to a connection point with the 12-inch pipe at the terminus of Reach 32K just south and east of the sanitary sewer lift station located within the POV parking area. The 10- inch collection and conveyance line continues south as it collects run-off from the eastern portion of the POV parking area.Reach 32A-2 ends at the northern flow splitter associated with the oil/water separator system(ROWS-043)located at the southeast corner of the POV parking area west of Building 04-70 where it is combined with Reach 32A-1. (Approx. 175 LF 12-inch pipe with an average slope of 0.94 %J Reach 32A - Treatment flows from both flow splitters are directed to the oil/water separator(ROWS-043). Bypass flows and treated discharge from the separator combine and are directed west via a 24- inch pipe.This 24-inch conveyance main is route through a manually actuated sluice gate (Vault No.591)that can be closed in the event of a fuel spill upstream.The discharge from Basin 32 continues west and connects to the Nishiwaki Lane trunkline via a 24-inch pipe at CB I-09. (Approx.206 LF 24-inch pipe with an average slope of 1.27 Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 32 of 47 Existing Conditions Summary Existing undersized conveyance pipes with negative create nuisance flooding problems just south of Building 04-69 within Reach 32L and between Buildings 04-77 and 04-70 within Reach K. The existing oil/water separator system located at the southeast corner of the POV parking area west of Building 04-70;ROWS-043,consists of a Coalescing Plate Interceptor(CPI)oil/water separator module(Model No.818-2-CPS)with a maximum oil control treatment capacity of - more than 875 gallons per minute. Spill containment is provided for this basin at the manually actuated sluice gate(Vault No.591) that can be closed in the event of a fuel spill upstream. Proposed Improvements This project proposes to redirect an equivalent 19,000 sf area of PGIS from the southern extent of Basin 27, Sub-Basin 27E as a part of Task 3 and 4 to Basin 32.The project includes replacement of inadequate conveyance pipe to alleviate existing nuisance flooding within Basin 32.The storm conveyance facilities will be re-routed to accommodate the structure improvements included as a part of Task 1,SW Marshaling Yard and Task 3,Badge Office. A backwater analysis of conveyance system was performed using StormShed 3G, an SBUH methodology software program,to determine if the system can contain and covey the 25-yr, 24hr storm event and the effects that this project will have on the privately maintained Boeing Renton Site conveyance systems that connect to the trunkline upstream of Basin 32. When modeled with the improvements proposed to the existing conveyance system;no additional surcharge conditions or overtopping occurs in either the 25-and 100-yr design storm events.The overall function of the system will be improved as a result of this project.Basin and reach maps and backwater analysis calculation summaries are included in Appendix B of this report. A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area. .The system will consist of a flow splitter, pre-treatment system,a filter vault,and stormwater pump station.This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project.A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2,Conditions and Requirements Summary, and in Section 4,Flow Control and Water Quality Facility Analysis and Design. Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 33 of 47 3.3 Basin 34 - Outfall 021 Basin 34 is located just north of North 6th Street and extending north to include Buildings 04-68 and 04-75 to the west, Building 04-71, and the North 8th Street Entrance at Gate D-40 to the east. This Basin reaches from Logan Ave North on its eastern perimeter to Nishiwaki Lane at its western perimeter.The table below summarizes the existing and proposed surface coverage for Basin 34. TABLE 3.3 Basin 34 - Outfall 021:Project Site Surface Cover Basin 34-Surface Cover Existing Developed Condition Condition 30.385 acres 30.310 acres Total Basin Area (1,323,590 sp (1,320,335 sp Total Project Site Area within Basin 34 23.832 acres 23.754 acres (Task 1-SW Marshaling Yard and Truck Inspection, Task 3 (1,038,162 sJ) (1,034,745 sfi -Gate D-35 and Badge Office Relocation,and Task 4- Parking Improvements) Pervious(Landscape) 2.184 acres 2.481 acres (95,150 sp (108,076 s Impervious(Pavement,buildings,etc.) 28.201 acres 27.829 acres (1,228,436 s (1,212,259 s Total New Impervious Area 0.979 acre (42,685 s Total New Pollution-Generating Impervious 0.783 acre (Target Surface Area for Water Quality treatment) (34,111 s Total Replaced Impervious Area 0.908 acres (39,567 s acres Total Replaced Pollution-Generating Impervious 0.703.703 0 s Reach 34A-1 The run-off generated at northwestern corner of Basin 34 at the existing North 8th Street entrance is collected via a system of catch basins and 12-inch diameter pipes and conveyed south in a collection and conveyance system of 12-inch pipes and catch basins which collects run-off from the north western portion of Basin 34 including the existing Badge Office. (Approx. 560 LF 12-inch pipe with an average slope of 0.1 %.)just south of the Badge Office,the conveyance pipes increase in size to 18-inch diameter pipes and continue south and south west,collecting stormwater run-off to a connection point with Reaches 34A-2 and 34A located just east of Substation 2. (Approx. 344 LF 18-inch pipe with an average slope of 0.23 Reach 34A-2 Surface run-off from the paved area surrounding the Substation 2 is collected via a system of 8- and 12-inch pipes and catch basins. This system conveys stormwater run-off north to a Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 34 of 47 connection point with Reaches 34A-1 and 34A just east of the Substation. (Approx. 190 LF of pipe with an average slope of 1.05%J Reach 34A Combined run-off is conveyed west via an 18-inch main. Catch basins with 6-and 12-inch lateral connections collect drainage as this 18-inch main continues west to a connection point south and east of Building 04-75. (Approx. 441 LF 18-inch pipe with an average slope of 0.42 Reach 34B-1 A collection and conveyance system comprised of 8-and 15-inch pipes and catch basins is - centrally located within the paved area between Reach 34B-2 and Building 04-75.This system collects surface run-off from the surrounding pavement and conveys it south and west to a point adjacent to the southern extent of Building 04-75 where drainage enters a 22"x13" arch pipe.This 22x13 arch pipe directs run-off south and southwest to a point of connection. (Approx. 452 LF of pipe with an average slope of 0.11 Reach 34B-2 The roof run-off from Building 04-71 is collected via 6-inch pipe and connects to an 8-inch collection and conveyance system which directs runs to the northeast corner of Building 04-75. The collection and conveyance system's pipe size increases to 15-inch diameter as it the system continues south along the eastern face of Building 04-75 and then turns east and decreases in size to 12-inch diameter pipe.Run-off from the paved surface directly east of the northern two- thirds of Building 04-75 and roof drainage from the northeastern portion of Building 04-75 is collected via catch basins with lateral connections and roof drain connection.This 12-inch diameter pipe and catch basin system continues east and south to connect to the 22x13 arch pipe described in Reach 34B-1. Run-off continues southwest to a point of connection near the southeast corner of Building 04-75. (Approx. 633 LF of pipe with an average slope of 0.2 %J Reach 34B4 Roof drainage run-off from the southeastern portion of Building 04-75 and surface run-off from the paved area directly east of the southern third of Building 04-75 area collected in a system 6- and 15-inch pipes and catch basins which roof drainage connections.This system connects to the 22x13 arch pipe at the southeast corner of Building 04-75.From this connection point,run- off is directed south via an 18-inch pipe to connect to the 18-inch mainline described in Reach 34A. (Approx. 220 LF of pipe with an average slope of 0.29 Reach34B Run-off is directed west within the mainline via a series of 24-and 30-inch pipes and catch basins to the western extent of Building 04-75.Roof run-off from portions Buildings 04-75 and 04-68 as well as run-off from the landscaped area at the southeast comer of Building 04-68 are collected via 8-and 12-inch lateral connections.Run-off from a portion of the paved area south of Building 04-68 is collected within catch basin on the mainline as it continues west via a 24- inch pipe to the paved drive aisle located along the Boeing Renton Production Plant western perimeter. (Approx. 506 LF of pipe with an average slope of 0.49%J -- Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 35 of 47 Reach 34E Stormwater run-off from drive aisle and paved truck maneuvering area west of building receives water quality treatment via Filterra units located at the western edge of the paved drive aisle.A conveyance system of catch basins and 12-inch pipe collects drainage from the truck well at Building 04-68 and connects to the 12-inch pipe and conveyance system which collects treated run-off and overflow bypass run-off from the Filterra units.This system directs the combined run-off south to a point of connection with the 24-inch mainline described in Reach 34B. (Approx. 310 LF of pipe with an average slope of 0.4%.)The storm main turns south and continues to collect and convey run-off within the west perimeter drive aisle via a system of catch basins and 24-inch pipes to a junction point with Reach 34D and 34C, located near the center of Lot 15 within the western-most drive aisle. (Approx.278 LF of pipe with an average slope of 0.9%J Reach 34D Storm water run-off along the eastern perimeter of Lot 15 south of Sub-Station 2 sheet flows south and west to a catch basin in the southeast corner of the parking lot.From this collection point, a collection and conveyance system consisting of 18-inch pipes and catch basins collects additional run-off from a narrow portion of paved surface area along the southern perimeter of Lot 15 to the southwest comer of the parking area. From this point the 18-inch conveyance pipe turns northwest and then increases in diameter to a 24-inch pipe which directs drainage north to the junction point with Reach 34ABE and Reach 34C. (Approx. 1,215 LF of pipe with an average slope of 0.61 %J Reach 34C The surface run-off generated in the eastern central portion of Lot 15 is collected via two branch systems of catch basins and conveyance pipes ranging in size from 6-to 12-inch diameter. (Approx. 856 LF of pipe with an average slope of 1.03 %.)These branch collection systems converge at n 18-inch collection and conveyance system which collects surface run-off from the majority of Lot 15. Catch basins located along the main and catch basins with 12-inch lateral connections spaced at approximately 175-foot intervals collect and convey run-off from east to the junction with Reach 34ABE and Reach 34D. (Approx. 706 LF 18-inch pipe with an average slope of 0.35%J From this junction point,run-off enters a flow splitter which directs water quality flows to a system of oil/water separators(ROWS-49 and ROWS-50).Discharge from the oil/water separator system and bypass flows combined at a junction point within the landscaped perimeter.A 30-inch pipe discharges run-off from Basin 34 into the trunkline located within Nishiwaki Lane at CB I-07 where this trunkline which conveys stormwater run-off north to discharge to Lake Washington at Outfall 021. (Approx.20 LF 30-inch pipe with a slope of 0.5%J Existing Conditions Summary No evidence of nuisance flooding or erosion was observed within this catchment area.No incidents of flooding were documented in the Boeing Renton Site's maintenance records. Technical Information Report BergerABAM,A13.0362.203 - Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 36 of 47 The existing oil/water separator system located at the end of Reach 34C;ROWS-49 and ROWS- 50, consists of two 8x16 CPI oil/water separator modules(Model Unknown)with an oil control treatment capacity that is currently unknown. Proposed Improvements The impacts to the system are anticipated to be minimal. Additional catch basins may be added to the existing conveyance system as required to facilitate positive drainage. An 18-inch conveyance pipe will be re-routed to accommodate the new truck inspection facilities. Basin and reach maps are included in Appendix B of this report. 3.4 Basin 21 - OutfaH 001 Basin 021 is a mainly impervious area located north of Park Ave N,just east of its intersection with 7571h Ave which encompasses the existing Truck Inspection Facilities to be removed and Substation#2. Drainage is collected via catch basins and routed northeast through a closed conveyance system of 8-inch and 12-inch diameter pipes to connect to a 48-inch diameter pipe system which enters Basin 021 from the south.This 48-inch diameter pipe system continues northeast where it discharges to John's Creek east of Lake Washington Boulevard. The table below summarizes the existing and proposed surface coverage for the project site within Basin 21. TABLE 3.4 Basin 21-Outfa11001:Project Site Surface Cover Existing Developed Basin 21- Surface Cover Condition Condition 3.958 acres Total Basin Area (172,451 sfi Total Project Site Area within Basin 21 1.318 acres (Task 7b-Existing Truck Inspection Reconfiguration) (57,417 sJ) Pervious(Landscape) 0.648 acres 0.601 acres (28,235 s (26,200 s Impervious(Pavement,buildings,etc.) 3.31 acres 3.341 acres (144,184 s (145,547 s Total New Impervious Area 0.095 acre (4,170 s Total New Pollution-Generating Impervious 0.095 acre (Target Surface Area for Water Quality treatment) (4,170 s Total Replaced Impervious Area 1.159 acres (50,525 s Total Replaced Pollution-Generating Impervious 1.159 acres (50,525 s Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 37 of 47 Existing Conditions Summary No evidence of nuisance flooding or erosion was observed within this catchment area. No incidents of flooding were documented in the Boeing Renton Site's maintenance records. The existing land use is considered high use due to the percentage of diesel powered vehicles entering and queuing in this area. Currently oil control is not provided in this basin. Proposed Improvements Improvements within this Basin will be detailed under a separate TIR 3.5 Basin 25 - Outfa11002 Basin 25 is located just north of Logan Ave, directly east of Building 04-17 and extends from Building 04-17 north and east to the eastern edge of the project site and the southern shore of Lake Washington.This Basin includes roof run-off from Building 04-86 and a portion of the roof run-off from Building 04-81. The table below summarizes the existing and proposed surface coverage for the project site within Basin 27. TABLE 3.5 Basin 25 - Outfall 002: Project Site Surface Cover Existing Developed Basin 25-Surface Cover Condition Condition 22.727 acres Total Basin Area (990,004 sf) Total Project Site Area within Basin 25 1.356 acres (Task 2-Parts Movement Road fdTask 6-Duct Banks) (59,075 s,0 Pervious(Landscape) 1.878 acres 1.878 acres (81,830 s (81,830 s Impervious(Pavement,buildings,etc.) 20.848 acres 20.848 acres (908,174 s (908,174 s Total New Impervious Area 0 acre (0 s Total New Pollution-Generating Impervious 0 acre (Target Surface Area for Water Quality treatment) (0 s Total Replaced Impervious Area 0 acres (0 s Total Replaced Pollution-Generating Impervious 0 acres (0 s Reach 25C Drainage from the southwestern extent of the basin sheet flows north to channel drains located just south of Building 04-81 and 04-82.From these channel drains it is conveyed west and north through a series of 12-inch and 15-inch conveyance pipes to a collection and conveyance system consisting of 24-inch diameter pipes with catch basin laterals between Buildings 04-82 and 04-17 (approx. 443 LF 12-inch pipe with an average slope of 0.36%and 158 LF 15-inch pipe with an average slope of 0.5%). Catch basin laterals and roof drainage connections along this 24-inch main collect Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 38 of 47 surface run-off from the paved drive aisle between the two building and run-off from the western portions of the Building 04-17 roof(approx. 747 LF 24-inch pipe with an average slope of less than 0.1%). Reach 25A A separate collection and conveyance line is routed around the southern,eastern, and northern perimeter of Building 04-17 consisting of 8-, 12-, 18-, and 21-inch pipes. Catch basin laterals and roof drainage connections along this main collect surface run-off from the paved areas south, east and north of the building and the southern,eastern, and northern portions of the roof (approx. 93 LF 8-inch pipe with an average slope of 1.25%, 170 LF 12-inch pipe with an average slope of 0.65%,390 LF 18-inch pipe with an average slope of 0.33%,and 422 LF 21-inch pipe with an average slope of 0.32%). Reach 25A and Reach 25C combine at the northwestern corner of Building 04-17 and continue north in a 36-inch pipe.Run-off from the roof of Building 04-83 enters the 36-inch mainline as it continues to a point adjacent to the northern extent of Building 04-82(approx.259 LF 36-inch pipe with an average slope of 0.34%). Reach 25B Run-off from the eastern portion of the Building 04-82 roof is collected in an 8-inch pipe which directs this run-off north to the northeastern corner of Building 04-82 where it connects to the previously described 36-inch storm collection and conveyance main.Run-off from the paved area north of Buildings 04-82 and 04-83 is collected by a catch basin on this 36-inch main where it is directed further north and east to discharge directly to Lake Washington via a 27-inch pipe at Outfall 002 (approx. 155 LF 36-inch pipe with an average slope of 0.71%and 30 LF 27-inch pipe with an average slope of 0.33%). Existing Conditions Summary No evidence of nuisance flooding or erosion was observed within this catchment area. No incidents of flooding were documented in the Boeing Renton Site's maintenance records. Proposed Improvements A portion of the Parts Movement Road improvements lies within the southern extent of Basin 25. No changes to surface cover or conveyance systems will occur as a part of this project. Existing onsite traffic patterns will be revised as a result of this project.Trucks entering the site from the existing Truck Inspection Facilities were routed onto the Boeing Site at 757th Ave south of Buildings 04-80 and 04-81.This high use traffic will be rerouted southwest to Basins 32 and 34 where oil control facilities are already in place due to the relocation of the truck inspection facilities.Traffic on this portion of the Parts Movement Road will be limited to non- motorized part transport carts and occasional delivery vehicles and does not facilitate high use traffic patterns;therefore, oil control will not be provided. Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 39 of 47 3.6 Basin 27 - Outfall 004 Basin 27 is located just west of Logan and extending north between Buildings 04-21,04-20, and 04-81 to the south shore of Lake Washington.The table below summarizes the existing and proposed surface coverage for the project site within Basin 27. TABLE 3.6 Basin 27 - Outfall 004:Project Site Surface Cover Basin 27-Surface Cover Existing Developed Condition Condition 31.840 acres 31.403 acres Total Basin Area (1,386,989 sfl (1,367,943 sf) Total Project Site Area within Basin 27 13.198 acres 12.762 acres (Task 2—Parts Movement Road, Task 3—Gate D-35 and (574,907 sp (555,934 sp Badge Office Relocation,and Task 4—Parking Improvements, Task 5—Lot 1 Marshaling Yard, Task 6—Duct Banks, Task 7 —Air Compressor Building) Pervious(Landscape) 2.151 acres 2.162 acres (93,740 s (94,192 sfi Impervious(Pavement,buildings,etc.) 29.965 acres 29.241 acres (1,305,301 s (1,273,751 sfi Total New Impervious Area 0.605 acre (26,388 sfi Total New Pollution-Generating Impervious 0.419 acre (Target Surface Area for Water Quality treatment) (18,278 s Total Replaced Impervious Area 1.690 acres (73,659 sfi 504 acres Total Replaced Pollution-Generating Impervious 1.5,549 s Reach 27C-H Stormwater run-off from a narrow area adjacent to and west of Logan Ave beginning at the intersection of Logan and North 61h Street and extending north to the southeastern corner of Building 04-17(Sub-basin 27 C)is collected and conveyed north via a closed network of catch basins and 12-inch diameter pipe.Catch basins with 4-, 6-,8-,and 12-inch lateral pipe connections collect drainage from the narrow parking between the existing covered walkway/utilidor east of Lot 7 and Logan Ave (approx.. 1,335 LF of 12-inch pipe with average slope of 0.2%).The 12-inch conveyance main with lateral connections continues north beyond the existing North 81h Street entrance collects surface run-off from landscaped areas and the existing rail spurs located north of North 811,Street and east of Building 04-90 until it reaches the southeast corner of Building 04-17(approx. 705 LF 12-inch pipe with an average slope of 0.25%).A roof drainage connection at Building 04-89 adds roof drainage run-off from the entirety of this building(sub-basin 27H)to the conveyance system.The conveyance pipe increases to a 15-inch diameter pipe at Building 04-17 and continues north along the east face of the building(approx. 402 LF 15-inch pipe with an average slope of 0.5%). Beyond Building 04-17,the conveyance main Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 40 of 47 turns northwest.Catch basins with 6-inch lateral connections collect some surface run-off from the paved area just north of Building 04-17(approx. 444 LF 15-inch pipe with an average slope of 0.47%).The conveyance system turns north and no further surface run-off is collected prior to its connection to a flow splitter(No.465)located between Buildings 04-21 and Building 04-81 (approx. 518 LF of 15-inch pipe with an average slope of less than 0.M. Reach 27B-J j Surface run-off from the paved area north of Buildings 04-04 and 04-17 between Buildings 04-21 and 04-81 is collected and conveyed north to the flow splitter described above(No.465)via three collection and conveyance systems consisting of 12-inch diameter pipes conveyance,8- inch laterals and catch basins. The eastern collection system collects and conveys drainage from south to north adjacent to Building 04-20 and will be revised to accommodate the VPAL improvements being constructed under a separate permit.As-builts from these improvements are not available at this time as this project is still being constructed. The existing conveyance pipe generally follows the eastern face of Building 04-20 to a point adjacent to the flow splitter and makes a 90-degree turn east to its point of connection(approx. 950 LF of pipe with an average slope of 0.5%). The central collection system collects and conveys drainage from south to north from the paved area just north of Building 04-17 to and extends directly north to the flow splitter(No.465). (Approx. 847 LF 12-inch pipe with an average slope of 0.5%.) The western collection system conveys drainage from south to north,following the western edge of the striped drive aisle adjacent to Building 04-81 to a point adjacent to the flow splitter and makes a 90-degree turn west to its point of connection (approx. 650 LF 12-inch pipe with an average slope of 0.6%). - Run-off from Reach 27B-J and 27C-H combine at the flow splitter (No.465)and receive water quality treatment at the wet vault with flows above the designed water quality treatment volume being bypassed. The bypass flow and discharge from the wet vault continue north via a 27-inch diameter pipe(approx. 175 LF 27-inch pipe with an average slope of 1.6%). Reach 27E Run-off from the western portion paved area south of Building 04-20and the western portion the rail spur area south of Building 04-20 which lies within Sub-Basin 27E is collected via catch basins with 4-,6-,and 8-inch lateral connections to 8-and 10-inch conveyance pipes. Run-off from this western portion of Basin 27 is directed to oil/water separator(ROWS-047).Drainage is then directed to the southeast corner of Building 04-21 from an adjacent pump system(No. 516B)via a 6-inch force main. The southwestern portion of Sub-Basin 27E,including roof drainage run-off from building 04- 90, the western portion of the rail spur area south of Building 04-20, and the existing and proposed Parts Movement Road(Basin 27E);is collected and conveyed to a second separate Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 41 of 47 oil/water separator(ROWS-048)via a system of catch basins with 4-,6-, and 8-inch lateral connections to 12-inch conveyance pipes. Run-off is directed from the oil/water separator to an adjacent pump system(No.510A).The 6-inch force main from pump No.516B connects to the force main exiting pump No.510A at the southeast building corner.Discharge from both pumps is directed north from the southeastern corner of Building 4-21 via a 12-inch force main between Buildings 04-21 and 04-04 to a connection point near the interface of Buildings 04-21 and 04-20. Reach 27F Run-off from the paved drive aisle between Buildings 04-21 and 04-04 is collected via a system of 6-inch lateral pipes and catch basins and is conveyed north via a variety of pipes including 6- and 12-inch circular pipes and 17x13 arch pipe to a connection point adjacent to Building 04-21 and 04-20 line. Roof drain run-off from Building 04-04 is collected and conveyed via a variety of 6-, 8-, 12-and 18-inch circular pipes as well as a 21x15 arch pipe to combine with surface run-off and discharge from the force main Reach 27E at a connection point adjacent to Building 04-21 and 04-20 line. Reach 27G From the interface of Buildings 04-21 and 04-20,run-off is then tight-lined via an 18-inch and 24- inch diameter gravity pipe system north adjacent to Building 04-20 and will be revised to accommodate the VPAL improvements being constructed under a separate permit.As-builts from these improvements are not available at this time as this project is still being constructed. The conveyance continues north beyond Building 04-20 to a storm vault where it combines with run-off from the southeastern portion the roof of Building 04-20(approx. 1,000 LF of pipe at an average slope of 0.36%). From this vault, run-off is directed east via a 27inch diameter pipe to combine with the wet vault discharge and bypass flows and continues north via a 30-inch pipe (approx. 200 LF of 27-inch pipe with an average slope of 0.75% and 55 LF of 30-inch pipe with an average slope of 1.09%). Reach 27A Stormwater run-off from the western portion of the Building 04-81 roof is collected and conveyed north via a 10-inch diameter pipe to the northwest corner of Building 04-81.Drainage is then directed northwest via a 12-inch pipe to connect to the 30-inch pipe conveying drainage from the remainder of Basin 27 and a portion of Basin 58 (approx. 112 LF 12-inch pipe with An average slope of 3.06%). From this final combination point drainage is conveyed north via a 36- inch diameter pipe to the Lake Washington at Outfall 004(approx. 182 LF 36-inch pipe with an average slope of less than 0.15%). Existing Conditions Summary Water Quality flow from a total tributary basin area of 678,285 SF including Sub-Basins 27C, 27B, 27H, and 27J is directed from the flow splitter(No.465)to a combination wet-vault and oil/water separator(No.487/ROWS-030).The design water quality treatment volume and oil Technical Information Report BergerABAM,A13.0362.203 - Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 42 of 47 control treatment capacity of the Coalescing Plate Separator located within the wet vault are currently unknown. ROWS-047 is a Coalescing Plate oil/water separator module(Model No.612-2-CPS)which accepts run-off from an 84,140 sf portion of Sub-basin 27E and has maximum oil control treatment capacity of 438 gpm.The required design flow for this separator was 260 gpm. ROWS-048 is a Coalescing Plate oil/water separator module(Model No. 816-2-CPS)which accepts run-off from a 175,180 sf portion of Sub-basin 27E and has maximum oil control treatment capacity of 585 gpm.The required design flow for this separator was 516 gpm. Proposed Condition New PGIS will be created within sub-basin 27E by the demolition of a portion of Building 04-90 and replacement with asphalt pavement for parking areas just south of the Parts Movement Road as a part of Task 4-Spine Road.Additional new PGIS will be created by the removal of the landscape islands between Buildings 04-21 and 04-04 that will occur as a part of Task 2—Parts Movement Road.This new PGIS located within Sub-Basin 27E receives oil control treatment at ROWS-047 and ROWS-48. This 18,500 sf target surface area cannot reasonably be treated within Basin 27 due to the existing site conditions downstream of the existing oil/water separators; namely the underground utility infrastructure which is located between Buildings 04-20 and 04- 81 consisting of fire protection,steamline utilidors,power, telecommunications,forced air,etc. This utility infrastructure is essential to the industrial operations and safety of operations within the Boeing Renton Production Plant and cannot be reasonably relocated to facilitate a new water quality treatment system within Basin 27. This project proposes to redirect an equivalent 19,000 sf area of PGIS from the southern extent of Basin 27,Sub-Basin 27E as a part of Task 3 and 4 to Basin 32.A water quality treatment system located downstream of the existing oil/water separator at the western edge Basin 32 will be constructed as a part of Task 1 to provide treatment for the entirety of Basin 32 and this additional 19,000 sf of Basin 27. Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 43 of 47 i SECTION 4: FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 Water Quality Treatment Water Quality Treatment Target Surface areas for the project site include New PGIS that is not fully dispersed.Because the valuation of the proposed site improvements does not exceed 50% of the assessed value of the existing site improvements,replaced PGIS is not included in the target surface area per criteria item#4 on page 1-64 of the City of Renton Amendments to the KCSWDM, Section 1.2.8.1.A Basic WQ Treatment Areas. Basic Water Quality Treatment will be provided for the project site by a water quality treatment f facility will be constructed within the limits of the SW Marshaling Yard Project Task Area. This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project. Required: New PGIS for the Renton Site Logistics Project=1.154 acres (50,277 s)) Provided: WQ Treatment Area (Basin 32=10.536 acres(458,940 sf)modeled as entirely impervious surface coverage. The Water Quality treatment flow rate was determined by using 35%of the 2-yr peak flow rate for the 100%impervious 10.536 acres tributary basin modeled in KCRTS using 15-minute time - steps. 2yr peak flow= 5.02 cfs WQ design Flow=35%of 5.02=1.757 Flow Splitter,CDS unit and Filter Vault Sizing based on 1.8 cfs l Treatment will be provided by a Contech Stormfilter Vault using seventy-three 27-inch cartridges proceeded by a CDS hydrodynamic separator to provide pre-treatment.Water quality treatment will be preceded by a flow splitter device to bypass run-off from storm events larger than the design storm.This flow splitter installed upstream of the treatment vault ensures pollutants collected in the hydrodynamic separator and filter media are not flushed back into the conveyance system during larger design storm events due to the backwater conditions within the conveyance system. - The CDS hydrodynamic separator model selected for the site has been approved to treat flows up to 2.0 cfs. Mass loading calculations have been provided for the filter system;however,because a pretreatment system is provided upstream of the filter cartridge unit, the hydraulic sizing governs. Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 44 of 47 Both systems have been designed in accordance with the requirements of the 2009 KCSWDM. Sizing calculations and system component details for the proposed storm filter vault and pre- treatment system are included in Appendix B of this Report. 4.2 Water Quantity Detention The project site meets the requirements of the Direct Discharge Exemption per Section 1.2.3 of the City of Renton Amendments to the KCSWDM. Flow Control BMPs are not required per discussions with the City of Renton. SECTION 5:CONVEYANCE SYSTEM ANALYSIS AND DESIGN The existing conveyance systems for this project are required to have capacity to convey and contain the 25-year,24-hour storm event from the project site to its discharge into Lake Washington in accordance with the requirements of the Direct Discharge Exemption per Section 1.2.3 of the City of Renton Amendments to the KCSWDM. The modifications to the existing conveyance system with the project site are required to convey and contain the 25-year,24-hour storm event. The conveyance systems for the project site have been modeled using SBUH in accordance with the requirements of the City of Renton Amendments to the KCSWDM and the 2009 KCSWDM. As a part of the upstream and downstream analysis included Section 3;a backwater analysis of the existing trunkline was performed using StormShed 3G, an SBUH methodology software program,to determine if the system can contain and covey the 25-year,24-hour storm event and the effects that this project will have on the privately maintained Boeing Renton Site conveyance systems. Proposed storm improvements planned to correct existing nuisance flooding problems were also modeled as a part of this analysis. Basin and reach maps and backwater analysis calculation summaries are included in Appendix B of this report. Conveyance improvements proposed in each project task have been modeled individually and are included in Appendix B. SECTION 6:SPECIAL REPORTS AND STUDIES A memo addressing Geotechnical Considerations for the Boeing Renton Logistics Site prepared by Soil& Environmental Engineers,Inc.is included as Appendix E of this Report.This memo summarizes the site history, general sub-surface,soils, and groundwater conditions at the site, and anticipated design and construction considerations.Project task specific site soils investigations will be performed for each of the tasks and a geotechnical soils investigation report prepared and submitted with the building permit for each of the tasks.With this TIR publication(March 3,2014), the geotedmical reports for the SW Marshaling Yard(part of Task 1)is included in Appendix E. This TIR will be updated as Geotechnical Reports are prepared for subsequent tasks. Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 45 of 47 l SECTION 7: OTHER PERMITS The following is a list of the actions and permits that will be required as part of this project. • State Environmental Policy Act • National Pollution Discharge Elimination System—Construction Stormwater General Permit (this permit has been issued by Ecology for the Logistics projects) • Building,Grading, and Utility • Shoreline Substantial Development • Dewatering(see note below) Note: The Boeing Company holds an Industrial Wastewater Permit with King County. This Permit requires a separate dewatering permit application for dewatering activity in excess of 25,000 gallons per day. Due to high groundwater conditions, de- watering activity required for construct of foundations and for utility trenching is anticipated to exceed this amount.Therefore, a dewatering permit application is needed through King County.The anticipated dewatering volume will be determined by a qualified hydrologist prior to permit application. SECTION 8: NOT USED SECTION 9: CONSTRUCTION SWPPP ANALYSIS AND DESIGN A construction SWPPP has been prepared for the project was provided as a part of the Foundation permit submittal.Per discussions with the City of Renton review staff, an updated copy of this SWPP document will be maintained on the site at all times throughout construction and will be made available to city staff upon request.A Notice of Intent application has been submitted by the owner,The Boeing Company, to the Washington State Department of Ecology and a NPDES construction permit has been issued for this project. 1 SECTION 10: BOND QUANTITIES, FACILITY SUMMARIES,AND DECLARATION OF COVENANT The project facilities will be constructed, owned, and maintained by The Boeing Company. The Bond Quantities and Facility Summaries forms are included in Appendix G. SECTION 11: OPERATIONS AND MAINTENANCE MANUAL The stormwater facilities for this project include catch basins for collection of stormwater runoff and pipe system mains,ranging between 12-and 30-inch high-density polyethylene pipe (HDPE) and ductile iron,Class 52.Roof and footing drains range from 4-to 6-inch HDPE and ductile iron,Class 52.The proposed conveyance systems will connect to existing pipe conveyance systems. Existing stormwater facilities on the site include oil/water separators,water quality wet vault, catch basins, and stormwater conveyance pipes.The existing stormwater system maintenance Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014 Renton,Washington Page 46 of 47 program,currently in place for the site, will be used for the new conveyance system catch basins and pipes. Stormwater facilities maintenance and operation at the Boeing Renton plant are m accordance with the plant's Industrial Stormwater Permit,WAR-000232. A water quality treatment system consisting of a flow splitter,pre-treatment system, a stormfilter vault, and stormwater pump will be installed as a part of this project within the SW Marshaling Yard.Operations and maintenance manuals for each component of this Water Quality Treatment system are included for reference in Appendix H. i Technical Information Report BergerABAM,A13.0362.203 Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014 Renton,Washington Page 47 of 47 Technical Information Report Renton Site Logistics Project Renton, Washington Appendix A Site Maps SECONDARY AIR �; �' ` x`\ COMPRESSOR PLANT eotrc PARG PUGEf SOUND POWER ANY 88. PIRC#08233059178 r �, - , ,�,4�f•..•` �'' EXISTING TRUCK INSPEC110N EL 5918 LOT 1 MARSHALING YARD 37 8 4 1' J PIRCEL 11 902 PAR SOUND FNE191 �ay� P 7059191 i� r:. • r �� f PARTS MOVEMENT ROAD IMPROVEMENT 1 _NC _ - - --ii COMPNNryry t .. Lk t•,.A�° •�'A PARCEL/0823059187 = GATE 35 do BADGE OFFICE RELOCATION SW MARSHALING YARD —PEOENC ARCELC088�9e 4-75 r ROAD do PARKING IMPROVEMENTS SPIN CAROM - - _ it to- Nue ` ..: 1 RENTON MUNIV X AIRPORT - E VICINITY / SITE MAP TRUCK INSPECTION RELOCATION w LEGEND — — wx T i — — — 2*-W 1111" LOT 8 3 00' 0 300' 800' 900' O F. N.STNisn1¢f jq�� _ 104E N i4T BergerABAM -- �i i� ��" •. 33301 9th Avenue South,Suite 300 Federal Way,Washington 98003-26DO R 4TH SiA (206)431-2300 Fax:(206)431-2250 t , _ b- ( t 'a Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. TIR Boeing Renton Site Logistics Project_04-086 Steam Utilidor Final Revision 1 Technical Information Report— Re-ision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision 1 �4 ♦ 1 y V� �: 49 i i t Q � C e 00 i PLAN VIEW z PROJECT TASK 1A - SW MARSHALING YARD SITE PLAN 40 BergerABAM t 33301 un nv wr sow.9„ 300 (206)931-I300 Fa.:(206)931-375a a ■■■■■■■■iii IF p\\EE#"NEEEE■EI 3� MENOMONEE SEEN ------------- s _ r 4 ., ► ; 11 ;yy�a z6CD Of 200'SHORELINE SETBACK Ilk � r sloop is rsV '• At It I IL } v t _ f A I 7 'r y /1// qo „ � ��. � '� '� ter/ '' %�_ � k -a.•� - PLAN VIEW '10 1 4 \ f r PROJECT TASK 2 - PARTS MOVEMENT ROAD BergerABAM t' _ i •$r; t( 33301 9N Avenue SouNh Su 300 } �11 .1M�s. '•� i,R° •p' FeGeal WeY,WhsM1 rgtu21111-26W f'. . ' •1 t _ (2N)931 2300 Fax'(0)Q3 2M • i ,A \ Ak eA all f Pat 40 MINIMUM .M p 4 � ` s 3 f � --- 1- N i{ r.. ,f , i �u. 00 WT 44# IN Will i ._ ig — w a 11 r � ❑1� r =i 1LlJ�IJ1LLLL ,1 I "DWI �t`$2 '8'� :p�-•-.�y., ?� - - t li "V Or .:, ri I � �I� T J —0 Zr jol W � ozm _W a W b W�a C14 m D R t, ; ►� < m � OD airN C�C _ D � $ 3 V J �+ d = 200'SHORELINE SETBACK is i i 1 1 i r r PLAN VIEW Z o � 7 1J 100 0 100 zoo PROJECT TASK 5 - LOT 1 MARSHALING YARD '= scale feet BergerABAM ' S.. ov ' 33301 9th Rwnue SouM,Suh 300 Fe]erzl WaYr Wasl.M-98 2fi 1 3' - (2N)431-2300 F :(2W)431-2M ..f :' ��,>4 fir+ •/�!"'� ,�^ ,M}IM► ; �"� ;m+'• � ��+ems'"I 7Y I j �•. � � �„�.� � moo moo low owo 000 OOP goo woo 4000 mama tip 000 sp mew r P -00 ♦ 10 10 �f woo I t • 1 t �.� 1.� `,./�+wA' � # k� ➢}i �i � ICI.=i�} 7 �1 3 5 ' t IIIIIi,i i �I I IIIII IIIIIIIII II / � I II IIII III I ��/� , � -4.� IIII I I I IIIIIIIII III IIIIIII '`•��yyy//J� v,� �' w'' IIII IIIIIII i IIIII II / ok rc 1 I I I r f . . � PLAN VIEW n 50 0 50 100 PROJECT TASK 7 - REMOVE EXISTING scale feet -ter TRUCK INSPECTION ,4 BergerABAM -__`t ,� :.. ,�j•. �' 333019th Avenue Sn ,S ft 300 Y F ,l Way,WaalliM-98003-3600 (206)931-2300 Fax:(306)931-2350 Technical Information Report Renton Site Logistics Project Renton, Washington Appendix B Drainage Maps and Calculations Technical Information Report—Revision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. T[R_Boeing Renton Site Logistics Project_04-086 Steam Utilidor Final Revision 1 Appendix B BergerABAM Drainage Maps and Calculations Building Permit Submittal (Revised) Technical Information Report 7 1- 04-68 Yards and Grounds, Southwest Marshaling Yard Renton Site, Building 04-051 Project No.W1829787 Submitted to The Boeing Company Renton,Washington A13.0362.03 3 March 2014 Technical Information Report Appendix B, Drainage Maps and Calculations Boeing Commercial Airplanes Renton Site Logistics Project - SW Marshaling Yard Renton, Washington Submitted to The Boeing Company 800 North Sixth Street Renton, Washington 98055 3 March 2014 Prepared by: BergerABAM 33301 Ninth Avenue South,Suite 300 Federal Way,Washington 98003-2600 Job No.A13.0362.03 TECHNICAL INFORMATION REPORT APPENDIX B, DRAINAGE MAPS AND CALCULATIONS Renton Site Logistics Project - SW Marshaling Yard Renton, Washington TABLE OF CONTENTS 1) Qualitative/Quantitative Analysis a) Qualitative/Quantitative Analysis Basin Maps i) Existing Nishiwaki Lane Trunkline-Outfall 021 ii) Developed Nishiwaki Lane Trunkline-Outfall 021 iii) Existing Basin 31 -Outfall 021 iv) Developed Basin 31-Outfall 021 v) Existing Basin 32-Outfall 021 vi) Developed Basin 32-Outfall 021 vii) Existing Basin 34-Outfall 021 viii) Developed Basin 34-Outfall 021 ix) Existing Basin 21 -Outfall 001 x) Developed Basin 21-Outfall 001 xi) Existing Basin 25-Outfall 025 xii) Developed Basin 25-Outfall 025 xiii) Existing Basin 27-Outfall 004 xiv) Developed Basin 27-Outfall 004 xv) Ex Overall-36x48 xvi) Dev Overall-36x48 b) Quantitative Analysis Calculations-25 yr&100 yr - 11x17 i) Existing Nishiwaki Lane Trunkline-Outfall 021 ii) Developed Nishiwaki Lane Trunkline-Outfall 021 iii) Existing Basin 31-Outfall 021 iv) Existing Basin 32-Outfall 021 v) Developed Basin 32-Outfall 021 vi) Existing Basin 34-Outfall 021 vii) Developed Basin 34-Outfall 021 2) Water Quality Facility Design a) Water Quality Tributary Basin Map(Basin 32) b) Water Quality Facility Design Summary and calculations Technical Information Report-Appendix B BergerABAM,A13.0362.03 Renton Site Logistics Project-SW Marshaling Yard March 3,2014 Renton,Washington Page ii of iii i) KCRTS Developed Basin Peak Flows ii) Manufacturer Supplied Sizing Calculations iii) Flow Splitter Calculations iv) Structure Details—Plan Sheets-24x36 3) Conveyance System Analysis a) Basin 32—Task 1A SW Marshaling Yard i) Overall Basin Map ii) SW Marshaling Yard Basin Map iii) Conveyance calculations b) Basin 32—Task 3 Gate D-35 and Badge Office Relocation i) Overall Basin Map ii) Gate D-35 and Badge Office Relocation Basin Map iii) Conveyance calculations c) Basin 34—Task 1B Truck Inspection i) Overall Basin Map ii) Truck Inspection Basin Map iii) Conveyance calculations Technical Information Report—Appendix B BergerABAM,A13.0362.03 Renton Site Logistics Project—SW Marshaling Yard March 3,2014 Renton,Washington Page iii of iii a. c s SDso 1 k so r L ..,. ,�•tlyll D - ' S .{i 1,. t' :r -SD D. . 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PFOJECT TASK2_e— PEN TTAW3 Iw.Terr« 7 ! #�• -„-+-..- PROJECTTASKd W r —JAW �,� �� PROJECT TAWS rolal New NII.Ii-1 .111.91m 11-1 .27- G eym pF ——— —1.1 IASRA l Vy-x _fi[ PFU.ECJ LINE l � }.' \ _ 5 �: � 1 SLBEA4N LINE nxlRellemtlMiuYnnlTnera�nxlmperviox- A'`� � 1 f., CONVEYAnCE EASIN I* II {1LAAM— s'[ 1 ry f ♦1k I) ' •a y,y N...F016 0 epQ. _ REPLACED PSIS ' •� , � ,. is eZ -`.f I � , 7 ��" Not v- It �- � R d 1( , e L ,! ¢• I T j a - y Jz— ON 14 ir ' I DEVELOPED CONDITIONS s _ IE� Technical Information Report Renton Site Logistics Project Renton, Washington Appendix C City of Renton Maps Reference 11-A 1, p > s Flow Control Standards a 6 si f r Peak Rate Flow Control Standard(Existing Site Conditions) 9 # �P•t SS.rs.a�� _ d 3r 721,, -Flow Control Duration Standard(Existing Site Conditions) k Flow Control Duration Standard(Forested Conditions) - �, Ramon City Limits Potential Annexation Area Project Site sF m < `% f141, ` Nil.- BJYh `t sE s 1 a�.� �. -.SI .�• d. '.1 -$E f12M 9r 9�sby rw. iAui Pi �3 S—lb - s 1 C z P— A d .•{`�� _ • N _ __SB 121Lt.R S SE(12U PI t_3 5.124 '- J2 10.s { TrY _ to �, � =$� aN \ z - i )r , SM1r r u'fi .�1, alit, SE 17M 411 t SE W1, �4 _ Y, iY S BBM 9qn s taoai °C�. aw I t Q' N w ti 5 520p St�, 5 Wit" It h'Q € � JsE 2o- i t� ring_ a �s �� •. I $ t Flow Control Application Map A Printed 1114r2010 ) 2 mow -�Miles Technical Information Report BergerABAM,A13.0362.03 Renton Site Logistics Project—SW Marshaling Yard March 3,2014 Renton,Washington Appendix C-City of Renton Maps Page C-1 of C-3 Reference 11-B N., r (crFc l{u.fu ret:i A - n 6 } 9fi i r - S W d s, —� L ��ANil a �C - 5l� Groundwater Protection Areas in the City of Renton • Prod-bon Well Weli field Capture Zones • Spnngbrook Springs O one Year Capture Zone N -_� Gry L�mrcs 0 Five Year Caplple Zone Public Works Department, Cedar Valley Sole Source O Ten Year Capture Zone Water Utility-. Aquifer Project Review Area Aquifer Protection Area Zones J.Wilson, Mrk,C. Streamnow Sw Area J.W ilwn,D.Ellis,C.eoalsman � Zone 1 —'M�. City n� I - Cedar'✓alley Sde sour—Ia., i�Zone 1 Moddied ' Qmne2 ._ Technical Information Report BergerABAM,A13.0362.03 Renton Site Logistics Project—SW Marshaling Yard March 3,2014 Renton,Washington Appendix C-City of Renton Maps Page C-2 of C-3 Reference 11-C Project Site 8.. �o , r_ City of Renton Soil Survey Map wa�a,ttom« �,aa . Public Works .... - re,Ro,acrron aaa zm.,naan.a Surface Water Utilityu� _�,,.I` G.Del Rasarw ' ^r�e�city L-mrs 1 212 2/2 0 09 Technical Information Report BergerABAM,A13.0362.03 Renton Site Logistics Project—SW Marshaling Yard March 3,2014 Renton,Washington Appendix C-City of Renton Maps Page C-3 of C-3 Technical Information Report Renton Site Logistics Renton, Washington Appendix D Flood Zone Maps (DM 7 7 n� � � n Fo Lake Washington boa Er N' 0• APPROXIMATE SCALE IN FEET �y 500 0 500 O I .nr NOTE: MAP AREA SHOWN ON THIS PANEL IS LOCATED WITHIN TOWNSHIP 24 NORTH,RANGE 'I NATIONAL FLOOD INSURANCE PROGRAM 5 EAST. - — m F FIRM FLOOD INSURANCE RATE MAP v KING COUNTY, 7 WASHINGTON AND INCORPORATED AREAS 1 PANEL 664 OF 1725 Q ;SEF MAP tNCEx FOR PANELS NOT PRI —, a N \ c / / a�orr ur � "fiEab xu r / ( AP NUMB 53I033C0 64EF II MAP REVISED: MAY 16,1995 � LIMIT OF DETAILED Y sTuov CORPORATE LIMITSrx % ao M327 ZONw---\A, � 7 rderal Emergency Management Agency 9 / This is an o1Aci�copy of a potion oT the alww"*need Ilootldmap tt extracted using F-MIT On-line lies map does not,.nett changes w 15 ZONE X or amen anon s which may hate been made subsequent to the data on t» O - --------- — - - title Mock. For the latest product irdormanon about Nations Flootl insurance 0 W U3 - 0977 Program Good maps check the FEMA Flood Map Store M www.met Tema gov N N O O N tP W � ( � � � n N 0 wkE APPROXIMATE SCALE IN FEET O91 v;., 500 0 500 9 MNATIONAL FLDOO INSURANCE PROGRAM m oa K FIRM FLOOD INSURANCE RATE MAP b x KING COU RM328' - NTY,WASHINGTON AND X NORTH s INCORPORATED AREAS C7 PANEL 9710F 1725 0 y -ZONE X r�E-IN-FUR PANELS NOT PRINTED, A AREAS ..: � o t,�,i` � ZONE x � \ COh wvy_ hUMBEP PANE- ILIN" w ' — .� ' cult,co✓n 'I oan r a:roR n a'o necns o'�ooen 4 t f ZONE AE"7'; MAP NUMBER 1f NORTH 6Tw 5303360971 F �I �t MAP REVISED MAY 16,1995 Y ZONE X W O 0 O ¢ -- Z Z Z o a Federal Emergency Alanagemenr Agency} n 9 ZONE NORTH STH T^ of an omcial co of a porton of the aoo a referenced flood map. x x was tracted using F MIT On-Line. This map dcos not reflect charges N r o dmenla which may have been made autsequent to the date on the 0 W W " - -/ title dock. For the latest product information about National Flood Insurance dN N - - program good maps check the FEMA Flood Map Store at wvAv.msc fema.gov 0 CD N r~P W Technical Information Report Renton Site Logistics Renton, Washington Appendix E Geotechnical Report =OPP i S&EE � 1 GEOTECHNICAL REPORT PROPOSED SW MARSHALING YARD BOEING RENTON PLANT S&EE JOB NO. 1309M DECEMBER 8,2013 Job No. 1309M S&EE SOIL&ENVIRONMENTAL ENGINEERS,INC. 16625 Redmond Way,Suite M 124,Redmond,Washington 98052,(425)868-5868 December 8,2013 Sieu Quail, PE, LEED AP l BergerABAM 33301 Ninth Avenue South, Suite 300 Federal Way, Washington 98003-2600 Geotechnical Report Proposed SW Marshaling Yard Boeing Renton Plant Dear Sieu: We are pleased to present herewith our Geotechnical Report for the referenced project. Our services were authorized via BergerABAM's General Agreement dated July 23, 2013. We appreciate the opportunity to provide our services. Should you have any questions regarding the contents of this report or require additional information,please contact the undersigned. Very truly yours, G SOIL&ENVIRONMENTAL ENGINEERS,INC. K C.J. Shin,Ph.D.,P.E. �OIVAL�' President ek _jV 7 o 74-1 Job No.1309M Sck EE I TABLE OF CONTENTS Section Page 1.0 INTRODUCTION................................................................................................................................................l 2.0 SCOPE OF WORK..............................................................................................................................................2 3.0 SITE CONDITIONS............................................................................................................................................2 3.1 SITE HISTORY&GEOLOGY..........................................................................................................................2 3.2 SURFACE AND SUB-SURFACE CONDITIONS.............................................................................................3 3.3 GROUNDWATER CONDITIONS...................................................................................................................4 4.0 LABORATORY TESTS......................................................................................................................................4 5.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS.................................................................5 5.1 SEISMIC CONSIDERATION AND HAZARD.................................................................................................5 5.2 SETTLEMENT ANALYSES.............................................................................................................................5 5.3 FOUNDATION...................................................................................................................................................5 5.3.1 GENERAL...................................................................................................................................................5 5.3.2 AUGERCAST PILE.....................................................................................................................................6 5.3.3 MAT FOUNDATIONAND SLAB-ON-GRADE..........................................................................................8 5.4 LATERAL EARTH PRESSURES ON UNDERGROUND WALLS.................................................................9 I 5.5 UNDERGROUND UTILITY CONSTRUCTION............................................................................................10 5.5.1 SHORING AND OPEN-CUT....................................................................................................................I I 5.5.2 SUBGRADE PREPARATION....................................................................................................................I 1 5.5.3 BEARING CAPACITYAND BACKFILL...................................................................................................12 5.5.4 BUOYANCY RESISTANCE........................................................................................................................12 5.5.5 GROUNDWATER CONTROL...................................................................................................................12 5.6 STRUCTURAL FILL.......................................................................................................................................13 5.7 PAVEMENT DESIGN CONSIDERATIONS..................................................................................................13 5.8 ADDITIONAL SERVICES..............................................................................................................................15 6.0 CLOSURE............................................................................................................................................................15 FIGURE 1: SITE LOCATION MAP FIGURE 2: SITE&BORING LOCATION PLAN FIGURE 3: LIQUEFACTIN ANALYSES FIGURE 4: SOIL PROFILE AND PARAMETERS FIGURE 5: PILE RESPONSES UNDER LATERAL LOAD—FREE HEAD FIGURE 6: PILE RESPONSES UNDER LATERAL LOAD—FIXED HEAD FIGURE 7: LATERAL LOADS ON SUBSURFACE WALLS FIGURE 8: LATERAL EARTHE PRESSURES ON CANTILEVERED SHORING WALLS FIGURE 9: LATERAL EARTHE PRESSURES ON BRACED SHORING WALLS APPENDIX A: LOG OF EXPLORATIONS APPENDIX B: LABORATORY TEST RESULTS Job No. 1309M S&EE GEOTECHNICAL REPORT PROPOSED SW MARSHALING YARD BOEING RENTON PLANT For The Boeing Company 1.0 INTRODUCTION We present in this report the results of our geotechnical investigation for the proposed SW Marshaling Yard project at Boeing's Renton plant. This project is a part of the Boeing Renton Logistics projects which include additional components such as new electrical ductbanks, spine road, badge office, truck inspection, etc. At the time of this report, these additional components are at the preliminary design stage. An overall view of the logistic projects is shown in Figure 1 which is included at the end of this report. The site for SW Marshaling Yard is located in the southwestern portion of Renton Plant. A Site&Boring Location Plan is shown in Figures 2. We understand that the yard will be used to store airplane parts. Proposed structures in the yard will include a canopy that has a footprint of about 100 feet by 100 feet, and an office building that has a footprint of about 20 feet by 75 feet. The former will be a steel-framed structure with maximum column loads on the order of 85 kips, 15 kips, and 30 kips for downward, uplift, and lateral, respectively. These values are un-factored, working-stress loads. Asphalt pavement is proposed at the canopy floor. Many new underground utilities are proposed for the project. We understand that an underground storm water pump station is proposed at the southeastern portion of the site. This pump station will have a diameter of about 10 feet and a depth of about 16 feet. An underground storm water quality control vault is proposed at the southwestern portion of the site. This vault will have a footprint of about 12 feet by 20 feet and a depth of about 12 feet. Other utilities include new storm drain and sewer lines. ' I Job No.1309M S&EE 2.0 SCOPE OF WORK S&EE performed geotechnical engineering evaluations for the project. The scopes of our services have included the followings: i 1. Exploration of the subsurface soil and groundwater conditions. 2. Performance of laboratory testing. 3. Evaluation and determination of the subsurface soil profile. 4. Engineering evaluations and recommendation regarding foundation and slab supports. 5. Recommendations regarding earthwork. 6. Preparation of this geotechnical report. 3.0 SITE CONDITIONS 3.1 SITE HISTORY&GEOLOGY Boeing Renton Plant is located at the south end of Lake Washington. During WW II,the plant area was leveled by about 2 to 5 feet thick of fill. The native soils immediately under the fill include alluvial deposits that are over 100 feet in thickness. These soils are typically soft and unconsolidated in the upper 50 feet and become compact thereafter. Published geologic information (Geologic Map of The Renton Quadrangle, King County, Washington by D.R. Mullineaux, 1965) indicates that the alluvial soils are underlain by Arkosic sandstone. We performed two soil test borings in January 2012 at North Bridge site near the northwestern corner of the plant. These borings found glacially deposited and consolidated soil (hard silt)at a depth of 160 feet and the soil extends to the maximum boring depth of 180 feet. Boring data from our previous projects at the south side of Renton Airport show that the hard silt is underlain by sandstone. Seattle Fault Seattle Fault is the prominent active fault closest to the site. The fault is a collective term for a series of four or more east-west-trending, south-dipping fault strands underlying the Seattle area. This thrust fault zone is approximately 2 to 4 miles wide (north-south) and extends from the Kitsap Peninsula near Bremerton on the west to the Sammamish Plateau east of Lake Sammamish on the east. The four fault strands have been interpolated from over-water geophysical surveys(Johnson, et al., 1999) Job No. 1309M 2 S&EE i and, consequently, the exact locations on land have yet to be determined or verified. Recent geologic evidence suggests that movement on this fault zone occurred about 1,100 years ago, and the earthquake it produced was on the order of a magnitude 7.0. A liquefaction map (Preliminary Liquefaction Susceptibility Map of the Renton Quadrangle, Washington by Stephen Palmer) indicates that the project area has high liquefaction susceptibility. 3.2 SURFACE AND SUB-SURFACE CONDITIONS The SW Marshaling Yard is located in a parking lot that was constructed in 2004. The site surface is relatively flat and the pavement is in good working conditions with no visible cracks or signs of distress. - We explored the subsurface soil and groundwater conditions at the sites by the drilling of 2 soil test borings, B-I-M and B-2-M. The boring locations are shown in Figure 2 and the boring logs are included in Appendix A. Our knowledge of the subsurface conditions is augmented by a previous boring, B-3, that is location at the south side of the site. The boring data indicate that the asphalt pavement at the project site is 2.5 inches in thicknesses. The pavement is underlain by about 10 inches thick of recycle concrete. The material is very dense and is underlain by a surficial fill layer. This layer is about 3 to 4 feet thick and consists of a mixture of sand and gravel (typical pitrun fill). This pitrun fill is medium dense to very dense. The soils below the fill are alluvial in origin. These soils include inter-bedded silt, silty sand, sand and gravel. In general,the soils are soft and loose to depths of 50 to 60 feet, except for the pockets of medium dense layers that are present in this upper alluvium between the depths of about 15 to 32 feet. A medium dense layer is present at the depths of 60 to 80 feet. Most of the pile foundations at the plant are embedded in this layer. Details of the subsurface conditions can be found in the boring logs. i Job No. 1309M 3 S&EE 3.3 GROUNDWATER CONDITIONS During our field exploration program, we installed the following vibrating wire piezometers (VWP) in boring B-2-M. We later measured the piezometers' frequency and calculated the groundwater depths. The results are tabulated below. Boring Number VWP Depth Date Date Groundwater (feet) Installed Measured Depth(feet) B-2-M* 15 Oct 4,2013 Oct 10,2013 6.6 Oct 19,2013 6.6 B-2-M* 50 Oct 4,2013 Oct 10,2013 6.3 Oct 19,2013 6.4 *VWP installed in same borehole, separated aquifers. Our experience with the construction of the nearby Building 4-68 indicates that the groundwater table may rise to a depth of about 5 feet during wet winter months. 4.0 LABORATORY TESTS Disturbed soil samples were retrieved from boreholes during our field explorations. Selected samples were transported to our sub-contracted soil laboratory, AAR in Redmond, WA for testing. The tests included gradation,moisture content and Atterberg Limits tests. The test results are included in Appendix B. Job No.1309M 4 S&EE I I 5.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS 5.1 SEISMIC CONSIDERATION AND HAZARD We recommend that Site Class E as defined in the 2012 IBC (or ASCE 7-10) be considered for the seismic design. We have performed liquefaction analyses and the results are shown in Figure 3. The results show that the layer of loose subsoils below the groundwater table and to a depth of about 57 feet are liquefaction prone during strong earthquakes (M = 7.0). Also, liquefaction can result in ground settlement on the order of 7 inches. 5.2 SETTLEMENT ANALYSES We have performed settlement analyses for shallow foundation supports of the proposed canopy and office building. Using the un-factored column loads and a ground pressure of 250 pounds per square feet, the results show a maximum settlement of 1.5 inches if the canopy is support on spread footings. The majority of the settlements are results from the consolidation of the compressible silt layers at the depths of about 5 to 10 feet and 30 to 50 feet. Assuming that the office building is supported on a mat foundation, the analyses show a maximum settlement of about one inch and a maximum differential settlement of about 1/2 inches in 10 feet span. - 5.3 FOUNDATION 5.3.1 GENERAL 1. The subsurface soils at SW Marshaling Yard sites include soft and loose soils near the ground surface and liquefiable soils extending to a depth of about 57 feet. Based on our discussion with Mr. Sieu Quan, PE of BergerABAM,we both believe that the foundation settlement at the canopy is excessive if the building is supported on spread footings. On the other hand, we believe that the mat foundation is suitable for the support of the office building. 2. We recommend augercast piles for the support of SW Marshaling Yard canopy. The piles should extend below the liquefaction zone and to a depth of 70 feet measuring from the current ground surface. Details of our recommendations are presented in the following sections. Job No. 1309M 5 S&EE 5.3.2 AUGERCAST PILE The augercast piles should be 18-inch in diameter and the pile tip should be embedded at a minimum depth of 70 feet, measured from the top of the existing ground surface. The minimum pile spacing should be 5 feet on center. Pile Capacities: The pile will develop an allowable downward capacity of 85 kips and upward capacity of 30 kips. These values include a safety factor of about 2.5 and have considered the effect of liquefaction. Figure 4 shows the soil parameters used in our evaluations. Please note that the top of pile is assumed at a depth of 3 feet below the ground surface,approximately the depth to the bottom of pile caps. Response to Lateral Load: Figures 5 and 6 show the results when the pile is subjected to a lateral working load of 10 kips. The former assumes a free/pin head connection and the latter assumes a fix head condition. We believe that the actual condition will fall somewhere in between, and will depends on the degree of reinforcements at the joint of pile and pile cap. Figures 5 and 6 also show that the point of reflection is located at about 18 feet below the top of pile(about 21 feet below the ground surface). Based on this, we recommend that the pile be designed with a point of fixity at a depth of 30 feet below the ground surface. The anticipated lateral load on pile is relatively light. We therefore recommend that the reduction of lateral capacity due to group effect be ignored. Additional Lateral Resistance: Additional resistance to lateral loads will be provided by passive soil pressure against the pile caps and grade beams. Assuming that structural fill is used for the backfill, an equivalent fluid density of 200 pounds per cubic foot (pcf) may be used for design. The criteria for the structural fill are presented in Section 5.6 of this report. Pile Settlements: Pile settlement will result from elastic compression of the piles and the supporting soils. The settlement is estimated to be about 1/2 inches, and will occur rapidly, essentially as the loads are applied. Pile Installation: Cement grout must be pumped continuously during withdrawal of the auger, the rate of which should not exceed about 5 to 8 feet per minute. Also, at least 10 feet of grout head must be maintained during the entire withdrawal. We anticipate that the grout volume discharged from the pump to be about 1.2 to 1.5 times the theoretical volume of the drilled hole. The grout volume is usually obtained by counting the number of pump strokes. The grout pressure at the pump should be maintained in the range of 150 to 350 psi, depending on the length of the feeder hose used. The drilling contractor Job No. 1309M 6 S&EE should provide pressure gages and stroke counters at the pump prior to drilling. Quality Control: The piling contractor must implement the following quality control measures. 1. Prior to pile installation, the contractor should provide historical data regarding the volume of grout output per stroke of their pump. If this is not available, the contractor should calibrate the grout pump by filling a 55-gallon drum. This calibration should be performed a minimum of two times and approved by our onsite inspector. 2. Prior to casting, the operator should lift auger 6 to 12 inches at start of grout pumping to facilitate tip plug removal, then return to previously established tip elevation. An initial grout head of 10 feet should be developed before start of auger withdrawal and maintained during extraction. 3. Volume of placed grout should be at least 120 percent of theoretical volume. 4. If grout pumping is interrupted during placement, the auger should be lowered a minimum of 5 feet and restart withdrawal. 5. The rebar cage should be equipped with centralizers and the cage should be plumb before inserting into the drilled-hole. Single cable hooked on one side of the cage, or any other mean resulting in tilting of the cage is not allowed. The cage should sink to the design depth by its own weight. Pushing the cage down by machine is not allowed. If grout de- hydration or any other reason preventing smooth cage installation, the hole should be re- drilled and re-grouted. 6. For adjacent piles that are less than 5 feet clear space, the minimum waiting period for installation should be 12 hours. 7. Pile installation should be monitored by an inspector from our office. Our inspector will evaluate the adequacy of the construction methods and procedures. Any problems which might arise, or deviations from the specifications, will be considered during our evaluations and approval of each pile installed. Job No. 1309M 7 S&EE 5.3.3 MAT FOUNDATIONAND SLAB-ON-GRADE We recommend that the mat foundation and slab-on-grade be designed with a subgrade reaction modulus of 100 pci (pounds per cubic inches) and an allowable bearing pressure of 1,500 psf(pounds per square feet), exclusive of mat's self-weight. This value includes a safety factor of at least 2,and can be increased by one-third for wind and seismic loads. To promote uniform support and prevent loosened base, we recommend that a 6 inch thick base course be installed below the bottom of mat and slab. The base course material should be 1-1/4" minus crushed rock. The material should be placed in one lift and be compacted to a firm and non-yielding condition by a mechanical compactor that weighs at least 1,000 pounds. We further recommend that the slope between the slab and thickened edge(mat)be 2H:1 V or flatter. As the groundwater table is at least 5 feet in depth and the soils above the groundwater table are granular in nature, we believe the chance of capillary rise to slab level is remote. As such, we believe that a moisture barrier is un-necessary. Sub-grade Preparation: The subgrade soil should be moisture-conditioned to +/-2% from its optimum moisture content. The subgrade should then be leveled and compacted to a firm and non-yielding condition by at least 4 passes of a vibratory roller compactor that weighs at least 10 tons. In the event that soft,wet,or organic soils are found during compaction, the soils should be removed by over-excavation. The over- excavation should then be backfilled with structural fill. Subgrade preparation should be monitored by a site inspector from our office. Job No. 1309M 8 S&EE 5.4 LATERAL EARTH PRESSURES ON UNDERGROUND WALLS Lateral earth pressures on permanent retaining walls, underground vaults or utility trenches/pits, and resistance to lateral loads may be estimated using the recommended soil parameters presented in the following table. Coefficient Equivalent Fluid Unit Weight(PCF) of Friction at Base Active At-rest Passive Structural fill and 40 50 200 0.5 native soils Note: Hydrostatic pressures are not included in the above lateral earth pressures. The at-rest case applies to unyielding walls, and would be appropriate for walls that are structurally restrained from lateral deflection such as basement walls, utility trenches or pits. The active case applies to walls that are permitted to rotate or translate away from the retained soil by approximately 0.002H to 0.004H, where H is the height of the wall. The passive earth pressure and coefficient of friction include a safety factor of 1.5. SURCHARGE INDUCED LATERAL LOADS 1 Additional lateral earth pressures will result from surcharge loads from floor slabs or pavements for parking that are located immediately adjacent to the walls. The surcharge-induced lateral earth pressures are uniform over the depth of the wall. Surcharge-induced lateral pressures for the "active" case may be calculated by multiplying the applied vertical pressure (in psf) by the active earth pressure coefficient (Ka). The value of Ka may be taken as 0.3. The surcharge-induced lateral pressures for the "at-rest" case are similarly calculated using an at-rest earth pressure coefficient (Ko) of 0.5. For surcharge loads that are not adjacent to the wall, the induced lateral earth pressure will depend on the magnitude of the surcharge and the distance from the wall. Such induced lateral load can be estimated using the equations shown on Figure 7. i Job No. 1309M 9 S&EE The slope-induced lateral earth pressure can be accounted for by increasing the effective height of the wall by one-half the slope height. The traffic-induced lateral earth pressure can be accounted for by increasing the effective wall height by 2 feet. SEISMIC INDUCED LATERAL LOADS For imbalanced, seismic induced lateral loads, the dynamic force can be assumed to act at 0.6 H above the wall base and the magnitude can be calculated using the following equation. Pe =10H Where Pe = uniform pressure in psf H = wall height in feet BACKFILL AND DRAINAGE BEHIND RETAINING WALLS Unless the wall is designed to sustain hydrostatic pressures,granular soils with less than 5%fines should be used for backfill behind walls. Care must be taken when compacting backfill adjacent to retaining walls,to avoid creating excessive pressure on the wall. The density of the structural fill can be assumed to be 130 and 68 pounds per cubic feet above and below groundwater table,respectively. Perforated drainpipes should be installed behind retaining walls to assist drainage. Drainpipes should be at least 4 inches in diameter, covered by a layer of uniform size drain gravel of at least 12 inches in thickness, and be connected to a suitable discharge location. An adequate number of cleanouts should be installed along the drain line for future maintenance. 5.5 UNDERGROUND UTILITY CONSTRUCTION As mentioned previously, new underground utilities will include a pump station, storm quality control vault,and storm drain and sewer lines. The installation of these facilities will require excavations near or below the groundwater table. With the presence of shallow groundwater table and soft subsoils, the installation will require adequate equipment, manpower and experience. Similar projects were completed successfully near the project site. We recommend that the earthwork contractor review the project information carefully and formulate a work plan prior to excavation. Job No. 1309M 10 S&EE 5.5.1 SHORING AND OPEN-CUT The choice of excavation shoring or open cut will depend on factors such as depth and size of excavation, depth of groundwater table and de-watering method, space restraint, and others. Shoring systems including trench shield, trench box, sheetpile or freeze wall were utilized at the plant before. We have evaluated the lateral soil pressures on shoring walls. Figures 8 and 9 show our recommended lateral earth pressures for cantilevered and braced walls,respectively. For open cut excavation, the contractor should prepare for I H:IV cut slope above the groundwater table and 2HA V below. Construction safety is contractors' responsibility and they should make necessary steps to ensure safety. Past experience shows that bench cut at the top of the excavation can lessen the overburden pressure, reduced the tendency of sidewall sloughing, and facilitate backfill. The bench, if used, should have a ]A ratio between the height and horizontal run. Trench boxes or speed-shore may be necessary at the bottom portion of the excavation. The contractor should be aware of possible sidewall caving when trench boxes or speed-shore are removed. The caving will leave loose sloughing at the bottom of the excavation. This loose soil must be removed or compacted in-place so that future ground settlement can be avoided. Compaction of such loose sloughing is not always feasible due to the proximity of groundwater table and possible sidewall disturbance by vibration. When cleaning by - excavators and hand shovels are not possible, the contractor should be prepared to remove the loose sloughing using a vector truck. Also, backfill with CDF will be necessary when compaction is not feasible, such as at the locations of utility crossing and tight spaces. 5.5.2 SUBGRADE PREPARATION All loose soil cuttings should be removed prior to the placement of bedding materials. Wet and loose subgrades should be anticipated. The contractor should make efforts to minimize subgrade disturbance, especially during the last foot of excavation. Often time subgrade disturbance in wet and loose soil is inevitable, and subgrade stabilization is necessary in order to avoid re-compression of the disturbed zone. Depending on the degrees of subgrade disturbance, the stabilization may require a layer of quarry spalls (2 to 4 inches or 4 to 8 inches size crushed rock). Based on our experience at the plant, when compacted by a hoepac, a 12 to 18 inches thick layer of spalls would sink into the loose and soft soils, interlock and eventually form a stable subbase. A chocker stone such as 1-1/4" clean crushed rock should be installed over the quarry spalls. This stone should be at least 6 inches in thickness and should be compacted to a firm and non-yielding condition by a mechanical compactor. I Job No. 1309M 1 1 S&EE In the event that soft silty soils above groundwater table are encountered at subgrades,the subgrade should be over-excavated a minimum of 6 inches. A non-woven geotextile having a minimum grab tensile strength of 200 pounds should be installed at the bottom of the over-excavation and the over-excavation backfilled with 1-1/4" minus crushed rock. The material should be compacted to a firm a non-yielding condition using a mechanical compactor. 5.5.3 BEARING CAPACITYAND BACKFILL Excavated subgrade so prepared should have an allowable bearing capacity of 1,500 psf(pounds per square feet) for subgrades shallower than a depth of 5 feet; and 2,000 psf for subgrades deeper than 15 feet. Structural fill materials should be used for backfill. The material and compaction requirements are presented in Section 5.6. 5.5.4 BUOYANCY RESISTANCE During strong earthquakes, the subsoils below the groundwater table may liquefy and lose the frictional resistance against the walls of underground vaults. The remaining resistances include the structural weight and the frictional resistance from the soil above the groundwater table. The frictional resistance can be estimated using an equivalent fluid density of 50 pcf and a friction coefficient of 0.5. In the event that additional uplift resistance is required, a few options can be considered: 1) increase the structural weight by a thickened base; 2) extend the base to engage additional soil overburden, and 3) install soil anchors. The type of anchor may include the augercast pile recommended for the canopy support, micropiles,or helical piles. 5.5.5 GROUNDWATER CONTROL We understand that Mr. Scott Bender of Bender Consulting, LLC(BCL)will provide a groundwater control or de-watering plan. The contractor should note that: 1) Discharge to storm lines may be limited by the capacity of the existing pipes. Metro King County only allows for 25,000 gallon per day discharge to the sewer system. The county may _ even suspend discharge temporarily for a day or two during heavy rainstorm events. The above restrictions may affect construction sequence and the contractor should thus plan accordingly. Job No. 1309M 12 S&EE The person retains the discharge permit for Boeing is Ms. Doris Turner <doris.s.turner@boeing.com>. 2) Pre-discharge treatment may be required for water quality control. Again, Ms. Doris Turner should be contacted for such issue. 5.6 STRUCTURAL FILL Structural fill materials should meet both the material and compaction requirements presented below. Material Requirements: Structural fill should be free of organic and frozen material and should consist of hard durable particles, such as sand, gravel, or quarry-processed stone. The onsite granular fill above groundwater table is suitable for structural fill. Suitable imported structural fill materials include silty sand, sand, mixture of sand and gravel (pitrun), recycled concrete and crushed rock. All structural fill material should be approved by a site inspector from our office prior to use. Placement and Compaction Requirements: Structural fill should be placed in loose horizontal lifts not exceeding a thickness of 6 to 12 inches, depending on the material type, compaction equipment, and number of passes made by the equipment. Structural fill should be compacted to a firm and non-yielding condition or at least 95% of the maximum dry density as determined using the ASTM D-1557 test procedures. 5.7 PAVEMENT DESIGN CONSIDERATIONS After the existing pavement is removed from the proposed pavement areas, the exposed subgrade soils may include very dense recycled concrete and medium dense pitrun fill (a mixture of sand and gravel) We recommend that the subgrade be proof-rolled to identify areas of soft, wet, organic, or unstable soils. Proof-rolling should be accomplished with a heavy vibratory roller, front-end-loader, or loaded dump truck(or equivalent)making systematic passes over the site while being observed by a site inspector from our office. In areas where unstable and/or unsuitable subgrade soils are observed, these soils should be overexcavated to approximately 12 inches and backfilled with densely compacted, structural fill. Geotextile may be necessary at the overexcavated subgrade. Job No. 1309M 13 S&EE After proof-rolling, the subgrade should be thoroughly compacted by a vibratory roller compactor that weighs at least 12 tons. The roller should make at least 6 passes. The subgrade soil should have adequate moisture content(within+/-2%from optimum)at the time of compaction. Asphalt pavements constructed over proof-rolled and compacted subgrades, as specified above, can be designed with a California Bearing Ratio of 12. The pavements should also be designed for frost protection consisting of at least 15 inches of pavement, base course, and/or granular subbase between the subgrade soils and the top of the pavement. The base course and granular subbase should be non-frost- susceptible and contain no more than 5 percent fines(material finer than a No. 200 U.S. standard sieve). Crushed rock materials with less than 10 percent non-plastic fines are also regarded as non-frost- susceptible. Subbase fills should meet the gradation requirements of WSDOT Standard Specification 9- 03.14(1), Gravel Borrow (WSDOT, 2010b). Subbase should be compacted to at least 95 percent of the maximum dry density, as determined by the modified Proctor compaction test (ASTM D 1557). Base course under pavements should consist of clean, pit-run sand and gravel; well-graded crushed rock; well- graded recycle concrete; or a blend of commercial rock products conforming to WSDOT specifications for Crushed Surfacing, Specification 9-03.9(3). The base course layer should be compacted to at least 98 percent of the maximum dry density, as determined by the modified Proctor compaction test (ASTM D 1557). A typical standard-duty (lightweight) pavement section that we have used on similar projects consists of 2.5 inches of Class B asphalt concrete surfacing, 4 inches of base course, and 4 inches of subbase. A heavy-duty pavement section could consist of 4.5 inches of Class B asphalt concrete surfacing, 6 inches of base course, and 6 inches of subbase. Sidewalks could consist of 4 inches of Portland cement concrete over 4 inches of base course. A concrete pavement section could consist of 6 inches of reinforced concrete over 4 inches of base course. We recommend that these typical sections be considered for planning purposes and that project-specific pavement design analyses be performed. These analyses will require traffic load data such as vehicle axle loads and daily vehicle trips. Job No. 1309M 14 S&EE 5.8 ADDITIONAL SERVICES We recommend the following our additional services during the construction of the project. I. Monitoring pile installation. We will approve contractors' equipment; observe the installation of each pile;assess and approve the capacity of each pile;and provide recommendations when needed. 2. Monitoring earthwork. We will observe subgrade soil, and provide recommendations regarding local over-excavation to remove soft, wet or organic soil; observe and approve structural fill material;observe and approve fill placement and compaction. 3. Monitor mat and slab subgrade preparation. We will confirm the bearing capacity of the subgrade soils,and will assist the contractor in evaluating the protection and over-excavation requirements, if necessary. 4. Review and responses to contractors' submittals and RFI's. 5. Attendance of construction progress meetings. 6. Preparation and distribution of field reports. 7. Other geotechnical issues deemed necessary. 6.0 CLOSURE The recommendations presented in this report are provided for design purposes and are based on soil conditions disclosed by the available geotechnical boring data. Subsurface information presented herein does not constitute a direct or implied warranty that the soil conditions between exploration locations can be directly interpolated or extrapolated or that subsurface conditions and soil variations different from those disclosed by the explorations will not be revealed. The recommendations outlined in this report are based on the assumption that the development plan is consistent with the description provided in this report. If the development plan is changed or subsurface conditions different from those disclosed by the exploration are observed during construction, we should be advised at once so that we can review these conditions, and if necessary,reconsider our design recommendations. 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CONSTRUCT HEAVY OUTY ASPHALT CONCRETE PAVEMENT 7 ` ® PROVIDE STRUCTURES RES TO REMAIN STRIPE AROUND STORK WATER CONTROL - - PROVIDE TRAFFIC BOLLARDS AT TRUCK MARSHALING BAYS Boring B 12 W FIRE a ® EXTEND CROSSWALK STRIPING \: FW— —FOP' .. '� Ej-> DEMOLISH glf8 ® PROVIDE TRAFFIC CURB _ 4 Previous Boring PROVIDE 10'HIGH SECURITY FENCE WITH PRIVACY SLATS AROUND M P - _- --- -_ 2 . NOMPWIM PARTS STAGING AREA PROVIDE 12'WIDE SUgNG GATE ON III S&EE-B-3-2011 ONTHSDE - nP — A , I C V G ".:.. .. ,• I 35-00 ,t SD ACT ACT :..\ x ' GTS, ST$ � _ KEY PLAN 7 SCALE : NONE C D E F G H J C 10 � x G11 • n - 1 -- a, — — C2 C13 FROMSETBACK ^. -.__-__ .. G 4 -- -----' FROM ORDINARY r;.„ _.. - — __-___ —h- - _. - _.. HIGH WATER MARK .. C16 — < 200 SETBACK FROM —� -- v 7 ,. ADT- ORDINARY HIGH WATER MARK C x -- .. ..- __._-,_• �� - i1 -- --CanopyRIGHT OF WA x - -' Office TWFlRETY g --Lx s 1'7 METRO 27 C20 �.. m RCP METRO - - --- -` -- --� - -- _ - SAN _ - Figure 2 j ,, �•: I N BergerA M Site & Boring Location Plan 2D' D 20 60 Q 333D19my,A—ve South,Washington 9SO0-26 Proposed SW Marshaling Yard S�`E '" `��' FSEPA APPLICATION r F[dbal Way,Washington 96003-2600 (206)431-23M Fax.(206)431-2250 Sy. REV1510N 91 MrR%ED DATE SWA RFWSION B! AnRD.ED DALE TY ABA 7.191013 SW MARSHALING YARD 7.1e.2013 l /OR SITE PLAN 5PECIFICAATKIII IS APPROVED SKET BOE//VG F~ umli H x WEE SEPA APPLICA710N PACKAGE Q 1.2.1 8 APPROVED DY DER. WTC RENTON SITE OB N0' Al 3.0362.00 COMP NO. f*ALA"2 CIVII. RENTON,WA O.c NO. RTN-YD-C1 --_.. LIQUEFACTION ANALYSIS SW Marshaling Yard, Boeing Renton Plant Hole No.=B-1-M Warer Depth=4 ft Magnlrude=7 Accelerarion=4.25g Raw Unlit Fines Soil Description Shear Stress Ratio Factor of Safety Settlement S PT 50 Weight 13 0 0 1 0 1 5 0(in.; 10 Dense fill 13 12E Loose to medium dense sand f o 4 115 -I 23 125 2 i Medium dense gravel 20 13 129 2 Loose, inter-bedded sand,silty sand and sift Loose to medium dense sand 30 21 122 10 Soft silt 3 102 NoLq 40 1 102 NoLq 3 102 NoLq 50 4 102 NaLq ---- 7 120 75 Loose siltf sand 3 60 16 120 50 Medium dense sand e 17 l fs 1=1 S=6.98 in. 70 23 121 ` CRR — CSR fs1-- Saturated Shaded Zone has Liquefaction Potential Unsaturat. — Civiffech Corporation S&EE Job No. 1309-M Figure 3 ALL-PILE CivilTech Software www drviltech Wm Licensed to Concrete poured into drilled hole Diameter is limited to 24in(61 cm). FOUNDATION PROFILE & SOIL CONDITIONS Depth FOUNDATION PROPERTIES t� M SOIL PROPERTIES Depth from P from Ground-ft Re pp Iblf3 C-k /f2 k-Ib/i3 e50% Ns t Ground-ft YYidtti in A'-in2 Per.in I'-in4 E- 2 W-kptf �__ __) _ -_--- P--- _ _ _P. 0.0 18 254.5 56.5 5153.0 3000 0.255 0.0 8.5 34.3 0.00 43.0 13 Concrete(rough) SarW/Gravel 8.5 9.5 37.0 000 76.1 23 Sand/Gravel 15 15 _.__ ...._._.._... r - .5 7.5 31.1 0 00 20.4 7 Sand/Gravel j 23.5 9.5 38.5 0.00 68.2 20 Sand/Gravel 30 28.5 45 VIA 0.18 35.9 1.96 3 30 Silt(Phi+C) 45 45 r 51.0-8.5 34.2 0.00 42.8 -- 13 Sand/Gravel _---._--- 54.0 48.5 31.3 6.00 21.5 7 Sand/Gravel -- - - -- -- 60-, 58.0 57.5 35.4 6.00 54.6 18 Sand/Gravel 82.5 70 38 0.00 84.4 19 Sand/Gravel _.....__.._........._-._._._..-_........... __.....____._-. 72.0 75 75 90 90 1 Batter Angle=0 (Pile diameter not to scale) Surface Angle=0 CivilTech SW Marshaling Yard, Boeing Renton Plant Figure 4 Software S&EE Job No. 1309-M (Liquefaction State) M PILE DEFLECTION & FORCE vs DEPTH Single Pile,Khead=l, Kbc=l DEFLECTION,yt-in MOMENT-kp-t SHEAR-kpDemap -2 K-�b rs e5o% 'e TOP-11 .7 +20 C F" C4p F-1 1 11 11 1 11 1 1 1 1 11,.fil j-'1111 ' I ' ll ' ",-11 1 1 1 1 1 1 ----FT_TT 1 1 1 1 1 1 1 a5 U3 000 430 7 Vt ,,-o at x 9-,t TM*-1 22E-a Tot)y1-115E+0 Tcg)Wam"-o 0 TOO S1*3r-10 Mac-A-1 AM+() Mac Vxrrere-B0 0 Va(War-109 _W selglon E_WD-Zlom TOO%-1 12E-2 Civiffech SW Marshaling Yard, Boeing Renton Plant Software S&EE Job No. 1309-M (Liquefaction State) (Figure'!511 Free Head) PILE DEFLECTION & FORCE vs DEPTH Single Pile,Khead=5. Kbc=2 DEFLECRON.yt-in MOMENT -kp-f SHEAR-kpDew(ZO anj C-Oa2 WDIZ Pfla Too_' ---- Savo ura+el li 000 430 —30 Tip yo-4,05E-9 TCO Aw3 24z-1 Tap)e%D1*r9--69 Toe&"ear-100 M ,?-324E-1 Max 1omel-69 7 Var.Srear-100 Too St-3 laE-18 Last SFAW -rit-5153 Civiffech SW Marshaling Yard. Boeing Renton Plant Software S&EE Job No. 1309-M (Liquefaction State) (FigureL2_[Fixed Head) 0 0 - m=0.1 0.2 \ 0.2 m=0.6 m=0.5 2� m=O. 04 04 m=0.3 m=0.4 N /C 00 0.6 0.6 W m R m P� R u J -' 0.I .60H 0.2 .78 .59 H > / / 0.3 .60H 0.4 78 .59 H 0.8 / OB 0.5 .56 H 0.6 .45 .48 H 0.7 .48H 10 --)1 1 0 .2 .4 .6 .8 1.0 0 .5 1.0 1.5 VALUE OF C-H ( H VALUE OF vH ( 2 TL POINT LOAD Qp Q X=mH P LINE LOAD QL Z=nH FOR m < 0.4 A A X=1n H - _} 0-H(�)_ (0 I H OH R FOR m�0.4 0.28n2 P = 0.55Q (H2)= Z=nH H L H �p ( .In FOR m)0.4: FOR m >0.4 H vH( H�)= 1.28m2n ( H2 )= 1_77m2n2 4 R L (m2+-n2)2 H Qp (m2+.n2)3 RESULTANT P = 0.64 QL o-H =0-H COS (1.10) H (m2+1 ) vH - Q�p PRESSURES FROM LINE LOAD QL - 9 Q (BOUSSINESQ EQUATION MODIFIED BY EXPERIMENT) 3 aH X=mH SECTION A-A PRESSURES FROM POINT LOAD Qp (BOUSSINESQ EQUATION MODIFIED BY EXPERIMENT) Reference: Foundations and Earth Structures, Design Manual 7.2, Department of the Navy, May 1982 Calculation of Surcharge Loads on Subsurface Wails FIGURE 7 Surcharge Load = q (200 psf from construction equipment) I 5 sa1 Sheet Pile Wall H (Ignore resistance at top one foot) n a) 0 D spl sa2 0.3*q Passive Soil Pressure: Active Soil Pressures: (Surcharge-Induced) spl = 126*D sal = 175 sa2= 175+ 18*(H+D) (NOT-TO-SCALE) Notes: 1. All pressures in pounds per square feet(psf) 2. Passive earth pressure includes a safety factor of 1.5 3. Recommended minimum embedment D= 1.5*(5+H) 4. Hydrostatic pressure on wall will is not shown and will depend on de-watering method. Figure 8 Lateral Earth Pressures on Cantilevered Sheet Pile Wall S&EE SW Marshaling Yard, Boeing RentonPlant Job no. ]309M Surcharge Load = q(200 psf from construction equipment) -T-1 5 - ------- ------ ------- ------------------ Sheet Pile Wall sal H sa2 a m (Ignore resistance at top one foot) S spl n a) 0 D sp2 sa3 0.3*q (Surcharge-Induced) Passive Soil Pressures: Active Soil Pressures: spl = 126*D sal = 114 sa2= 12*H sa3= 12*H+ 18*D (NOT-TO-SCALE) Notes: 1. All pressures in pounds per square feet(psf) 2. Passive earth pressure includes a safety factor of 1.5 3. Hydrostatic pressure on wall is not shown and will depend on de-watering method Figure 9 Lateral Earth Pressures on Braced Sheet Pile Wall S&EE SY Marshaling Yard, Boeing RentonPlant Job no. 1309M APPENDIX A FIELD EXPLORATION AND LOGS OF BORINGS The subsurface conditions at the project site were explored with the drilling of 2 soil test borings, B-1-M and B-2-M at SW Marshaling Yard. The test borings were advanced using a truck-mounted drill rig. A representative from S&EE was present throughout the exploration to observe the drilling operations, log - subsurface soil conditions, obtain soil samples, and to prepare descriptive geologic logs of the exploration. Soil samples were taken at 2.5- and 5-foot intervals in general accordance with ASTM D- 1586, "Standard Method for Penetration Test and Split-Barrel Sampling of Soils" (1.4" I.D. sampler). The penetration test involves driving the samplers 18 inches into the ground at the bottom of the borehole with a 140 pounds hammer dropping 30 inches. The numbers of blows needed for the samplers to penetrate each 6 inches are recorded and are presented on the boring logs. The sum of the number of blows required for the second and third 6 inches of penetration is termed "standard penetration resistance" or the "N-value". In cases where 50 blows are insufficient to advance it through a 6 inches interval the penetration after 50 blows is recorded. The blow count provides an indication of the density of the subsoil, and it is used in many empirical geotechnical engineering formulae. The table below provides a general correlation of blow count with density and consistency. A chart showing the Unified Soil Classification System is included at the end of this appendix. DENSITY(GRANULAR SOILS) CONSISTENCY(FINE-GRAINED SOILS) N-value <4 very loose N-value <2 very soft 5-10 loose 3-4 soft 1 1-30 medium dense 5-8 medium stiff 31-50 dense 9-15 stiff >50 very dense 16-30 very stiff >30 hard Vibrating wire piezometers (VWP) were installed in the borehole of B-2-M shown in table below. The borehole was backfilled with bentonite-cement grout per VWP manufacturer's instruction. A flush- mount monument was installed at the ground surface. The borehole without VWP was backfilled with bentonite chips,and the surface was patched with concrete. Boring Number VWP Depth Date (feet) Installed J B-2-M 15 Oct 4,2013 B-2-M 50 Oct 4,2013 Job No.1309M S&I a BORING B-1-M Surface condition: Parking lot 0 3o is p 18 GWF 2.5 inches thick asphalt pavement over(1-114" minus) recycled concrete 40 ' ; (very dense)(fill) I ; O sP Brown and gray, fine to coarse sand with fine to medium gravel (very dense to medium dense)(moist to damp)(fill) 12 ' 18 20 8 ! 20 ' I � I 6 7 18 12 18 , 10 5 18e o -sampler tube plugged with medium gravel(no sample collected) ! 5 ; I 10 18 ' 1 12 3 ML Gray silt with trace fine sand(soft) I sP Gray fine sand(loose) I � � I I I 2 ! 18 8 10 SP Gray fine to coarse sand, trace fine to medium gravel(medium dense to dense) 12 I ' I ' I ! ' I , I 1 i ' I I ! I 15! 8 18 1 15, 617, ; I ' I 1 16 GP Gray fine to medium gravel with few coarse sand (medium dense) 14; 12 s 12 P, • s (Boring log continued on Figure A-5b) ' Client: The Boeing Company Drilling Method: Mud rotary advanced by track-mount rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: October 3,2013 Drilling Contractor: Gregory Drilling Figure A-5a ' SUE Job No.1309-M Proposed Marshaling Yard 1 „ r T � ;o a BORING B-1-M ' CO (Continued) ti j Surface condition: Parking lot , 20 a18 • GPi Gray fine to medium gravel with few coarse sand (medium dense) 14 7 ; SPi Inter-bedded, gray,fine sand, silty fine sand and sift,trace organics(loose) SM ML 1 18 3 0 31 r, i 26 ' ; 2 18 4 ' 8 3 ; 3 8 SP Gray, fine to medium sand with lenses of silty fine sand. (medium dense to dense) i30 i 30 18 18 12 ; 14 ; ' ML Grayish brown silt with trace organics. (soft) 1 1' 35; 0 18 ' 2 14 i1 1 i r 1 I � (Boring log continued on Figure A-5c) Client: The Boeing Company r Drilling Method: Mud rotary advanced by track-mount rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: October 3,2013 Drilling Contractor: Gregory Drilling Figure A-5b SUE 'Job No.1309-M Proposed Marshaling Yard __ 1 a w BORING B-1-M (Continued) :D Surface condition: Parking lot 40 0 14 ML Gray silt with lenses of gray fine sand and brown peat. (very soft to soft) o 46 ; 018 1 18 2 ; 50: 018 ' 2 18 '2 55, 4 18 ' SM Gray silty fine sand and sandy silt, lenses of brown peat(loose and soft) 3 6 i 4 IT t ' L so ' II i (Boring log continued on Figure A-5d) Client: The Boeing Company Drilling Method: Mud rotary advanced by track-mount rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: October 3,2013 Drilling Contractor: Gregory Drilling Figure A-5c S&EE Job No.1309-M Proposed Marshaling Yard a a� w BORING B-1-M (Continued) CO N V CO U) , Surface condition: Parking lot 60 s i 8 i sP Gray fine sand,trace organics. (medum dense) 7 , 66 ; 3 18 -peat lens at 65 feet s ; 10 , -silt lense at 65.5 feet 8 , �Sp Gray fine to coarse fine, trace fine to medium gravel(medium dense) i 70 a 18 ' 12 � 14 ; -driller report loosing drill mud viscosity ; 75, ; 8 18 i g 10 80 --1--'-- (Boring log continued on Figure A-5e) Client: The Boeing Company Drilling Method: Mud rotary advanced by track-mount rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: October 3,2013 Drilling Contractor: Gregory Drilling Figure A-5d S&E9- Proposed Marshaling Yard Job No.1309-M P 9 QT ivo a a BORING B-1-M (Continued) C/) a' oD " cn j Surface condition: Parking lot ' 80 3 18 sP Gray fine sand,trace organics. (loose) , 1 3 � I I 1 i fl 1 1 ' I i 1 I 1 t � � 1 1 I I ' I I I I I i I I 86; 1 z18 1 14 I 2 I i I I ' i ML Gray sandy silt and silty fine sand,trace organics. (medium stiff I 1 1 1 ' 1 1 i i 1 i go: 8 1 18 9 18 , g 1 1 1 I 1 I 1 t 1 ' 85 t 3 1 18 ' 4 18 ' I i I 1 i I 1 I 1 i ' ' I i I � 1 I , I I ' ' I ' ' I ' ' I 100--= -'_-- 3 18 4 18 3 Boring completed at a depth of 101.5 feet on October 3, 2013. Client: The Boeing Company Drilling Method: Mud rotary advanced by track-mount rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: October 3,2013 Figure A-5e Drilling Contractor: Gregory Drilling S&EE Job No.1309-M Proposed Marshaling Yard U � w BORING B-2-M o� p p q1 c c co , Surface condition: Parking lot 0 43 , 1s :Z Gw 2.5 inches thick asphalt pavement over(1-1/4" minus)recycled concrete (very dense)(fill) sora 12 0 Q sP Brown, fine to coarse sand with fine to medium gravel(medium dense)(moist)(fill) a ' 18 14 , 18 15 , 6 ' ML Gray silt with trace organics(soft) 1 19 ' 1 19 2 o , 18 1 18 ' � 10 3 i 18 ; 3 , , sP Gray fine sand(loose to medium dense) s ; 1a ' 5 , 0 ' 5 15; e 19 ' sP Gray fine to coarse sand,trace fine to medium gravel(medium dense) 10,, a ; a s ' 18 GP Gray fine to medium gravel,few fine to coarse sand (medium dense) j ; s ! SIP -driller report loosing drill mud 20!--I--'---' (Boring log continued on Figure A-6b) Client: The Boeing Company Drilling Method: Mud rotary advanced by track-mount rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date. October 4,2013 Drilling Contractor: Gregory Drilling Figure A-6a S&E9- Proposed Marshaling Job rlo.l�os-M P g Yard a BORING B-2-M (Continued) z Qco O UU m c; coj Surface condition: Parking lot 20 11 18 • GP/ Gray fine to medium gravel with few coarse sand (medium dense) 15 12 i SP 8 ' • i 1 5 ' 18 ; •• 2 ' 18 2 Mt_ Brownish gray organic silt(soft to medium stiff) � 25 18 s j a Sp Gray, fine sand with silt lenses, trace fine gravel(medium dense) 5 8 18 ' 10 12 ' 18 30; a 18 11 12 ' 13 ML Grayish brown organic silt(soft) 35, 0 18 ' 1 i 8 ' � I , 40'------'--- ----L (Boring log continued on Figure A-6c) Client: The Boeing Company Drilling Method: Mud rotary advanced by track-mount rig Sampling Method: SPT sampler driven by 140-I1b auto hammer Drilling Date. October 4,2013 Drilling Contractor: Gregory Drilling Figure A-6b S&EE Proposed Marshaling Yard Job No.1309-M p g a BORING B-2-M (Continued) o rU co p ap c-Si a> > Surface condition: Parking lot 40 z 18 i ML Gray silt with lenses of gray fine sand and brown peat(soft to medium stiff) 2 : : 46 1 18 1 18 2 ; ; ; ; ; : ' 50 1 18 3 18 , 9 , sP Gray fine sand(medium dense) Boring completed at a depth of 51.5 feet. Vibrating wire piezometers(VWP) installed at depths of 15 and 50 feet. One foot of sand pack installed below and above piezometers. ; Borehole backfilled with bentonite-cement grout per VWP manufacturer. 55 ; ; 60�------'--- -- Client: The Boeing Company Drilling Method: Mud rotary advanced by track-mount rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: October 4,2013 Drilling Contractor: Gregory Drilling Figure A-6c S&E9- Proposed Marshaling Yard Job No.1309-M P 9 'O d N BORING B-3 i N (O Q Q h h% c U) j Surface condition: Palling lot 0 GWI 3 inches thick asphalt pavement over recycled concrete(fill)(moist)(very dense) 41 t8 ' 46 t 8 47 5 ' 18 ; Os; 6 10 5 ML Gray silt with lenses of silty fine sand and fine sand (soft to very soft) 6 3 18SZ ' i 1 0 i 18 18 ' 10; ; SM Gray silty fine sand with some fine gravel(loose) 0 118 Ills 4 6 7 ; 16 8 14 Sp/ Gray medium to coarse sand and fine to medium gravel(medium dense) , , 17 GP 15, 6 18 ; 7 6 , 7 20:------'-- (Boring log continued on Figure 3b) Client: The Boeing Company Drilling Method: Mud rotary advanced by track-mount Diedrich D-120 Drill Rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: February 28 and March 1,2011 Drilling Contractor: Holocene Drilling Figure 3a S&EE Proposed g Job No.1104 p sed 4-68 Building a m s �o a BORING B-3 (Continued) o m =s c 20 s 18 • �P� Gray fine to medium gravel with few coarse sand (medium dense) 7 4 , 7 , SID 3 1 18 3 0 ' ML Brown silt with trace very fine sand(medium stiff) � , 3 26' sP Brown to gray to black fine to medium sand with lenses of grayish brown silt (medium dense) 5 to ; 5 12 , 7 30, 8 , 18 12 ' 16 , � , F 2 ; is ML Grayish brown silt with trace fine sand,trace peat(soft) 2 35 3 t8 s 1a ' sPi Inter-bedded fine to medium sand, silt, and silty fine sand, lenses of brown peat(loose) ' 7 ML/ SM 40:-----'-- (Boring log continued on Figure 3c) Client: The Boeing Company Drilling Method: Mud rotary advanced by track-mount Diedrich D-120 Drill Rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: February 28 and March 1,2011 Drilling Contractor: Holocene Drilling Figure 3b SUE Job No.1104 Proposed 4$8 Building a m c> t o m BORING B-3 a� (Continued) U me C 40 0 18 ;18 sw Inter-bedded fine to medium sand, silt, and silty fine sand (loose) 7 ML/ SM 46 o 18 i ML Gray silt with trace fine sand, lenses of peat(very soft) -vane shear reading=0.4 ksf 50 s o sP Gray fine to medium sand with trace silt(loose to medium dense) s 55 11 18 -medium dense below 55 feet 13 18 , 15 i i (Boring log continued on Figure 3d) Client: The Boeing Company Drilling Method: Mud rotary advanced by track-mount Diedrich D-120 Drill Rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: February 28 and March 1,2011 Drilling Contractor: Holocene Drilling Figure 3c S&E Proposed 4-68 Building Job No.1104 p g a BORING B-3 oa (Continued) U D Q Q. co 60 s 12 sP Gray fine to medium sand with lenses of soft silt(loose to medium dense) 66' 3 118 3 9 I 4 PT Brown non-fibrous peat(soft) 70' j 3 18 -vane shear reading =0.4 ksf 8 18 1 2 , I 1 ' ML Gray silt with trace fine to medium gravel(medium stiff I 1 ' I 1 ' I I ' I I ' sP Gray fine to coarse sand with some fine to medium gravel,trace silt(dense) I I ' I I ' I I I I I ' 1 1 75 I 18 1 18 ' 18 1 12 20 I I ' I I ' 1 1 ' I I ' I 1 (Boring log continued on Figure 3e) Client: The Boeing Company Drilling Method: Mud rotary advanced by track-mount Diedrich D-120 Drill Rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: February 28 and March 1,2011 Drilling Contractor: Holocene Drilling Figure 3d S&EE Job No.1104 Proposed 4-68 Building b N m w a s BORING B-3 (Continued) o &0E n co U ao so. 1a ; ie SP Gray fine to medium sand with some fine to medium gravel,trace silt(dense) 1s + 86' 15 lense of peat at 85 feet 19 ; 1s 90' ' 12 18 ; -lense of medium stiff silt at 90 feet 5 12 s 95; 0 18 ' 19 ML Gray silt with trace fine sand(very soft to stiff) -vane shear reading=0.5 ksf __;-1_! -stiff below 100 feet a 8 Boring completed at a depth of 100 feet on March 1,2011. 7 A groundwater monitoring well is installed with slotted PVC pipe from depths of 10 to 20 feet. Depth of groundwater measured at a depth of 6 feet 2 inches on March 2, 2011. Client: The Boeing Company Drilling Method: Mud rotary advanced by track-mount Diedrich D-120 Drill Rig Sampling Method: SPT sampler driven by 140-lb auto hammer Drilling Date: February 28 and March 1,2011 Figure 3e Drilling Contractor: Holocene Drilling Job No.S&E4 Proposed 4-68 Building UNIFIED SOIL CLASSIFICATION SYSTEM p g j DESCRIPTION MAJOR DIVISIONS GW WELL-GRADED GRAVELS OR GRAVEL-SAND MIXTURES, CLEAN LITTLE OR NO FINES GRAVELS • GP POORLY GRADED GRAVELS OR GRAVEL-SAND MIXTURES, (LITTLE OR J a o z w > J • LITTLE OR NO FINES NO FINES) W 4i o w w m w �-•._ - -..__-_ -_.— _-. _ _— ._ _ _ > zdS� w> J_ GM ! SILTY GRAVELS,GRAVEL-SAND-SILT GRAVELS LL > • MIXTURES w w ai v 0 I w -- -- - - ---------- - ---- WITH FINES C7 I w Wz . W � GC CLAYEY GRAVELS,GRAVEL-SAND-CLAY (APPRECIABLE U w ' Z MIXTURES AMOUNT OF FINES) Q O .----._..----- - --- -- ---- Z WELL-GRADED SAND OR GRAVELLY SANDS, SW LITTLE OR NO FINES — —_- CLEAN p Z o N- ' UL 1ZZ = w w — ---__-_ - SANDS C OOR Y-GRADED SANDS OR GRAVELLY SANDS I p z y> of of ~w �_w SIP -- - - - --ISANDS I a < Q o" o Y j SM I SILTY SANDS,SAND SILT MIXTURES Q w U. w_ N o O ¢z LITTLE OR NO FINES NO FINES) c� g 1 I 2> U N w I---- _.._ WITH FINES ! N u' �� WUo SC CLAYEY SANDS,SAND-CLAY MIXTURES (APPRECIABLE ° LLO p a J AMOUNT OF FINES) �— - zm I INORGANIC SILTS,VERY FINE SANDS,ROCK FLOUR,SILTY OR z> °ML CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY .w U) INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY,GRAVELLY — <y z CL I CLAYS,SANDY CLAYS,SILTY CLAYS,LEAN CLAYS SILTS &CLAYS O aQ LIQUID LIMIT LESS THAN 50 U) ORGANIC SILTS AND ORGANIC SILT-CLAYS OF LOW d w OL I PLASTICITY zoo ul INORGANIC SILTS,MICACEOUS OR DIATOMACEOUS FINE Q �z I MH SANDY OR SILTY SOILS,ELASTIC SILTS z=IMIFCH INORGANIC CLAYS OF HIGH PLASTICITY,FAT LL1 w SILTS&CLAYS_ LIQUID LIMIT GREATER TITAN 50 p 1 OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, i 2. ORGANIC SILTS -- - --— i PT 1 PEAT AND OTHER HIGHLY ORGANIC SOILS HIGHLY ORGANIC SOILS Non-disturbed D&M Sampler SPT(1.4"ID SAMPLER) SHELBY TUBE SAMPLER DEPTH OF GROUNDWATER DURING EXPLORATION SOIL CLASSIFICATION CHART AND KEY TO EXPLORATION LOG S&EE APPENDIX B LABORATORY TEST RESULTS Job No. 1309M S&EL' Particle Size Distribution Report o 0 0 o 0 0 0 �0p 100 ! i 90 80 70 ! ! I I I I I I I Z 60 z 50 I 1 1 I I I UwJ � 40 I I I I l 1 1 I ! I I 1 ! 30 I ! 1 I I I I ! I I I I I ! 20 10 o 11 1 I ( I 1 f l ( I I I I I 100 10 1 0.1 0.01 OAol GRAIN SIZE-mm. %Gravel %Sand %Fines Coarse I Medium Fine Silt Clay 0.0 0.0 1 0.1 1 0.2 1 4.9 i 76.7 18.1 SIEVE PERCENT SPEC.' PASS? Material Description SIZE FINER PERCENT (X=NO) Gray Silty Sand 3/8 100.0 #4 99.9 Moisture:21.1% #10 99.7 #40 94.8 Atterberg Limits #60 72.4 PL= LL= PI= 9100 45.7 Coefficients #200 18.1 D90= 0.3686 D85= 0.3255 D60= 0.1978 D50= 0.1636 030= 0.1039 D15= D10= Cu= CC= Classification USCS= AASHTO= Remarks Received: 10115/2013;Tested:10/17/2013 Equipment:53 66 58 141 (no specification provided) Source of Sample: 1309-M Depth: 10'-11.5' Sample Number:B-1 Date: 10/18/2013 A.A.R. _ Client: Soil&Enviommental Engineers Inc. Testing Project: S&EE Lab Misc. Laboratory, Inc. Project No: 12-343 Figure 13-341 Tested By: Mike Jarbeau Checked By: J. Hoover Particle Size Distribution Report C C Q O O s d \ 6 E. _ o C, e S � o (p O1 N � =C t0 Vt it 3C iC it ik ik ik iG "0 I i I I I I I l I I 11 1 1 1 9� I I II I ! I I I I I I I I I I 80 I I I l i I I I I I I 70 Of z 60 — I 50 I I II I I I ( 1 I i I I II W � 40 I I ! I I 1 I I I I I I I 30 20 I ! I I I I I I l I I I I � I 10 IL I 0 I 1 I I I I I I I I I ! I 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. +3" %Gravel %Sand %Fines -- Coarse Fine Coarse Medium Fine Sik Clay 0.0 ! 2.4 34.9 12.7 29.8 15.0 5.2 SIEVE PERCENT SPEC.* PASS? Material Description SIZE FINER PERCENT (X=NO) Gray Sand with Gravel 1 100.0 3/4" 97.6 Moisture:9.6% 1/2" 82.2 3/8" 76.8 Atterberg limits #4 62.7 Pl= LL= P1= 410 50.0 Coefficients #40 20.2 D90= 15.4953 D85= 13.7596 D80= 4.0636 #60 13.3 D50= 2.0039 D30= 0.7225 D15= 0.2898 4100 8.4 D10= 0.1810 Cu= 22.45 Cc= 0.71 #200 5.2 Classification USCS= AASHTO= Remarks Received: 10/15/2013;Tested: 10/17/2013 Equipment:53 66 58 141 (no specification provided) Source of Sample: 1309-M Depth: 12.5'-14' Sample Number: B-1 Date: 1 011 8/20 1 3 Q.A.R. Client: Soil&Enviornmental Engineers Inc. Testing Project: S&EE Lab Misc. Laborato Inc. Pro ect No: 12-343 Figure 13-342 Tested By: Mike Jarbeau Checked By:J. Hoover Particle Size Distribution Report 100 90 - --- -- I I I I I I I I I I I I I I I I 80 I I I I I I I I t i l l l 70 i I I 11 1 I I I 1 1 1 Z 60 + LL z ao I I I I I I I I I I I I w 1 ! I f ( I LU 40 I I I I 'I l i I I II I I I . I 30 I I I I I I I 1 I l l i I 20— I I f I t I I ! 10 I I I I I I I I I o I I ! I I I I I I I I 1 1 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. °b Gravel %Sand _ %Fines °�+3' Coarse Fine Coarse Medium—�—Fine Silt Clay 0.0 1 33.4 1 38.7 10.6 8.7 4.6 4.0 SIEVE PERCENT SPEC.` PASS? Material Description SIZE FINER PERCENT (X=Nd) Gray Silty Gravel and Sand 1 1/4 100.0 1 72.7 Moisture:8.7% 3/4 66.6 3/8 42.3 Atterberg Limits #4 27.9 PL= LL= PI= #10 17.3 Coefficients #40 8.6 D90= 29.6145 D85= 28.5349 D60= 14.4639 #60 6.6 D50= 11.4510 D30= 5.5872 D15= 1.5432 #100 1 5.2 D10= 0.6081 Cu= 23.79 Cc= 3.55 #200 4.0 Classification USCS= GP AASHTO= Remarks Received: 10/15/2013;Tested: 10/17/2013 Equipment:53 66 58 141 no specification provided) Source of Sample: 1309-M Depth: 15'-16.5' Sample Number:B-1 Date: 10/18/2013 A.A.R. Client: Soil&Enviommental Engineers Inc. ; Testing Project: S&EE Lab Misc. Laborator Inc. Project No: 12-343 Figure 13-343 Tested By: Mike Jarbeau Checked By: J. Hoover Particle Size Distribution Report 100 ! 90 �- � I I I i 1 1 Ii I I I I I 80 70 I I I I I ! I I I l l l l zLL so - i 50 I I I 1 I U i 1 o ao 30 i I 20 ( II I I I I I I I I I I I 1 10 I I I I I I I I I I I i l o I I I I i l l II I I I I I I 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Gravel %Sand %Fines %+3" Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 1 0.9 1 8.1 48.4 35. 1 7.3 SIEVE PERCENT SPEC." PASS? Material Description SIZE FINER PERCENT (X=NO) Gray-Brown Sand 3/8 100.0 #4 99.1 Moisture: 15.6% #10 91.0 40 42.6 Atterberg_Limits # # 0 22. PL= LL= Pl= #100 11.4 Coefficients #200 7.3 090= L8861 D85= 1.4881 D60= 0.6603 D50= 0.5093 D30= 0.3132 D15= 0.1890 D10= 0.1307 Cu= 5.05 Cc= 1.14 Classification uSCS= AASHTO= Remarks Received: 10/15/2013,Tested: 10/17/2013 Equipment:53 66 58 141 (no specification provided) Source of Sample: 1309-M Depth: 30'-30.5' Sample Number:B-1 Date: 10/18/2013 A.A.R. Client: Soil&Enviornmental Engineers Inc. Testing Project: S&EE Lab Misc. Laborato Inc. Project No: 12-343 Figure 13-344 Tested By: Mike Jarbeau Checked By: J. Hoover LIQUID AND PLASTIC LIMITS TEST REPORT Dashed line indicates the approximate upper limit boundary for natural soils / 50 / / / X40 — w o / z / U 30 H / dJ / / O a 20 / OV / / 10 _ `' ML or OL N1H it OH 0 • 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT 33.9 33.7 f i 33.5 - - 33.3 w 33.1 Z 832.9 32.7 32.5 32.3 32.1 I 31.9 Lr 5 6 7 8 9 10 20 25 30 40 NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL Pi %<#40 %<#200 USCS 1 Gray Silt � 32 30 2 Moisture:31.7% Project No. 12-343 Client: Soil&Enviommental Engineers Inc. Remarks: Project: S&EE Lab Misc. •Received:10/15/2013 Tested: 10/17/2013 Source of Sample: 1309-M Depth:45' Equipment:66 82-2 52 53 Sample Number:B-i A.A.R. Testing Laboratory, incdl Figure 13.349 Tested By: J. Hoover— Checked By: J_Hoover _ _` LIQUID AND PLASTIC LIMITS TEST REPORT 120 Dashed line indicates the approximate upper limit boundary for natural soils 100 , / x 80 / w Q / z � " U 60 / H � g � 40 / , / 0- OS 20 / I MLor OL 11 Hof OH • 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 LIQUID LIMIT 190 180 � - -_- 170 l� 160 i H150 z 140 Cr uJ 130 120 110 100 90 5 6 7 8 9 10 20 25 30 40 NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL PI %<#40 %0200 USCS Gray Silty Clay 0 156 153 3 Moisture:63.2% Project No. 12-343 Client: Soil&Enviommental Engineers Inc. Remarks: Project: S&EE Lab Misc. 1•Received: 10/15/2013 Tested: 10/17/2013 Source of Sample: 1309-M Depth:95' Equipment:66$2-2 52 53 Sample Number:B-1 A.A.R. Testing Laboratory, I�C, Figure 13.350 >> Tested By: J. Hoover Checked By:J.Hoover Particle Size Distribution Report �J N gig �O M N •- .— � :Q t3 it ak A it it � � 7k iR 100 I I I I I I I I I I I I I I 90 I ! I I 1 I I I I I I I E I I I I I I I I ( I I I I II 80 70 I I I I I I ( I I I ! I I I I I ( I I w I I ( I I I f I I l l l Z 60 z 60 I ! I I I I I I ! I I I ! I � v I E I i l l l I I I I I I w 40 I I I I I I I I I I I I I 30 20 10 I I I I I I I I I 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %+r %Gravel %Sand %Fines Coarse Fine Coarse: Medium Fine Silt Clay 0.0 0.0! 38.1 14.7 28.5 I4.I 4.6 SIEVE PERCENT SPEC.` PASS? Material Description SIZE FINER PERCENT (X=NO) Gray Sand and Gravel 3/4 100.0 3/8 80.5 Moisture:9.2% #4 61.9 Atterberg Limits #10 471 PL= LL= PI= #40 18.7 #60 12.6 Coefficients #100 7.4 D90= 13.3263 D85= 11.1632 D60= 4.3297 - #200 4.6 D50= 2.3842 DgO= 0.8207 Q15= 0.3120 13 0= 0.1966 Cu= 22.02 Cc= 0.79 Classification USCS= SP AASHTO= 1 Remarks Received: 1 0/1 5120 1 3;Tested:10/17/2013 - Equipment:53 66 58 141 I (no specification provided) Source of Sample: 1309-M Depth: 15'-16.5' Sample Number:B-2 Date: 10/18/2013 A.A.R. Client: Soil&Enviornmental Engineers Inc. Testing Project: S&EE Lab Misc. Laboratory, Inc. Project No: 12-343 Figure 13-345 Tested By: We Jarbeau Checked By:J. Hoover Particle Size Distribution Report O O O C, N cp M N � n � � it i[ ik ii iC it iR ik 100 90 I I C I I ! I ! ! ! I I I I I 80 70 Z 60 - — ,� I ! I ( I I I ( ! I ! II Z 50 I I d 40 I I� I I II I I I I I I I I I I II 30 .1 20 10 I ! I I I ! I I I I i i o I l i I I I I I I i I I I I T-1 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. °h Gravel %Sand %Fines %+3" _ — — — Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 0.2 7.5 51.3 1 35.6 5.4 SIEVE PERCENT SPEC.` PASS? Material Description SIZE FINER PERCENT (X=NQ) Gray Sand 3/8 100.0 #4 99.8 Moisture: 17.3% #10 92.3 #40 41.0 Atterbem Limits #60 24.4 PL= LL= PI= #100 10.9 Coefficients #200 5.4 D90= 1.7993 D86= 1.4802 D60= 0.7148 D60= 0.5470 D30= 0.3006 D15= 0.1801 D10= 0.1424 Cu= 5.02 Cc= 0.89 Classification USCS= AASHTO= Remarks Received: 10/1512013,Tested: 10/17/2013 Equipment:53 66 58 141 (no specification provided) Source of Sample: 1309-M Depth: 27.5'-29' Sample Number: B-2 Date: 10/18/2013 ----- A.A.R. Client: Soil&Enviornmental Engineers Inc. i Testing Project: S&EE Lab Misc. Laborato Inc. Project Na: 12-343 Figure 13-346 Tested By: Mike Jarbeau Checked By:J. Hoover rza LIQUID AND PLASTIC LIMITS TEST REPORT —� Dashed line indicates the approximate zapper limit boundary for natural soils 100 � °c X 80 w Z � 1 60 CJ � J i d 40 '0 — i i 20 u° o� ML or OL MH Or OH 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 LIQUID LIMIT 118 • 116 z ---- 0 108 w im 104 102 100 — 98 5 6 7 8 9 10 20 25 30 40 NUMBER OF BLOWS MATERIAL DESCRIPTION LL PL PI %<940 %<#200 USCS Gray Sandy Silt • 115 102 13 Moisture:61.8% Project No. 12-343 Client: Soil&Enviommental Engineers Inc. Remarks: Project: S&EE Lab Misc. •Received: 10/15/2013 Tested: 10/17/2013 Source of Sample: 1309-M Depth: 35' Equipment:66 82-2 52 53 Sample Number:B-2 + A.A.R. Testing Laboratory, Inc. Figure 13-348 Tested By: J. Hoover Checked By: J. Hoover Technical Information Report Renton Site Logistics Renton, Washington Appendix F Stormwater Pollution Prevention Plan (was previously provided under separate cover; SWPPP shall be maintained on construction site at all times) Technical Information Report Renton Site Logistics Renton, Washington Appendix G Forms Site Improvement Bond Quantity Worksheet S15 Webdate: �,_.z2/2013 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 M Relay 711 Project Name: SW Marshaling Yard Date: 3-Mar-14 Location: Boeing Company Renton Site 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 2014_0303_Bondgty.xls NPDES Permit has been issued directly by Ecology. Report Date: 3/5/2014 Site Improvement Bond Quantity Worksheet VV`'"`'ikl `212013 Unit #of Reference#t 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 Fence,Temporary(NGPE) ESC-7 $ 1.38 LF 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'xl5'x1' ESC-17 SWDM 5.4.4.1 $ 1,464,34 Each 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 FIR Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR WRITE-IN-ITEMS **** (see page 9) Each ESC SUBTOTAL: $ 30%CONTINGENCY& MOBILIZATION: $ ESC TOTAL: $ — COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Version: 11/26/2008 2014_0303_Bondgty.xls NPDES Permit has been issued directly by Ecology. Report Date: 3/5/2014 Site Improvement Bo ' Quantity Worksheet Web date: '1102/2008 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 Backfill&Compaction-trench GI-2 $ 8.53 CY 1400 11,942.00 Clear/Remove Brush,by hand GI-3 $ 0,36 SY Clearin /Grubbin /Tree Removal GI-4 $ 8,876.16 Acre Excavation-bulk GI-5 $ 1.50 CY 3000 4,500.00 Excavation-Trench GI-6 $ 4.06 CY 1400 5.684,00 Fencing,cedar.6'high GI-7 $ 18.55 LF Fencing,chain link,vinyl coated, 6'hi h GI-8 $ 13.44 LF Fencing,chain link,gate,vinyl coated, 2 GI-9 $ 1,271.81 Each Fencing,split rail.Thigh GI-10 $ 12.12 LF Fill&compact-common barrow GI-11 $ 22,57 CY Fill&compact-gravel base GI-12 $ 25A8 CY 3021 76,975.08 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 3000 2,850.00 Monuments,3'long GI-19 $ 135.13 Each Sensitive Areas Sin GI-20 $ 2.88 Each Sodding, 1"deep,sloped ground GI-21 $ 7.46 SY Surveying,fine&grade GI-22 $ 788.26 Day 40 31,530.40 Surveying,lot location/lines GI-23 $ 1,556.64 Acre Traffic control crew(2 fla gers) GI-24 $ 85.18 HR 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 133,481,48 Unit prices updated: 02/12/02 `KCC 27A authorizes only one bond reduction. Version: 11/26/08 2014 0303_Bondgty.xls Report Date: 3/5/2014 Site Improvement Bo ' Quantity Worksheet web date "102!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 Completel Cost ROAD IMPROVEMENT No. AC Grinding.4'wide machine< 1000s RI-1 $ 28.00 SY AC Grinding,4'wide machine 1000-200 RI-2 $ 15.00 SY 1910 28,650.00 AC Grinding,4'wide machine>2000sy RI-3 $ 7.00 SY AC Removal/Disposal/Repair RI-4 $ 67.50 SY 50 3,375.00 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 Curb and Gutter,derolition and disposa RI-9 $ 18.00 LF Curb,extruded asphalt RI-10 $ 5.50 LF Curb.extruded concrete RI-11 $ 7.00 LF SawCUt,asphalt,3"depth RI-12 $ 1.85 LF 1750 3,237.50 Sawcut,concrete,per 1"depth RI-13 $ 1,69 LF Sealant,asphalt RI-14 $ 1,25 LF 1 1750 2,187.50 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 30 1,050.00 Sidewalk,4"thick,demolition and dispos 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 Striping,per stall RI-22 $ 5.82 Each Striping,thermoplastic,(for crosswalk) RI-23 $ 2,38 SF 700 1,666.00 Striping.4"reflectorized line RI-24 $ 0,25 LF 19401 485.00 Page 4 of 9 SUBTOTAL 40,651.00 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 11/26/08 2014 03o3_Bondgty.xls Report Date:3/5/2014 Site Improvement Bo ' Quantity Worksheet Web date: "'r0212008 Existing Future Public Private Bond Reduction' Right-of-way Right of Way Improvements &Drainage Facilities Quant. Unit Price IUnit Quant. Cost Quant. I 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 Overrla ,2"AC RS-3 $ 15,00 SY 1283 19,245.00 AC Road,2",4"rock,First 2500 SY RS-4 $ 21.00 SY AC Road,2",4"rock,Oty.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",Oty.Over 2500 SY RS-9 $ 25.00 SY 7780 194,500.00 AC Road,6",First 2500 SY RS-1 $ 33.10 SY AC Road,6".Oty.Over 2500 SY RS-11 $ 30.00 SY Asphalt Treated Base,4"thick RS-12 $ 20.00 SY Gravel Road,4"rock,First 2500 SY RS-1 $ 15.00 SY Gravel Road,4"rock,Oty.over 2500 SY RS-1 $ 8.50 SY PCC Road,5",no base,over 2500 SY RS-1 $ 27.00 SY PCC Road, 6",no base,over 2500 SY RS-1 $ 25.50 SY Thickened Edge RS-1 $ 8,60 LF Page 5 of 9 SUBTOTAL 213,745.00 Unit prices updated: 02/12/02 `KCC 27A authorizes only one frond reduction. Version: 11/26/08 2014_0303_Bondgty.xis Report Date:3/5/2014 Site Improvement Bo Quantity Worksheet Web date: "f02/2008 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 1 SY Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each 1 211 9,499.14 (CBs include frame and lid) CB Type I D-4 $ 1,257.64 Each 10 12,576A0 CB Type IL D-5 $ 1.433.59 Each 1 1.433.59 CB Type 11,48"diameter D-6 $ 2,033.57 Each for additional depth over 4' D-7 $ 436.52 FT CB Type 11,54"diameter D-8 $ 2,192,54 Each for additional depth over 4' D-9 $ 486.53 FT CB Type 11,60"diameter D-10 $ 2,351.52 Each for additional depth over 4' D- 11 $ 536.54 FT CB Type 11,72"diameter D- 12 $ 3,212.64 Each 7 22,488.48 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 6 1,049.40 Cleanout,PVC,8" D-17 $ 224,19 Each 2 448.38 Culvert,PVC,4" D-18 $ 8.64 LF Culvert,PVC,6" D-19 $ 12,60 LF 314 3,956.40 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" D-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 51,451.79 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 11/26/08 2014.0303__Bondgty.xls Report Date: 3/5/2014 Site Improvement Bo Quantity Worksheet Web date '110212008 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.7-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-371 $ 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-431 $ 20.70 LF 619 128113 Culvert,CPP, 15" D-44 $ 2100 LF Culvert,CPP, 18" D-45 $ 27.60 LF 102 2815.2 Culvert,CPP,24" D-46 $ 36.80 LF 13 478.4 Culvert,CPP,30" D-47 $ 48.30 LF Culvert.CPP,36" D-48 $ 55.20 LF Ditching D-491 $ 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 $ 1.605A0 Each Pond Overflow Spillway D-551 $ 14.01 SY I Restrictor/Oil Separator,12" D-561 $ 1,045.19 Each Restrictor/Oil Separator.15" D-571 $ 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" 1 D-641 $ 306.84 Each Page 7 of 9 SUBTOTAL 16106.9 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction Version: 11/26/08 2014110303-Bondqty.xis Report Date:3/5/2014 Site Improvement Bo ' Quantity Worksheet Web date: I`t0212008 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 No. 2"AC.2"tap 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 Lurnp Sum Street Light Poles w/Luminaires UP-2 Each WRITE-IN-ITEMS (Such as detention/water quality vaults.) No. Water Quality Vault W I- 1 J ###f#F#### Each 1 150000 Pretreatment Manhole WI-2 $20,000.00 Each 1 20000 Flow Splitler WI-3 $16,000.00 Each 1 16000 Pump Station W I-41 #########t Each 1 130000 Oil/Water Separator W I-5 $12.000,00 Each 1 12000 WI-6 WI-7 WI-8 WI-9 Wi-10 SUBTOTAL 328,000.00 SUBTOTAL(SUM ALL PAGES): 783.436.17 30%CONTINGENCY&MOBILIZATION: 235,030.85 GRANDTOTAL: 1,018,467.02 COLUMN: B C D E Page 8 of 9 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 1 1126/08 2014 0303 Bondgty.xls Report Date:3/5/2014 ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 Original bond computations prepared by: Name: Date: PE Registration Number: Tel.#: Firm Name: Address: 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) $ - TEMPORARY OCCUPANCY"" Existing Right-of-Way Improvements (B) $ 1,018,467.0 Future Public Right of Way&Drainage Facilities (C) $ Private Improvements (D) $ Calculated Quantity Completed (E) $ - Total Right-of Way and/or Site Restoration Bond'/" (A+B) $ 1,018,467.0 (First$7,500 of bond'shall be cash.) Performance Bond`Amount (A+B+C+D) = TOTAL (T) $ 1,018,467.0 T x 0.30 $ 305,540.1 OR Minimum on amount is$2000. Reduced Performance Bond'Total"" (T-E) $ 1,018,467.0 Use larger of Tx30%or (B+C)x Maintenance/Defect Bond"Total 0.25= $ 254,616.8 NAME OF PERSON PREPARING BOND'REDUCTION: •� L�n�dh Date: 313 ZZ01+ — 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.goy/permits Version: 11/26/08 2014_0303_Bondgty.xls Report Date: 3/5/2014 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 Date r� Downstream Drainage Basins ' Major Basin Name Immediate Basin Name d OZ Flow Control: NpA/1,- i Flo Control Facility Name/Number Facility Location If none, Flow controvided in regional/shared f cility(give location) pr No flow contro required Exemption number General Facility Information: Type/Number of detention facilit s: Type/Number of infiltration facilities: i ponds ponds vaults tanks tanks trenches Control Structure Location Type of Control Struc e _ Number of Orifices/Restrictions Size of Orifice/R triction: No. 1 No.2 No. 3 No.4 Flow Co of Performance Standard 2009 Surface Water Design Manual 1/92009 t 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Live Storag olume Depth Vo,tine Factor of Safety Number of Acres Sery Number of Lots - Dam Safety Regulations(Washington tate De 4-tment of Ecology) Reservoir Volume above natur 1 gr de Depth of Reservoir above al gra 17 Facility Summary Sheet Skpt6h All detention,infilt ion and water quality facil\musta detailed sketch. (11"xl 7"reduc size plan sheets maybe used) 2009 Surface Water Design Manual 1/9/2009 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Water Quality: 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 0,per t pre-settling pond pre-settling structure: Manufacturer CaD-tW k _<high flow bypass structure(e.g.,flow-splitter catch basin) source controls Design Information Water Quality design flow A Water Quality treated volume(sandfilter) Water Quality storage volume(wetpool) Facility Summary Sheet Sketch 2009 Surface Water Design Manual 1/9/2009 3 STORM LINE A LAT /.� - I, 21. STORM UNE A � MATCH EX. LEGEND __ :�. '� /� - ,P� ■ PROPOSED CATCH BASIN SDMH 595A-14 F _ ISD,MH 595X CB TYPE W ( -�- PROPOSED STORM LINE NEW CB TYPE II-48 8 -A- PROPOSED COMPRESSED AIR UNE W/SOLID LOCKING LID NEW CB TYPE 11-48 _ - W/SOLID LOCKING LID / _ - N 183670.40 N 183673.77 - -CIA- PROPOSED DOMESTIC WATER LINE E 7299580-17 / - /� TOP 20.26 E 1299606.25 _ - -SAN- PROPOSED SANITARY SEWER UNE IE NW 16.02 12'HOPE TOP 19.85 �* a = - OWS _ IE E 16.02 `SYSS IE N 16.17 POLE MOUNTED LIGHT(SEE ELECTRICAL PLANS) `- IE HE 16.17 _ - E 1299549.65 - IE w 15.89 ., o - _ SURFACE MOUNTED LIGHT(SEE ELECTRICAL PLANS) TOP 21.28 11V: i N IE,:5 15.90 r - T SE WJS IE W 15.67 MATCH EX. IE E 15.67 - 9 N ' - _. ., ter, 6 GENERAL L,IO c� ELEVATIONS O S SHOWN ARE AT FINAL GRADE.SEE SHEET 3 SANITARY LINE A - C524-A NPROVDE SMOOTH TRANSITION TO EXISTING _ PAVEMENT CONSTRUCTION.AND T NEWLY INSTALLED STRUCTURES DURING N� N c� \. 21.00 qNG ', r�- � SEE FOR THRUST BLOCKING DETAIL ' -- 24,1 N 1 J633.79 NII 2� SEE Es FOR SANITARY SEWER CLEANOUT E 1299520.63 - - 'O TOP 20.34 Ca nPe-14 _ IE w 15.9s gpN �" � "/ CONSTRUCTION NOTES yy - - 7 J - IE E 15.95 6. .�.'�� _ N 183610.60 - -- J -- el-',-' CB 4A-17 e ° CB 594A-14 -- 1 PROTECT EXISTING 24'RCP CONNECTION TO WEIR STRUCTURE. �E 1299435.15 CB TYPE -TOP 20.11 ,-'' ° REPLACE EX.CB TYPE SEE SHEET C524-C FOR PROFILE. N 129947.3 - W NEW CB TYPE IL / IE E 15.97(IX 12") E 1299472.35 TTARY UNE A - 21.00 N 183631 56 � SEE SHEET C524-C FOR STORM SEWER PROFILES.PROVIDE STORM U , I�S 15.97 �`.. TOP 20.50 -,. `1 TE01299617.65 P298 65 5 �. SEWER PIPE MATERIAL AS SHOWN, 6 MATCH EX, IE E 16.45 6 b _ - ,-' _ �� 1 a, IE N 15,74 DD:_ SEE SHEET C524-0 FOR SANITARY SEWER PROFILES.PROVIDE MATCH " ■ -'- e� j y IE S 15,74 /. SANITARY SEWER PIPE MATERIAL AS SHOWN. .20.Ot '� ® REMOVE EXISTING PIPE PENETRATION FROM MANHOLE OR CATCH (TYPE 'O �� RM BASIN AND CORE DRILL NEW PIPE PENETRATION.INSTALL AEI j PPE-N-SEAL BOOT FOR WATERTIGHT CONNECTION TO PROPOSED PLUG EXISTING STORM LINE AT CATCH BASIN S �C EEE=21 .00 �q RECONNECT EXISTING STORMRA PROPOSED P 6 . ' --' ,-' USE PIPE STUBOF SIMILAR MATERIAL AND STAINLESS STRUCTURE. c ' SANITARY UNE B i� s i i� FERNCO COUPUN WITHTSHFAR BANDS IF NECESSARY TO EXTEND SDMH 594-14 AND MODIFY EXISTING 5 REPLACE IX CB TYPE I NEW CB TYPE II-48 ----- ORAL DRAIN PROVIDE SOLID LOCKING LID _ ,� PROVIDE TYPE I CATCH BASIN PER WS OT 51D LAN 520-01 \$ N 18359891 SDMH 5938 ADD FISH AN NOT DUMP STENCIL.WELD OR STAMP E 1299627.28 -�• IE W 15 49 �.�i STRUCTURE ONTO LIDO V 7 D P 8 f TOP 20.00 ya E CAC BASIN SOUD LID PE t, N T N 0.00 - '� i ® PROVIDE TYPE II CATCH IN WITHR WBDOT STD 2 sroRM uNE s RIM o, ,,' BUILDING 4-51 21.00 , I_f= �� U �� STENCIL.WELD OR STAMP ISTRUCTURE AIDD ONTO NOT DUMP" IE SE 15 59 y 4 �'� INSTALL NEW SIDE SEWER CONNECTION TO EXISTING MANHOLE. 2 _ CORE DRILL AND INSTALL KOR-N-SEAL BOOT FOR WATERTIGHT -" - - r-- - CONNECTION TO PROPOSED PIPE C'MN �9`m- TYT E z 20.9 200'S CK - - J° 7 Tc jl _ FROM OR NARY 21.17 �'�� - -(. L S ' -� / _ - CUT CLEANLY AN REM NARY EWER STUB INSTALLED - --� - __� _ - -- --_--- 203 DURING FOUNDATION WORK TO LOCATION NECESSARY TO INSTALL HIGH WATER MARK ^'• _-- "_. --_ _ _. 'W11CHI IX 1 21.1 h r -� � .- � \ is-i i�t OIL/WATER SEPARATOR AT THE LOCATION SHOWN. ° I J� -"'7 PROVIDE 2"DOMESTIC POTABLE WATER UNE.TYPE K COPPER. •` 'I > " 21.00 ;. \ \ INSTALL WITH MINIMUM 40"i COVER.POTHOLE EXISTING UTILITIES ° e I( 7 _ AHEAD OF CONSTRUCTION TO AVOID DIRECT CONFLICTS.PROTECT EE-2 1 1 / 21.t7r " - 9 i IV`. 1 c PROVIDE SANITARY SEWER CLEAN-OUT PER DETAIL _ y O iiEXISTING UI MATCH IX. - / ,,, SDMH 589H-14 20.63 i -' 1.00 ,,- ,, 1.11 M = _ -my CB TYPE 11-48 21.00 " ( -- D�:> PROVIDE 90-DEGREE BEND WITH TYPE K COPPER SWEEPING BEND W/SOLD _- - ^ 2 .`T _ A1C IN ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS,OR LOCKING 20.98 - SHEET - INSTALL LONG RADIUS 90-DEGREE ELL. I CON E TION SEE T ., -' j R WATER G N C \ v ' TION '� 1 PROVIDE COMPRESSED AIR LINE PER MECHANICAL PUNS. ' \ N 183540.02 21.00 1 / E 1299451.07 ,-. / ,- ..- 6 p,1C ,� *�- s. � � '. TOP 20.80 e, - / __ , L ' DI \IE N 15.61 CB 589J 14 /r ,- ' n '7`�� is Tr \ JO NTIDFITTINGS,CL 52 STORM DRAIN FRCEMAIN WITH RESTRAINED j IE SE 15.61 CB TYPE I -' 3 c N 18353024 ,�� INSTALL 45-DEGREE DI STORM DRAIN FORCEMAIN FITTINGS(TYP. • E 1299475.39 -,� \' i - 4). - MATCH EX- SDMH 5891-74 TOP 20.50 � a �' � I E W 16.24 CB TYPE II-48 1 - /� r '' pp at EX�� SUPPLIER TO PROVIDE ANTI-FLOATATION DESIGN/CALC W/ V" W/SOLD 2. _ - = C' c°• i / PRODUCT SUBMITTAL.DESIGN SHALL CONSIDER SOIL LIQUIFACTION LOCKING UD y 1 8.OA FW a d i PER GEOTECHNICAL RECOMMENDATIONS �; N 183517.92 ! E 1299455.61 p _. _ _U _ -SDMH 589C�t'4 2 �1� �'W ~�i 1� PROVIDE 8°FIRE WATER CONNECTION.PROVIDE 8"DI X 8"DI WET ! TOP 20.99 U` LIFT STATI0f1 TAPPING SLEEVE W/INTEGRAL TAPPING VALVE.POUR THRUST IE E 14.62 _ 0 - �N 183' H N 183yf0.05 / - \ ,F BLOCKING IN ACCORDANCE WITH DETAILS ON SHEET C524-I. ;iE W 1442(24"EX) 9509.54 12 �, T Oz E), 9559.70 / C S Tg S17.84 : `-+�� M�� ._t,l`. -- / PROVIDE 1"MR LINE CONNECTION TO EX6TIN 8"CA INCLUDING - 2A.HOPE BTOR T 2 V / / \ �� ' WELDED TEE AND VALVE SEE MECHANICAL PLANS � ka:-- INSTALL 90-DEGREE DI MJ BENDS WITH THRUST BLOCK. ,- N 183 03.14 /_ �, 1 ` / � INSTALL LIFT STATION VALVE VAULT.SEE DETAIL ON SHEET 8 \ ORAOE BR MATCH IX. I E 2 --- 1 STORM LINE D �� 1 I' C524-G. E 1299482.34 2MATC _ SDMM 589E-14 12 - NORTHINGS AND FUSTINGS TO FLOATATION SLAB. -LIFT STATION VEIR STRUCNREt o NOPE \ v. ��'� a / VALVE VAULT W/SOUD LO KING UD MATCH EX. ��ur�� 8 / 6 N 183520,08 MATCH EX.20.92 \ E 129941 t82 M4 HEX <: E 12 99553 74 ENW' 5Q148 8 21.MATCH EX, �� ,;h�I '�' 3 i ,M E t n I' E.t 14.79(EX 2e) r IE HE 16.12 _ MATCH EX. -. - IE S 14.79 i _ 2 T RM UNE �� IE W 14.79 MATCH EX. BUILDING 4-68 BergerAIBAM IFC Fedor 9M SM,Suite 1 o' O 03.03.14 FFederaleral war,y,WaS WasOUninBrnn 98003-26-26 00 (206)431-2300 F-:(206)431-2250 SCALE IN FEET SYM REVISION BY APPROVED DATE SYM REVISION IW APPROVED DATEA. SUBMLE CURRENT REVISION ORI fir` 03.03.14 A71 ACCEPTABILITY TNP 0103.14 0 SW MARSHALING YARD-IFC W1829787 DRS ARAM 03.03.13 u.L SPETHIS CIFCA7EON 15MAPP OVED SA 0103.14 GRADING&UTILITY DETAIL PLAN W18zs787 BOE/A/G® nvvrzoveo BY DEPT. DATE DRS 03.03.14 SW MARSHALING YARDCHECKED r 52/)_n r JOB NO,V e7 /"l COMP NOv ° ,` RENTON SITE W1829787 CIVIL MASTER RENTON MG NO RTN-YD-0524-A 3/8'EXPANSION JOINT(lYP.) SEE WSDOT STD PLAN F-30.10 LANDING 6^0" PEDESTRIAN CURB SIDE WALK 2'WEARING COURSE HMA 2"WEARING COURSE HMA � CL t/2-PG 70-22 TACK T T CL t/2"PG TACK AND SEAL EDGES AT INFLOW AND SEAL EDGGESES AT b' A INTERFACE WITH EXISTING INTERFACE WITH EXISTINGPAVEMENT CURB AND GUTTER PAVEMENT MP CURB RAMP 2.5"HMA CL 1/2" 2.5°HMA CL CURB RA 1/2' � FACE OF CURB DETECTABLE WARNING SURFACE SEE STANDARD PLAN F-45.10 PC 64-22 jf ii. PG 64-22 LADDER PLAN DEPRESSED CURB&GUTTER iV� 12"CRUSHED SURFACING 6'CRUSHED SURFACING `✓:,`,�-� y��i„Z�! TOP COURSE WSDOT STD y TOP COURSE WSDOT STD SPEC 9-03.9(3) \ - SPEC 9-03.9(3) COMPACTED TO AT LEAST EXIST.COMPACTED COMPACTED TO AT LEAST 4'-0°MIN. \\ 95%OF MAX.DENSITY PER SUBGRADE 95%OF MAX.DENSITY PER 96'DIA PRECAST STRUCTURE SEE CONTRACT PLANS GRADE BREAK ASTM D1557(SEE NOTE 2), ASTM D1557(SEE NOTE 2). EXIST.COMPACTED COUNTER SLOPE TOP OF I SUBGRADE a 2.0%MAX. 5' _0 ROADWAY FOR EXISTING SUBGRADE WITH FOR EXISTING SUBGRADE WITH HIGH FLOW BYPASS To _ CONVEYANCE SYSTEM _ GRANULAR MATERIAL LESS THAN 12" GRANULAR MATERIAL 12" AND \ - g DEPRESSED CURB&GU TER SEE STANDARD PLAN CEMENT CONCRETE f-10.12&NOTE 6 GREATER \\v��// `` PEDESTRIAN CURB NOTES: _ _ _ _ _ JL INFLOW LANDING DETECTABLE WARNING SURFACE SEE STANDARD PLAN 1. SEE SHEET C2B PAVEMENT/GRADING NOTES FOR ADDITIONAL REQUIREMENTS. �� / I 30'TEE F-45.10 2. 6"OF PULVERIZED ASPHALT MAY BE USED OVER 6"CSTC. \ '` I SECTION 1 i ASPHALT PAVEMENT SECTIONS I 12'TEE SCALE: N/A C550, C551 /� 15'-0"MAX. 4'-0"MIN. 15'-0"MAX. a ` SEE NOTE 7 SEE CONTRACT PLAN SEE NOTE 6 \\ SIDE WALK / GRADE BREAK-. GRADE BREAK SIDE WALK 8.3%MAX. 2.0%MAX. 8 c CURB RAMP CURB RAMP CAP AND PLUG WATER QUALITY 3/8`EXPANSION JOINT(TYP.) LANDING RIGID FLEXIBLE TO WO FACILIIY� OUTLET DURING CONSTRUCTION SEE WSDOT STD PLAN F-30.10 SECTION 2 (DI,CONC) (CPEP,CMP,PVC) J 1. PROVIDE A SEPARATE CURB RAMP FOR EACH MARKED OR UNMARKED CROSSWALK.CURB RAMP LOCATION SHALL BE PLACED PROVIDE NEAT, WITHIN THE WIDTH OF THE ASSOCIATED CROSSWALK,OR AS SHOWN ON PLANS. STRAIGHT SAWCUT WHERE"GRADE BREAK"IS CALLED OUT,THE ENTIRE LENGTH OF THE GRADE BREAK BETWEEN THE TWO ADJACENT SURFACE LINE WHERE PAVEMENT,SEE A ROUND SOLID LID 2.PLANES SHALL BE FLUSH. MATCHING EXIST. PAVEMENT SECTIONS _ RIM EL=20.82 PAVEMENT 3.00 NOT PLACE GRATINGS,JUNCTION BOXES,ACCESS COVERS,OR OTHER APPURTENANCES IN FRONT OF THE CURB RAMP OR ON ANY PART OF THE CURB RAMP OR LANDING. 4.SEE STANDARD PUN F-10.12 FOR CURB,CURB AND GUTTER,DEPRESSED CURB AND GUTTER,AND PEDESTRIAN CURB DETAILS. 5.SEE STANDARD PLAN F-30.10 FOR CEMENT CONCRETE SIDEWALK DETAILS.SEE PLANS FOR WIDTH AND PLACEMENT OF SIDEWALK. 6„ FLOATABLE z l _ 6.THE CURB RAMP MAXIMUM RUNNING SLOPE SHALL NOT REQUIRE THE RAMP LENGTH TO EXCEED 15 FEET TO AVOID CHASING THE CONTROL BAFRE 3 UDDER SLOPE INDEFINITELY WHEN CONNECTING TO STEEP GRADES.WHEN APPLYING THE 15-FOOT MAX.LENGTH,THE RUNNING SLOPE OF +` �v_ ^ •� THE CURB RAMP SHALL BE AS FLAT AS FUSIBLE. e 7.CURB RAMP,LANDING,AND FLARES SHALL RECEIVE BROOM FINISH.SEE STANDARD SPECIFICATIONS 8-14. NEW TRENCH BACKFlLL MAT'L WSDOT - PROVIDE OUT MAINTENANCE EXIST.SUBGRADE✓^ STD SPEC.9 0 F N PULED IN _ - LO06E LAYERS 3.NOT MORE THAN - TYPE PARALLEL A SIDEWALK RAMP r 10"DEPTH AND COMPACTED TO AT yy�.,r�. L✓"'��i�. (.1..) �p55OF MAX.DENSITY PER _ _ SCALE: N/A -C524-A 4" s,��r..,� 6'MIN. 11 BYPASS OUTLET EL= 14.79 WO OUTLET EL= 14.79 ✓'n (MIN.) Y` / 36°TEE WITH SOLID CAP AND PLUG WATER QUALITY BOTTOM,PROVIDE OUTLET DURING CONSTRUCTION I MAINTENANCE CLEANOUT DOOR THRESHOLD THRESHOLD PER ARCHITECTURAL DRAWINGS COORDINATE EMBED PER 6-3 4"m ORIFICE 18"MIN BUILDING ARCHITECTURAL DRAWINGS / 18'MIN BUILDING FIM91 �-! FLOOR,SEE -4"4,000 PSI CONCRETE ., ARCHRECTURN. PIPE BEDDING PER WSDOT SUMP=10.80 6"MIN.DEPTH OF CRUSHED PUNS FOR DETAILS LANDING PAD SECTION 9-03.12(3)95%,. 5% 1 MIN SURFACING BASE COURSE COMPACTION A MAX.155 PER WSDOT STD SPEC DENSITY PER ASTM D 1557 PIPE O.D.+2 FEET PIPE AS 9-03.9(3)COMPACTED TO ! o SPECIFIED MINIMUM OF 95%MAX ON PLAN DENSITY PER ASTM D1557 12H IV N •• i fl4TL CEOTECHNICAL FABRIC 'o •o •••o ° •••a °°a 'o °o a •o °• °°• - ADA LANDING PAD + 12HAV 1. ALL BACKFlLL SHALL BE COMPACTED TO AT LEAST 95%OF MAX.DRY DENSITY PER ASTM D-1557, ° p n a ° O a ° ° p n ° O a O n O n O MAX 6•CRUSHED 2, IF TRENCH SUBGRADE IS DETERMINED BY THE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO O n o O 2 5'GM SURFACING TOP •o a o0 o R�O a °00 a a o0 o °�O •a ° O •o ° COURSE WSDOT STD BE UNSUITABLE,PROVIDE GEOTEXTILE FABRIC FOR SUBGRADE STABILIZATION AS DIRECTED BY THE o o o o o a SPEC CTED T(3) BOEING CONSTRUCTION MANAGER PER THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS. O o o O o O o O o O o O °o O COMPACTED TO AT LEAST 95%OF MAX. 3. FOR ADDITIONAL REQUIREMENTS SEE THE GENERAL NOTES ON SHEET C28. a.O n °•p° ° O a °•O .p a °•p a °.O - I < NOTES: DENSITY PER ASTM TY P. PIPE BEDDING SECTION a a II T MIN SEE SHEET ADD PAVEMENT/GRADINGEMEN 01557(SEE NOTE 2). NOTE: GRA ACCORDANCE E WITH IN NOTES FOR ADDITIONAL RETIREMENTS. SCALE. N A SUPPLIER TO PROVDE AMC-FLOTATION DESIGN&CALCULATIONS WITH M DESIG SUBMITTAL.ANTI- ACCORDANCE WITH 2. 6'OF PULVERIZED ASPHALT MAY BE / C52�-A FLOTATION DESIGN SHALL CONSIDER SOIL LIME CTIO RESULTING FROM DESIGN TSITE.EARTHQUAKE RECOMMENDATIONS ENGINEER'S USED OVER 6'CSTC. MAGNITUDES PER THE GEOTECHNICAL RECOMMENDATIONS SPECIFIC TO THE PROJECT SIZE. RECOMMENDATIONS WEIR STRUCTURE DETAIL � CONCRETE LANDING PAD DETAILtr O SCALE: NTS - C524-A SCALE: N/A 24-B BergerABAM 33301 9th Avenue South,Suite 300 Federal Way,Washington 98003-26M (206)431-2300 Fax:(206)431-2250 0- DAR SYM REVISION er APPROVED DATE sYM REVISION BY APPROVED DATE ACCEPTABILITY TNP 03.03.14�ts,I SumTntc CURREM RENSON SYMBOL DATE 03.03.14 7H CIVIL SECTIONS AND DETAILS w1s2s7e7 ORI 0 SW MARSHALING YARD-IFC W1829787 DRS ARAM 03.03.14 THIS DESIGN AND/OR TRW 03.03.14 �EEr / ® -,' SPEGFl`ATKNI IS APPROVEDTIttF C524-E C 1 5 (`7/V//7CT`r- APPRrnw 3.14 SW MARSHALING YARD Br DEFT, DATE MCH 03.0 JOB NO. COMP A<< N0.- RENTON SITE W1829787 __ >:fs yE.,Z•- •i CIVIL MASTER RENTON oNc RTN-YD-0524-E SITE SPECIFIC TOP SLAB ACCESS INLET BAY SEE FRAME AND 3'X6'ACCESS HATCH(SPRING AUTO-ASSISTED) CONCRETE WALL WIDTH TO BE TOP SLAB ACCESS DATA REQUIREMENTS COVER DETAIL SEE FRAME AND COVER DETAIL DESIGNED BY VAULT SUPPLIER STRUCTURE ID RTU-8 ---- --------- ----'----- ---'--- --------- --------------------e— ------------------ ------ ----- —� A WATER QUALITY FLOW RATE (cfs) 1.806 I - • , I PEAK FLOW RATE (cfs) 12.76 i r • `` e •. RETURN PERIOD OF PEAK FLOW (yrs) 1OOYR v / \ — — — —�— — �\--------------- — — — — HE — Q-- —I:— IIrr-------------1 ——— ———— ——— --- --- FIBERGLASS SEPARATION # OF CARTRIDGES REQUIRED 73 \ CYLINDER AND INLET LL-- - -------------s-- ——— --- --- ---- -- 90' FIBERGLASS CARTRIDGE FLOW RATE 11.3 -------------------- —�-- — — --�-- — — --- i �I� I" SEPARATION r ` ———— ——— CYLINDER AND MEDIA TYPE (CSF, PERLITE, ZPG) ZPG I ° �/ - ,TTL------------ --- --- ---- --- I - • INLET I 7—� r-------- — — — —�— — — — — 45' PIPE DATA: I.E. MATERIAL DIAMETER FLO — — — _ / •-•— —S:Z— —C:7— —SZ %--------- o 0 o O O O A INLET PIPE #1 14.67 HOPE 12" q jI-- - INLET PIPE #2 - - - �INLEf INLET — —�-- — — — O �— —�-- —_ — — — — -- — — --�-- — — --- OUTLET BAY I .. DISSIPATOR11 ----------=-- — I 1, OUTLET PIPE 11.62 HOPE 12" 1_ J ,— " — --------- --- --- --- OUTLET F II Vit ♦ — — — —�— — I SZ— — -- — — — — —�— — — — 0-- — — UPSTREAM RIM ELEVATION 21,12' I i I FIBERGLASS INLET — CENTER RIM ELEVATION 21.12' i♦ _ _ _ _ _ _ __ __ _ _ _ _ _ __ AND CYLINDER — -- DOWNSTREAM RIM ELEVATION 21.21' — �'-- --�-- — — — — —�— — — --�-- — — --- I 72"I.D. — MANHOLE STRUCTURE _ _ _ _ __ EARYDLA�O STRUCTURE ANTI-FLOTATION BALLAST WIDTH HEIGHT I ' — -- — -- — — -- — — i NOTE (1) NOTE (1) — °— — — — -- — ° — I I I NOTES/SPECIAL REQUIREMENTS ' PER SITE CIVIL ENGINEER I • , • , - • j NOTE (1): SUPPLIER TO PROVIDE ANTI-FLOTATION DESIGN & CALCULATIONS WITH PRODUCT SUBMITTAL. ANTI- L — ------------------STORMFlLTER CARTRIDGES — J FLOTATION DESIGN SHALL CONSIDER SOIL LIQUIFACTION — --------------------------- — --------- ------------------------------- RESULTING FROM DESIGN EARTHQUAKE MAGNITUDES PER PRECAST CONCRETE VAULT AND REINFORCING THE GEOTECHNICAL RECOMMENDATIONS SPECIFIC TO THE TO BE DESIGNED BY VAULT SUPPLIER(CONTECH) AND-FLOTATION BALLAST CONTRACTOR TO GROUT TO FINISHED GRADE PROJECT SITE. 29'-6' GRADE RIM ELEV 21.38' 31'-6" - RINGS/RISERS TIC PLAN VIEW CONTRACTOR TO -- ,A FIBERGL NTS GROUT TO SS SEPARATION FINISHED GRADE CYLINDER AND INLET 0 GRADE RING/RISERS 3'X 6' TOP-EL.21,12' ACCESS WATCH(SPRING AUTO-ASSISTED) GRADE RING/RISERS TOP E1,.21aL TOP EL 21.12'_ •° II P (AS NECESSARY) INSTALL FLUSH W/FINISHED GRADE (AS NECESSARY) •. II � •'• � - INLET PIPE > -��---�- (MULTIPLE INLET CONTECH' PIPES MAY BE ACCOMMODATED) - OUTLET PIPE I,` • .< - I, ,I LIE ELEV ELEV 14.73' --ll— IE ELEV _..._ < < < < • i. ` - d STEP ----- ° PERMANENT ` BAFFLE POOL ELEV. FRAME AND COVER PERMANEN POOL ELEVATION WALL NTS — d OUTLET SUMP 27"STORMFILTER OIL BAFFLE SKIRT FLOW SPREADER CARTRIDGE AND BAFFLE WALL INSTALL ROW KD W/PLUGS _IE ELEV d � 14.67 L1-9 SEPARATION INLET SCREEN 6 DISSIPATOR s� e PVC HYDRAULIC SHEAR ANn-FLOTATION BALLAST.SUPPLIER TO DESIGN.SEE -- PLATE t, ° SITE SPECIFIC DATA REQUIREMENT NOTE(1). SOLIDS STORAGE SUMP t e ANTI-FLOTATION BALUST.SUPPLIER y •' TO DESIGN.SEE SITE SPECIFIC DATA < ' ✓ °.,. REQUIREMENT NOTE(1). - - L - EV IF FIL - BTM=8.08' NEW 6"MIN.DEPTH OF CRUSHED SURFACING BASE ----..- --- ---'�------------'�'----- —_—`--- --- ""------------T— --- ----------.— — —j1— COURSE PER WSDOT STD SPEC 9-03.9(3)COMPACTED `• < '< • ` ' 7-7 -- o o G. o o Q o o TO MINIMUM OF 95%MAX DENSITY PER ASTM D1557 p° ° ELEVATION A—A (NTS) p° GEOTECHNICAL FABRIC P P 0° o p° ° 0 p° ° o p° ° o p° ° o p° o p° o p° ° 0 p, ° o p° ° o p° ° o pP ° o p° o p° ° o p, ° o p° ° o p° o p° ° o pP ° c . 0° °°� 0 0 )0 0 o . 0 0 ^ 00 ° 00 ° o ° p o ° 0 0 00 ° . 0 0 ° 0 0 ° . 00 ° . 0 0 ° 0 o m Ln n o o GRANULAR MATERIAL IN ACCORDANCE WITH O • Q o Q • Q o Q Q o Q • Q o Q • Q o Q • Q o Q • Q o Q o Q o Q ° Q o Q o Q • Q o Q • Q o o o o o o o Q GEOTECHNICAL ENGINEER'S RECOMMENDATIONS o o 0 0 0 0 0 0 0 (3 o 0 o a Q o c) Q Q o Q o (3 Q Q Q o Q o Q o Q o ,° CONTECH CDS3020 PRE-TREATMENT RTU-7 SCALE: NTS _ CONTECH STORM FILTER VAULT RTU-8 SCALE: NTS `J W1829787 j BergerABAM 0 IFC 33301 9th Avmue SDU ,SuHe 300 03.03.14 -- Petl 1 Way,Washington 98003-2600 (206)431-230D Fax:(206)431-2250 SYM REVISION By APPROVED DATE SYM REV1610N BY APPROVED DATE — DATE0 SW MARSHALING YARD-IFC W1829787 DRS ABAM 03.03.14 ACCEPTABILITY TNP 03.03.14 suam.E cua°ENr aEVISIDN srueot MTE HIS DESIGN AND/OR CIVIL SECTIONS AND DETAILS wlazs7e7 OR 03.03.14 SPECIFICATION IS APPROVED SA 03.03.14 SNEET BOE/A/G� APPROVED W OEPT DATE DR$ 03.0314 OF SW MARSHALING YARD C524-F C16 A RENTON SITE oB No. W1829787 coup No. CIVIL MASTER RENTON Dw NO, RTN-YD-0524-F Technical Information Report— Re%ision 1 Boeing Renton Site Logistics Project—04-086 Steam Utilidor February 29, 2016 THIS PAGE INTENTIONALLY LEFT BLANK Davido Consulting Group,Inc. TIR_Boeing Renton Site Logistics Project_04-086 Steam Utilidor_Final_Revision I Technical Information Report Renton Site Logistics Renton, Washington Appendix H Maintenance Manual r r r 0-5-4'� : NTECH' ENGINEERED SOLUTIONS CDS Guide Operation, Design, Performance and Maintenance + � ahTEN. N() 7813 134t1 Ww M CDS® Design Basics Using patented continuous deflective separation technology,the There are three primary methods of sizing a CDS system.The - CDS system screens, separates and traps debris, sediment,and Water Quality Flow Rate Method determines which model size oil and grease from stormwater runoff.The indirect screening provides the desired removal efficiency at a given flow rate for a capability of the system allows for 100%removal of floatables defined particle size.The Rational Rainfall Method" or the and and neutrally buoyant material without blinding. Flow and Probabilistic Method is used when a specific removal efficiency of screening controls physically separate captured solids,and the net annual sediment load is required. minimize the re-suspension and release of previously trapped pollutants. Inline units can treat up to 6 cfs,and internally bypass Typically in the Unites States, CDS systems are designed to flows in excess of 50 cfs(1416 L/s).Available precast or cast-in- achieve an 80%annual solids load reduction based on lab place,offline units can treat flows from 1 to 300 cfs(28.3 to generated performance curves for a gradation with an average 8495 Us).The pollutant removal capacity of the CDS system has particle size(d50)of 125 microns(um). For some regulatory been proven in lab and field testing. environments,CDS systems can also be designed to achieve an 80%annual solids load reduction based on an average particle Operation Overview size(60)of 75 microns(um)or 50 microns(um). Stormwater enters the diversion chamber where the diversion Water Quality Flow Rate Method weir guides the flow into the unit's separation chamber and In some cases, regulations require that a specific treatment rate, pollutants are removed from the flow.All flows up to the often referred to as the water quality design flow(WQQ), be system's treatment design capacity enter the separation chamber treated.This WQQ represents the peak flow rate from either and are treated. an event with a specific recurrence interval, e.g.the six-month Swirl concentration and screen deflection force floatables and storm,or a water quality depth,e.g. 1/2-inch (13 mm) of solids to the center of the separation chamber where 100%of rainfall. floatables and neutrally buoyant debris larger than the screen The CDS is designed to treat all flows up to the WQQ.At influent apertures are trapped. rates higher than the WQQ,the diversion weir will direct most Stormwater then moves through the separation screen, under flow exceeding the WQQ around the separation chamber.This the oil baffle and exits the system.The separation screen remains allows removal efficiency to remain relatively constant in the clog free due to continuous deflection. separation chamber and eliminates the risk of washout during bypass flows regardless of influent flow rates. During the flow events exceeding the treatment design capacity, the diversion weir bypasses excessive flows around the separation Treatment flow rates are defined as the rate at which the CDS chamber, so captured pollutants are retained in the separation will remove a specific gradation of sediment at a specific removal cylinder. efficiency.Therefore the treatment flow rate is variable, based on the gradation and removal efficiency specified by the design engineer. — Rational Rainfall Method" Differences in local climate,topography and scale make every _•-'` _ _ site hydraulically unique. It is important to take these factors into consideration when estimating the long-term performance of any stormwater treatment system.The Rational Rainfall Method combines site-specific information with laboratory generated performance data,and local historical precipitation records to estimate removal efficiencies as accurately as possible. Short duration rain gauge records from across the United States and Canada were analyzed to determine the percent of the total annual rainfall that fell at a range of intensities. US stations' depths were totaled every 15 minutes,or hourly,and recorded in 0.01-inch increments. Depths were recorded hourly with 1-mm resolution at Canadian stations.One trend was consistent at all sites;the vast majority of precipitation fell at low intensities i and high intensity storms contributed relatively little to the total annual depth. These intensities,along with the total drainage area and runoff coefficient for each specific site,are translated into flow rates using the Rational Rainfall Method. Since most sites are relatively small and highly impervious,the Rational Rainfall Method is appropriate. Based on the runoff flow rates calculated for each - --- intensity, operating rates within a proposed CDS system are 2 determined. Performance efficiency curve determined from full Two different gradations of silica sand material(UF Sediment scale laboratory tests on defined sediment PSDs is applied to &OK 1 10)were used in the CDS performance evaluation. The calculate solids removal efficiency.The relative removal efficiency particle size distributions(PSDs)of the test materials were at each operating rate is added to produce a net annual pollutant analyzed using standard method "Gradation ASTM D-422 removal efficiency estimate. "Standard Test Method for Particle-Size Analysis of Soils" by a certified laboratory. Probabilistic Rational Method The Probabilistic Rational Method is a sizing program Contech OF Sediment is a mixture of three different products produced developed to estimate a net annual sediment load reduction for by the U.S. Silica Company: "Sil-Co-Sil 106", "#1 DRY"and a particular CDS model based on site size,site runoff coefficient, 20/40 Oil Frac". Particle size distribution analysis shows that regional rainfall intensity distribution, and anticipated pollutant the OF Sediment has a very fine gradation(d50 = 20 to 30 pm) characteristics. covering a wide size range(Coefficient of Uniformity, C averaged at 10.6). In comparison with the hypothetical TSS gradation The Probabilistic Method is an extension of the Rational Method specified in the NJDEP(New Jersey Department of Environmental used to estimate peak discharge rates generated by storm events Protection)and NJCAT(New Jersey Corporation for Advanced of varying statistical return frequencies(e.g. 2-year storm event). Technology) protocol for lab testing,the OF Sediment covers a Under the Rational Method, an adjustment factor is used to similar range of particle size but with a finer d50(d50 for NJDEP adjust the runoff coefficient estimated for the 10-year event, is approximately 50 pm)(NJDEP, 2003). — correlating a known hydrologic parameter with the target storm event. The rainfall intensities vary depending on the return The OK-1 10 silica sand is a commercial product of U.S. Silica frequency of the storm event under consideration. In general, Sand. The particle size distribution analysis of this material,also these two frequency dependent parameters(rainfall intensity included in Figure 1,shows that 99.9%of the OK-1 10 sand is and runoff coefficient) increase as the return frequency increases finer than 250 microns,with a mean particle size(d50)of 106 while the drainage area remains constant. microns. The PSDs for the test material are shown in Figure 1. These intensities,along with the total drainage area and runoff 100.0 -- --- -- ------- •-- -_ - coefficient for each specific site,are translated into flow rates 90.0 .—OF Sediment(Avg) using the Rational Method. Since most sites are relatively small 80.0 OK 110(Avg) and highly impervious,the Rational Method is appropriate. Based 70.0 NJCAT on the runoff flow rates calculated for each intensity, operating 60.0 rates within a proposed CDS are determined. Performance 50.0 efficiency curve on defined sediment PSDs is applied to calculate 40.0 I solids removal efficiency. The relative removal efficiency at each 30.0 operating rate is added to produce a net annual pollutant 20.0 removal efficiency estimate. 10.0 - g a ,� y Treatment Flow Rate 1 10 100 1000 The inlet throat area is sized to ensure that the WQQ passes Particle size(«m) through the separation chamber at a water surface elevation equal to the crest of the diversion weir.The diversion weir Figure 1. Particle size distributions bypasses excessive flows around the separation chamber, thus preventing re-suspension or re-entrainment of previously Tests were conducted to quantify the performance of a specific captured particles. CDS unit(1.1 cfs(31.3-L/s)design capacity)at various flow rates, ranging from 1%up to 125%of the treatment design capacity of Hydraulic Capacity the unit, using the 2400 micron screen. All tests were conducted The hydraulic capacity of a CDS system is determined by the with controlled influent concentrations of approximately 200 length and height of the diversion weir and by the maximum mg/L. Effluent samples were taken at equal time intervals allowable head in the system. Typical configurations allow across the entire duration of each test run. These samples hydraulic capacities of up to ten times the treatment flow rate. were then processed with a Dekaport Cone sample splitter to The crest of the diversion weir may be lowered and the inlet obtain representative sub-samples for Suspended Sediment throat may be widened to increase the capacity of the system Concentration (SSC)testing using ASTM D3977-97 "Standard at a given water surface elevation. The unit is designed to meet Test Methods for Determining Sediment Concentration in Water project specific hydraulic requirements. Samples", and particle size distribution analysis. Performance Results and Modeling Full-Scale Laboratory Test Results Based on the data from the University of Florida, a performance A full-scale CDS system (Model CDS2020-58)was tested at the model was developed for the CDS system. A regression analysis was used to develop a fitting curve representative of the facility of University of Florida, Gainesville, FL. This CDS unit was scattered data points at various design flow rates.This model, evaluated under controlled laboratory conditions of influent flow which demonstrated good agreement with the laboratory data, rate and addition of sediment. can then be used to predict CDS system performance with respect 3 to SSC removal for any particle size gradation,assuming the Maintenance particles are inorganic sandy-silt. Figure 2 shows CDS predictive The CDS system should be inspected at regular intervals and performance for two typical particle size gradations(MCAT maintained when necessary to ensure optimum performance. gradation and OK-1 10 sand)as a function of operating rate. The rate at which the system collects pollutants will depend more heavily on site activities than the size of the unit. For example, 100.00 - --- ----" unstable soils or heavy winter sanding will cause the grit chamber _- -.-. . . to fill more quickly but regular sweeping of paved surfaces will 60.00- slow accumulation. I 40.00 _. _ _ -__ _ Inspection - - - NJCAT . . Inspection is the key to effective maintenance and is easily 20.00 OK 110 performed. Pollutant transport and deposition may vary from o.00 year to year and regular inspections will help ensure that the 0% 20% 40% 60% 8o% 100% 120% 140% system is cleaned out at the appropriate time. At a minimum, %Design Flow Rate inspections should be performed twice per year(e.g.spring and fall)however more frequent inspections may be necessary Figure 2. CDS stormwater treatment predictive performance for in climates where winter sanding operations may lead to rapid various particle gradations as a function of operating rate. accumulations,or in equipment washdown areas. Installations Many regulatory jurisdictions set a performance standard for should also be inspected more frequently where excessive hydrodynamic devices by stating that the devices shall be capable amounts of trash are expected. of achieving an 80%removal efficiency for particles having a The visual inspection should ascertain that the system mean particle size(d50)of 125 microns(e.g. Washington State components are in working order and that there are no Department of Ecology—WASDOE-2008). The model can blockages or obstructions in the inlet and separation screen. be used to calculate the expected performance of such a PSD The inspection should also quantify the accumulation of (shown in Figure 3). The model indicates(Figure 4)that the CDS hydrocarbons,trash,and sediment in the system. Measuring system with 2400 micron screen achieves approximately 80% pollutant accumulation can be done with a calibrated dipstick, removal at the design (100%)flow rate,for this particle size tape measure or other measuring instrument. If absorbent distribution(d50 = 125 pm). material is used for enhanced removal of hydrocarbons,the level of discoloration of the sorbent material should also be identified Particle Size Distribution 100 90 80 60 50 40 30 20 10 0 1 10 100 1000 10000 Particle Size(micron) Figure 3. WASDOE PSD CDS U-A Performance for Ecology PSD d,,=125 Lun I z 100 --_ $ 80 + w a < i F 60 .... - d _ 20 ... Y=1t9.145x*100..92 . R 0.531 0% 20°/u 400/6 600/6 80°/u 100% 120% 140% k b %Design Flow Rate , t Figure 4. Modeled performance for WASDOE PSD. . � 4 during inspection. It is useful and often required as part of an Cleaning _ operating permit to keep a record of each inspection. A simple Cleaning of a CDS systems should be done during dry weather form for doing so is provided. conditions when no flow is entering the system.The use of a Access to the CDS unit is typically achieved through two manhole vacuum truck is generally the most effective and convenient access covers. One opening allows for inspection and cleanout method of removing pollutants from the system. Simply remove of the separation chamber(cylinder and screen)and isolated the manhole covers and insert the vacuum hose into the sump. sump. The other allows for inspection and cleanout of sediment The system should be completely drained down and the sump captured and retained outside the screen. For deep units,a fully evacuated of sediment.The area outside the screen should single manhole access point would allows both sump cleanout also be cleaned out if pollutant build-up exists in this area. and access outside the screen. In installations where the risk of petroleum spills is small, liquid The CDS system should be cleaned when the level of sediment contaminants may not accumulate as quickly as sediment. has reached 75%of capacity in the isolated sump or when an However,the system should be cleaned out immediately in the appreciable level of hydrocarbons and trash has accumulated. event of an oil or gasoline spill. Motor oil and other hydrocarbons If absorbent material is used, it should be replaced when that accumulate on a more routine basis should be removed significant discoloration has occurred. Performance will not be when an appreciable layer has been captured.To remove these impacted until 100%of the sump capacity is exceeded however pollutants, it may be preferable to use absorbent pads since they it is recommended that the system be cleaned prior to that are usually less expensive to dispose than the oil/water emulsion for easier removal of sediment. The level of sediment is easily that may be created by vacuuming the oily layer.Trash and debris determined by measuring from finished grade down to the can be netted out to separate it from the other pollutants. The top of the sediment pile. To avoid underestimating the level of screen should be cleaned to ensure it is free of trash and debris. - sediment in the chamber,the measuring device must be lowered Manhole covers should be securely seated following cleaning - to the top of the sediment pile carefully. Particles at the top of activities to prevent leakage of runoff into the system from above the pile typically offer less resistance to the end of the rod than and also to ensure that proper safety precautions have been - consolidated particles toward the bottom of the pile. Once this followed. Confined space entry procedures need to be followed measurement is recorded, it should be compared to the as-built if physical access is required. Disposal of all material removed drawing for the unit to determine weather the height of the sediment pile off the bottom of the sump floor exceeds 75%of from the CDS system should be done in accordance with local the total height of isolated sump. regulations. In many jurisdictions,disposal of the sediments may be handled in the same manner as the disposal of sediments removed from catch basins or deep sump manholes. Check your local regulations for specific requirements on disposal. I u ,s. u CDS Diameter Distance from Water Surface Sediment Model to Top of Sediment Pile Storage Capacity CDS2015-4 4 1.2 3.0 0.9 0.5 0.4 CDS2020 5 1.5 3.5 1.1 1.3 1.0 .. CDS2025 5 1.5 4.0 1.2 CDS3020 6 8 4.0 1-2 2.1 1.6 CDS3030 6 1.8 4.6 1.4 2.1 1.6 CDS3035 6 1 8 5 0 5 CDS4030 8 2.4 4.6 1.4 5.6 4.3 CDS4040 8 2.4 5.7 1.7 5.6 4.3 CDS4045 8 2.4 62 1 ,5.6 4.3 Table 1: CDS Maintenance Indicators and Sediment Storage Capacities Note:To avoid underestimating the volume of sediment in the chamber,carefully lower the measuring device to the top of the sediment pile. Finer silty particles at the top of the pile may be more difficult to feel with a measuring stick.These finer particles typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile. f-• :t ' I k$� 66 71 CDS Inspection • Maintenance • • CDS Model: Location: Water Floatable Describe Maintenance Date depth to Layer Maintenance Comments Personnel sediment' Thickness' Performed 1. The water depth to sediment is determined by taking two measurements with a stadia rod:one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface.If the difference between these measurements is less than eighteen inches the system should be cleaned out. Note:To avoid underestimating the volume of sediment in the chamber,the measuring device must be carefully lowered to the top of the sediment pile. 2. For optimum performance,the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness.In the event of an oil spill,the system should be cleaned immediately. 7 I i Support Drawings and specifications are available at www.ContechES.com/urbangreen. ENGINEERED SOLUTIONS ® Site-specific design support is available from our engineers. 800.925.5240 www.ContechES.com/urbangreen ©2013 Contech Engineered Solutions LLC Contech Engineered Solutions provides site solutions for the civil engineering industry.Contech's portfolio includes bridges,drainage,sanitary sewer,stormwater,earth stabilization and wastewater products. For information on other Contech division offerings,visit www.ContechES.com or call 800.338.1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS AN EXPRESSED WARRANTY OR AN IMPUED WARRANTY OF MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE.SEE THE -- Contech STANDARD CONDITION OF SALES(VIEWABLE AT Www.ContechES.com/COS)FOR APPLICABLE WARRANTIES AND OTHER IMPORTANT INFORMATION. The product(s)described may be protected by one or more of the following US patents: 5,322,629;5,624,576;5,707,527;5,759,415;5,788,848;5,985,157;6,027,639;6,350,374;6,406,218; 6,641,720;6,511,595;6,649,048;6,991,114;6,998,038;7,186,058;7,296,692;7,297,266; related foreign patents or other patents pending. ' 1 RECYC -- LED cds manual 2.i13 PDF PAPER i I Important: Inspection should be performed by a person who is familiar with the StormFilter treatment unit. STORMWATER StormFilter SOLUTIONS_ 1. If applicable, set up safety equipment to protect and notify - surrounding vehicle and pedestrian traffic. StormFilter Maintenance Guidelines 2.Visually inspect the external condition of the unit and take notes Maintenance requirements and frequency are dependent on the concerning defects/problems. l pollutant load characteristics of each site,and may be required in 3.Open the access portals to the vault and allow the system vent. the event of a chemical spill or due to excessive sediment loading. 4.Without entering the vault,visually inspect the inside of the unit, Maintenance Procedures and note accumulations of liquids and solids. Although there are other effective maintenance options, CONTECH 5. Be sure to record the level of sediment build-up on the floor of recommends the following two step procedure: the vault, in the forebay,and on top of the cartridges. If flow is occurring, note the flow of water per drainage pipe. Record 1. Inspection: Determine the need for maintenance. all observations. Digital pictures are valuable for historical 2. Maintenance: Cartridge replacement and sediment removal. documentation. Inspection and Maintenance Activity Timing 6.Close and fasten the access portals. At least one scheduled inspection activity should take place per year 7. Remove safety equipment. with maintenance following as warranted. 8. If appropriate, make notes about the local drainage area relative First, inspection should be done before the winter season. During to ongoing construction, erosion problems, or high loading of which, the need for maintenance should be determined and, if other materials to the system. disposal during maintenance will be required,samples of the 9. Discuss conditions that suggest maintenance and make decision accumulated sediments and media should be obtained. as to weather or not maintenance is needed. Second, if warranted, maintenance should be performed during Maintenance Decision Tree periods of dry weather. The need for maintenance is typically based on results of the inspection. In addition,you should check the condition of the StormFilter unit Use the following as a general guide. (Other factors,such as regulatory after major storms for potential damage caused by high flows and requirements,may need to be considered) for high sediment accumulation. It may be necessary to adjust the 1.Sediment loading on the vault floor. If >4"of accumulated inspection/maintenance activity schedule depending on the actual sediment,then go to maintenance. operating conditions encountered by the system. 2.Sediment loading on top of the cartridge. If>1/4"of Generally, inspection activities can be conducted at any time,and accumulation, then go to maintenance. maintenance should occur when flows into the system are unlikely. 3.Submerged cartridges. If>4"of static water in the cartridge Maintenance Activity Frequency bay for more that 24 hrs after end of rain event, then go to Maintenance is performed on an as needed basis, based on maintenance. inspection. Average maintenance lifecycle is 1-3 years. The primary 4. Plugged media. If pore space between media granules is absent, factor controlling timing of maintenance of the StormFilter is then go to maintenance. sediment loading. Until appropriate timeline is determined, use the 5. Bypass condition. If inspection is conducted during an average following: rain fall event and StormFilter remains in bypass condition Inspection: (water over the internal outlet baffle wall or submerged One time per year cartridges),then go to maintenance. After major storms 6. Hazardous material release. If hazardous material release (automotive fluids or other)is reported, then go to Maintenance: maintenance. As needed 7. Pronounced scum line. If pronounced scum line(say > 1/4" Per regulatory requirement thick) is present above top cap,then go to maintenance. In the event of a chemical spill 8.Calendar Lifecycle. if system has not been maintained for 3 Inspection Procedures years,then go to maintenance. It is desirable to inspect during a storm to observe the relative Assumptions: flow through the filter cartridges. If the submerged cartridges are No rainfall for 24 hours or more. severely plugged,then typically large amounts of sediments will be No upstream detention (at least not draining into StormFilter). present and very little flow will be discharged from the drainage Structure is online. Outlet pipe is clear of obstruction. Construction pipes. If this is the case,then maintenance is warranted and the bypass is plugged. cartridges need to be replaced. Maintenance Warning: In the case of a spill,the worker should abort inspection Depending on the configuration of the particular system,workers activities until the proper guidance is obtained. Notify the will be required to enter the vault to perform the maintenance. local hazard control agency and CONTECH immediately. To conduct an inspection: 1 I i Important: If vault entry is required, OSHA rules for confined space Method 2: entry must be followed. A. Enter the vault using appropriate confined space protocols. Filter cartridge replacement should occur during dry weather. It may B. Unscrew the cartridge cap. be necessary to plug the filter inlet pipe if base flow is occurring. Replacement cartridges can be delivered to the site or customers C. Remove the cartridge hood screws(3) hood and float. facility. Contact CONTECH for more information. D. At location under structure access,tip the cartridge on its Warning: In the case of a spill,the worker should abort side. maintenance activities until the proper guidance is obtained. Notify the local hazard control agency and CONTECH immediately. Important: Note that cartridges containing media other than the leaf media require unscrewing from their threaded To conduct cartridge replacement and sediment removal: connectors.Take care not to damage the manifold 1. If applicable, set up safety equipment to protect workers and connectors.This connector should remain installed in the pedestrians from site hazards. manifold and capped if necessary. 2.Visually inspect the external condition of the unit and take notes E. Empty the cartridge onto the vault floor. Reassemble the concerning defects/problems. empty cartridge. 3.Open the doors(access portals)to the vault and allow the system F. Set the empty, used cartridge aside or load onto the hauling to vent. truck. 4.Without entering the vault,give the inside of the unit, including components, a general condition inspection. G. Continue steps a through E until all cartridges have been 5. Make notes about the external and internal condition of removed. the vault. Give particular attention to recording the level of 8. Remove accumulated sediment from the floor of the vault and sediment build-up on the floor of the vault, in the forebay,and from the forebay. Use vacuum truck for highest effectiveness. on top of the internal components. 9. Once the sediments are removed, assess the condition of the 6. Using appropriate equipment offload the replacement cartridges vault and the connectors.The connectors are short sections (up to 150 lbs. each)and set aside. of 2-inch schedule 40 PVC, or threaded schedule 80 PVC that 7. Remove used cartridges from the vault using one of the should protrude about 1"above the floor of the vault. Lightly following methods: wash down the vault interior. Method 1: a. If desired, apply a light coating of FDA approved silicon A. This activity will require that workers enter the vault to lube to the outside of the exposed portion of the remove the cartridges from the under drain manifold and connectors.This ensures a watertight connection between place them under the vault opening for lifting (removal). the cartridge and the drainage pipe. Unscrew(counterclockwise rotations)each filter cartridge - from the underdrain connector. Roll the loose cartridge,on b. Replace any damaged connectors. edge,to a convenient spot beneath the vault access. 10. Using the vacuum truck boom, crane,or tripod, lower and Using appropriate hoisting equipment,attach a cable from install the new cartridges.Take care not to damage connections. the boom, crane, or tripod to the loose cartridge. Contact 11. Close and fasten the door. CONTECH for suggested attachment devices. 12, Remove safety equipment. Important: Cartridges containing leaf media (CSF)do not 13. Finally,dispose of the accumulated materials in accordance with - require unscrewing from their connectors. Do not applicable regulations. Make arrangements to return the used damage the manifold connectors.They should remain empty cartridges to CONTECH, installed in the manifold and can be capped during the Material Disposal maintenance activity to prevent sediments from entering The accumulated sediment must be handled and disposed of in the under drain manifold. accordance with regulatory protocols. It is possible for sediments B. Remove the used cartridges(up to 250 lbs.)from the vault. to contain measurable concentrations of heavy metals and organic chemicals. Areas with the greatest potential for high pollutant Important:Avoid damaging the cartridges during removal and loading include industrial areas and heavily traveled roads. installation. Sediments and water must be disposed of in accordance with C. Set the used cartridge aside or load onto the hauling truck. applicable waste disposal regulations. Coordinate disposal of solids D. Continue steps A through C until all cartridges have been and liquids as part of your maintenance procedure. Contact the removed. local public works department to inquire how they disposes of their street waste residuals. ©2007 CONTECH Stormwater Solutions 800.925.5240 contech stormwater.com Nothing in this catalog should be construed as an expressed warranty or an implied warranty of merchantability or fitness for any particular purpose. See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms and conditions of sale. The product(s)described may be protected by one or more of the following US patents: 5,322,629;5,624,576;5,707,527;5,759,415;5,789,848;5,985,157; 6,027,639;6,350,374;6,406,218;6,641,720;6,511,595;6,649,048;6,991,114;6,998,038;7,186,058;related foreign patents or other patents pending. 2 Technical Information Report Renton Site Logistics Renton, Washington Appendix I Water Quality General Use Level Designations vmm� W A S P 1 4 S-7 4 S T A I I o t PAAi YE Ni Gf ECOLOGY January 2013 GENERAL USE LEVEL DESIGNATION FOR BASIC (TSS) TREATMENT For CONTECH Engineered Solutions Stormwater Management StormFilter`) With ZPG Media at 1 gpm/sq ft media surface area Ecology's Decision: Based on the CONTECH Engineered Solutions' (CONTECH)application submissions,Ecology hereby issues a General Use Level Designation (GULD) for the Stormwater Management StormFilter° (StormFilter): 1. As a basic stormwater treatment practice for total suspended solids (TSS) removal, • Using ZPGTM media (zeolite/perlite/granular activated carbon),with the size distribution described below, • Sized at a hydraulic loading rate of 1 gpm/ft2 of media surface area, per Table 1,and • Internal bypassing needs to be consistent with the design guidelines in CONTECH's current product design manual. Table 1. StormFilter Design Flow Rates per Cartridge Effective Cartridge Height (inches) 12 18 1 27 Cartridge Flow Rate m/cartrid e 5 7.5 1 11.3 2. Ecology approves StormFilter systems containing ZPGTM media for treatment at the hydraulic loading rates shown in Table 1,to achieve the maximum water quality design flow rate. The water quality design flow rates are calculated using the following procedures: • Western Washington: For treatment installed upstream of detention or retention,the water quality design flow rate is the peak 15-minute flow rate as calculated using the latest version of the Western Washington Hydrology Model or other Ecology-approved continuous runoff model. CONTECH -StormFilter GULD Maintenance Update(November 2012) a e 1 • Eastern Washington: For treatment installed upstream of detention or retention,the water quality design flow rate is the peak 15-minute flow rate as calculated using one of the three methods described in Chapter 2.2.5 of the Stormwater Management Manual for Eastern Washington (SWMMEW) or local manual. • Entire State: For treatment installed downstream of detention,the water quality design flow rate is the full 2-year release rate of the detention facility. 3. This designation has no expiration date, but Ecology may amend or revoke it. Ecology's Conditions of Use: The StormFilter with ZPG media shall comply with the following conditions: 1. Design,install,operate, and maintain the StormFilter with ZPG media in accordance with applicable Contech Engineered Solutions manuals, documents, and the Ecology Decision. 2. Install StormFilter systems to bypass flows exceeding the water quality treatment rate.Additionally, high flows will not re-suspend captured sediments. Design StormFilter systems in accordance with the performance goals in Ecology's most recent Stormwater Manual and CONTECH's Product Design Manual Version 4.1 (April 2006),or most current version, unless otherwise specified. 3. Owners must follow the design, pretreatment, land use application,and maintenance criteria in CONTECH's Design Manual. 4. Pretreatment of TSS and oil and grease may be necessary,and designers shall provide pre-treatment in accordance with the most current versions of the CONTECH's Product Design Manual(April2006) or the applicable Ecology Stormwater Manual. Design pre-treatment using the performance criteria and pretreatment practices provided on Ecology's "Evaluation of Emerging Stormwater Treatment Technologies"website. 5. Maintenance: The required maintenance interval for stormwater treatment devices is often dependent upon the degree of pollutant loading from a particular drainage basin. Therefore,Ecology does not endorse or recommend a "one size fits all" maintenance cycle for a particular model/size of manufactured filter treatment device. • Typically, CONTECH designs StormFilter systems for a target filter media replacement interval of 12 months. Maintenance includes removing accumulated sediment from the vault,and replacing spent cartridges with recharged cartridges. CONTECH -StormFilter GULD Maintenance Update(November 2012) a 12 • Indications of the need for maintenance include effluent flow decreasing to below the design flow rate,as indicated by the scumline above the shoulder of the cartridge. • Owners/operators must inspect StormFilter with ZPG media for a minimum of twelve months from the start of post-construction operation to determine site-specific maintenance schedules and requirements. You must conduct inspections monthly during the wet season,and every other month during the dry season. (According to the SWMMWW the wet season in western Washington is October 1 to April 30.According to SWMMEW the wet season in eastern Washington is October I to June 30). After the first year of operation, owners/operators must conduct inspections based on the findings during the first year of inspections. • Conduct inspections by qualified personnel, follow manufacturer's guidelines, and use methods capable of determining either a decrease in treated effluent flowrate and/or a decrease in pollutant removal ability. • When inspections are performed, the following findings typically serve as maintenance triggers: • Accumulated vault sediment depths exceed an average of 2 inches, or • Accumulated sediment depths on the tops of the cartridges exceed an average of 0.5 inches, or • Standing water remains in the vault between rain events, or • Bypass occurs during storms smaller than the design storm. • Note: If excessive floatables (trash and debris) are present, perform a minor maintenance consisting of gross solids removal, not cartridge replacement. 6. CONTECH shall maintain readily available reports listed under "Application Documents" (above) as public, as well as the documentation submitted with its previous conditional use designation application. CONTECH shall provide links to this information from its corporate website, and make this information available upon request, at no cost and in a timely manner. 7. ZPGTm media used shall conform with the following specifications: • Each cartridge contains a total of approximately 2.6 cubic feet of media. The ZPGTM cartridge consists of an outer layer of perlite that is approximately 1.3 cubic feet in volume and an inner layer, consisting of a mixture of 90% zeolite and 10% granular activated carbon,which is approximately 1.3 cubic feet in volume. • Perlite Media: Perlite media shall be made of natural siliceous volcanic rock free of any debris or foreign matter. The expanded perlite shall CONTECH -StormFilter�GULD Maintenance Update(November 2012) !' a 3 have a bulk density ranging from 6.5 to 8.51bs per cubic foot and particle sizes ranging from 0.09" (#8 mesh)to 0.38"(3/8" mesh). • Zeolite Media: Zeolite media shall be made of naturally occurring clinoptilolite. The zeolite media shall have a bulk density ranging from 44 to 50 lbs per cubic foot and particle sizes ranging from 0.13"(#6 mesh) to 0.19" (#4 mesh). Additionally,the cation exchange capacity(CEC) of zeolite shall range from approximately 1.0 to 2.2 meq/g. • Granular Activated Carbon: Granular activated carbon (GAC)shall be made of lignite coal that has been steam-activated. The GAC media shall have a bulk density ranging from 28 to 31 lbs per cubic foot and particle sizes ranging from a 0.09" (#8 mesh) to 0.19" (#4 mesh). Applicant: Contech Engineered Solutions Applicant's Address: 11835 NE Glenn Widing Dr. Portland, OR 97220 Application Documents: The applicant's master report,titled, "The Stormwater Management StormFilter Basic Treatment Application for General Use Level Designation in Washington", Stormwater Management, Inc., November 1, 2004, includes the following reports: • (Public)Evaluation of the Stormwater Management StormFilter Treatment System: Data Validation Report and Summary of the Technical Evaluation Engineering Report (TEER) by Stormwater Management Inc., October 29, 2004 Ecology's technology assessment protocol requires the applicant to hire an independent consultant to complete the following work: 1. Complete the data validation report. 2. Prepare a TEER summary, including a testing summary and conclusions compared with the supplier's performance claims. 3. Provide a recommendation of the appropriate technology use level. 4. Recommend relevant information to be posted on Ecology's website. 5. Provide additional testing recommendations, if needed." 6. This report, authored by Dr. Gary Minton, Ph. D., P.E., Resource Planning Associates, satisfies the Ecology requirement. • (Public)"Performance of the Stormwater Management StormFilter Relative to the Washington State Department of Ecology Performance Goals for Basic Treatment," is a summary of StormFilter performance that strictly adheres to the criteria listed in the Guidance for Evaluating Emerging Stormwater Treatment Technologies, Technology Assessment Protocol—Ecology (TAPE). CONTECH-StormFilter®GULD Maintenance Update(November 2012) P age 14 • "Heritage Marketplace Field Evaluation: Stormwater Management StormFilter with ZPGTM Media," is a report showing all of the information collected at Site A as stated in the SMI Quality Assurance Project Plan (QAPP). This document contains detailed information regarding each storm event collected at this site, and it provided a detailed overview of the data and project. • "Lake Stevens Field Evaluation: Stormwater Management StormFilter with ZPGTM Media," is a report that corresponds to Site E as stated in the SMI QAPP. This document contains detailed information regarding each storm collected at this site, and includes a detailed overview of the data and project. • (Public) "Evaluation of the Stormwater Management StormFilter for the removal of SIL-CO-SIL 106, a standardized silica product: ZPGTM at 7.5 GPM" is a report that describes laboratory testing at full design flow. • "Factors Other Than Treatment Performance." • 'State of Washington Installations." Above-listed documents noted as "public" are available by contacting CONTECH. Applicant's Use Level Request: That Ecology grant a General Use Level Designation for Basic Treatment for the StormFilter using ZPGTM media(zeolite/perlite/granular activated carbon)at a hydraulic loading rate of 1 gpm/ft2 of media surface area in accordance with Ecology's 2011 Technical Guidance Manual for Evaluating Emerging Stormwater Treatment Technologies Technology Assessment Protocol—Ecology (TAPE).. Applicant's Performance Claim: The combined data from the two field sites reported in the TER(Heritage Marketplace and Lake Stevens) indicate that the performance of a StormFilter system configured for inline bypass with ZPGTM media and a hydraulic loading rate of l gpm/ft2 of media surface area meets Ecology performance goals for Basic Treatment. Ecology's Recommendations: Based on the weight of the evidence and using its best professional judgment, Ecology finds that: • StormFilter, using ZPGTM media and operating at a hydraulic loading rate of no more than 1 gpm/ft2 of media surface area, is expected to provide effective stormwater treatment achieving Ecology's Basic Treatment(TSS removal)performance goals. Contech demonstrated this is through field and laboratory testing performed in accordance with the approved protocol. StormFilter is deemed satisfactory with respect to factors other than treatment performance (e.g., maintenance; see the protocol's Appendix B for complete list). CONTECH-StormFiltere GULD Maintenance Update(November 2012) Page 15 Findings of Fact: • Influent TSS concentrations and particle size distributions were generally within the range of what would be considered"typical" for western Washington (silt to silt loam). • Contech sampled thirty-two (32) storm events at two sites for storms from April 2003 to March 2004,of which Contech deemed twenty-two (22)as "qualified" and were therefore included in the data analysis set. • Statistical analysis of these 22 storm events verifies the data set's adequacy. • Analyzing all 22 qualifying events, the average influent and effluent concentrations and aggregate pollutant load reduction are 114 mg/L, 25 mg/L, and 82%, respectively. • Analyzing all 22 qualifying events based on the estimated average flow rate during the event(versus the measured peak flow rate), and more heavily weighting those events near the design rate (versus events either far above or well below the design rate) does not significantly affect the reported results. • For the 7 qualifying events with influent TSS concentrations greater than 100 mg/L, the average influent and effluent concentrations and aggregate pollutant load reduction are 241 mg/L, 34 mg/L, and 89%, respectively. If the 2 of 7 events that exceed the maximum 300 mg/L specified in Ecology's guidelines are excluded, the average influent and effluent concentrations and aggregate pollutant load reduction are 158 mg/L, 35 mg/L, and 78%, respectively. • For the 15 qualifying events with influent TSS concentrations less than 100 mg/L, the average influent and effluent concentrations and aggregate pollutant load reduction are 55 mg/L, 20 mg/L, and 61%, respectively. If the 6 of 15 events that fall below the minimum 33 mg/L TSS specified in Ecology's guidelines are excluded,the average influent and effluent concentrations and aggregate pollutant load reduction are 78 mg/L, 26 mg/L, and 67%, respectively. • For the 8 qualifying events with peak discharge exceeding design flow(ranging from 120 to 257%of the design rate), results ranged from 52%to 96%TSS removal, with an average of 72%. • Due to the characteristics of the hydrographs, the field results generally reflect flows below(ranging between 20 and 60 percent of)the tested facilities' design rate. During these sub-design flow rate periods, some of the cartridges operate at or near their individual full design flow rate (generally between 4 and 7.5 GPM for an 18" cartridge effective height) because their float valves have opened. Float valves remain closed on the remaining cartridges, which operate at their base "trickle"rate of 1 to 1.5 GPM. • Laboratory testing using U.S. Silica's Sil-Co-Sil 106 fine silica product showed an average 87%TSS removal for testing at 7.5 GPM per cartridge (100%design flow rate). • Other relevant testing at I-5 Lake Union, Greenville Yards (New Jersey), and Ski Run Marina(Lake Tahoe) facilities shows consistent TSS removals in the 75 to 85% range. Note that I-5 Lake Union was operated at 50%, 100%, and 125%of design flow. CONTECH-StormFiltero GULD Maintenance Update(November 2012) Page 16 I • SMI's application included a satisfactory"Factors other than treatment performance" discussion. Note: Ecology's 80% TSS removal goal applies to 100 mg/l and greater influent TSS. Below 100 mg/L influent TSS, the goal is 20 mg/L effluent TSS. Technology Description: The Stormwater Management StormFilter(StormFilter), a flow-through stormwater filtration system, improves the quality of stormwater runoff from the urban environment by removing pollutants. The StormFilter is used to treat runoff from a wide variety of sites including, but not limited to: retail and commercial development, residential streets, urban roadways, freeways, and industrial sites such as shipyards, foundries, etc. Operation: The StormFilter is typically comprised of a vault that houses rechargeable, media-filled, filter cartridges. Various media may be used, but this designation covers only the zeolite- perlite-granulated activated carbon (ZPGTM)medium. Stormwater from storm drains is percolated through these media-filled cartridges, which trap particulates and may remove pollutants such as dissolved metals, nutrients, and hydrocarbons. During the filtering process, the StormFilter system also removes surface scum and floating oil and grease. Once filtered through the media, the treated stormwater is directed to a collection pipe or discharged to an open channel drainage way. This document includes a bypass schematic for flow rates exceeding the water quality design flow rate on page 8. StormFilter Configurations: Contech offers the StormFilter in multiple configurations: precast, high flow, catch basin, curb inlet, linear, volume, corrugated metal pipe, dry-well, and CON/Span form. Most configurations use pre-manufactured units to ease the design and installation process. Systems may be either uncovered or covered underground units. The typical precast StormFilter unit is composed of three sections: the energy dissipater, the filtration bay, and the outlet sump. As Stormwater enters the inlet of the StormFilter vault through the inlet pipe, piping directs stormwater through the energy dissipater into the filtration bay where treatment will take place. Once in the filtration bay, the -- stormwater ponds and percolates horizontally through the media contained in the StormFilter cartridges. After passing through the media, the treated water in each cartridge collects in the cartridge's center tube from where piping directs it into the outlet sump by a High Flow Conduit under-drain manifold. The treated water in the outlet sump discharges through the single outlet pipe to a collection pipe or to an open channel drainage way. In some applications where you anticipate heavy grit loads, pretreatment by settling may be necessary. CONTECH-StormFilter®GULD Maintenance Update(November 2012) P age 17 _8'x 16"5TORMFILTER JUNCT ON STRUCTURE (IF REQUIRED) i YI /—BYPASS PIPE - 5TORMGATE MANHOLE,HIGH - FLOW 5YPA.55 TREAT V EP,T'LOW PIPE TO T*'E 5TORMFIL'�ER -S fORMPi Li'ER CARTRI�r,E r-P?(5L'_'Ct-ART BELO EFFECTIVE CARTRIDGE»EIGHT 2" 18" 27" CARTRIDGE FLOW RATE(gpnVc rt) 1 5 1 7.5 171 3 02N000KfECH 8lmnnirSakAam �Rt STORMFILTER WITH STORMGATE SCHEMATIC DETAIL STORAf _ PLAN VIEW FILE NA ESGW-SFaTaonsacN JORAWRW4 c,,..,.. Figure 1. Stormwater Management StormFilter Configuration with Bypass CONTECH-StormFilter®GULD Maintenance Update(November 2012) Page 18 AIR LOCK CAP WITH CHECK VALVE\ LIFTING TAB FLOAT VALVE -I OUTER MESH FILTER MEDIA ! 4000 CENTER TUBE --- SCRUBBING REGULATOR UNFILTERED WATER UNFILTERED WATER '[RED WATER UNDER-DRAIN MANIFOLD I FILTERED WATER VAULT FLOOR UNDER.DRAIN MANIFOLD CAST INTO VAULT FLOOR Figure 2. The StormFilter Cartridge Cartridge Operation: As the water level in the filtration bay begins to rise, stormwater enters the StormFilter cartridge. Stormwater in the cartridge percolates horizontally through the filter media and passes into the cartridge's center tube, where the float in the cartridge is in a closed (downward)position. As the water level in the filtration bay continues to rise, more water passes through the filter media and into the cartridge's center tube. The air in the cartridge is displaced by the water and purged from beneath the filter hood through the one-way check valve located in the cap. Once water fills the center tube there is enough buoyant force on the float to open the float valve and allow the treated water to flow into the under-drain manifold. As the treated water drains, it tries to pull in air behind it. This causes the check valve to close, initiating a siphon that draws polluted water throughout the full surface area and volume of the filter. Thus, the entire filter cartridge is used to filter water throughout the duration of the storm, regardless of the water surface elevation in the filtration bay. This continues until the water surface elevation drops to the elevation of the scrubbing regulators. At this point, the siphon begins to break and air is quickly drawn beneath the hood through the scrubbing regulators, causing energetic bubbling between the inner surface of the hood and the outer surface of the filter. This bubbling agitates and cleans the surface of the filter, releasing accumulated sediments on the surface, flushing them from beneath the hood, and allowing them to settle to the vault floor. Adjustable cartridge flow rate: Inherent to the design of the StormFilter is the ability to control the individual cartridge flow rate with an orifice-control disc placed at the base of the cartridge. Depending on the treatment requirements and on the pollutant characteristics of the influent stream as CONTECH-StormFilter®GULD Maintenance Update(November 2012) Page 19 specified in the CONTECH Product Design Manual,the flow rate may be adjusted through the filter cartridges. By decreasing the flow rate through the filter cartridges,the influent contact time with the media is increased and the water velocity through the system is decreased, thus increasing both the level of treatment and the solids removal efficiencies of the filters, respectively(de Ridder, 2002). Recommended research and development: Ecology encourages CONTECH to pursue continuous improvements to the Storm Filter. To that end, the following actions are recommended: • Determine, through laboratory testing, the relationship between accumulated solids and flow rate through the cartridge containing the ZPGTM media. Completed 11/05. • Determine the system's capabilities to meet Ecology's enhanced,phosphorus, and oil treatment goals. • Develop easy-to-implement methods of determining that a StormFilter facility requires maintenance (cleaning and filter replacement). Contact Information: Applicant Contact: Sean Darcy Contech Engineered Solutions 11835 NE Glenn Widing Drive Portland, OR, 97220 503-258-3105 sdarcy@conteches.com Applicant Web link http://www.conteches.com/ Ecology web link: http://www.ecy.Wa.goy/programs/wq/stormwater/newtech/index.html Ecology Contact: Douglas C. Howie, P.E. Department of Ecology Water Quality Program (360)407-6444 douglas.howie(kecy.wa.gov Revision History Date Revision Jan 2005 Original Use Level Designation Dec 2007 Revision May 2012 Maintenance requirements updated November 2012 Design Storm and Maintenance requirements updated January 2013 Updated format to match Ecology standard format CONTECH-StormFiltere GULD Maintenance Update(November 2012) Page 110