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21632 HIGHWAY 99.PDF11111111111111 11576 21632 HIGHWAY 99 j %V P% KET FILE Certificate of Occupan�:y Building Division , 11C. 19 9,j 0— TMs certificate is issued in accordance with the requirements of Section I 11 of the 09 International Building Code cerffying that at the time of issuance this structure was in compliance with the applicable. provisions of the codes and ordinances of the city regulating construction and use of buildings. .1 Description: 45 -:.New Commercial Occupant: PUGET.SOUND CANCER CENTER Site Address: 21632 HIGHWAY 99, EDMONDS Construction Type: VB SPRINKLERED Owner: SWEDISH MEDICAL CTR PO BOX 2606 LYNNWOOD,WA. 98036-2606 Permit No: BLD20120661 Parcel No: 00580700003000 Occupant Load: 231 Occupancy Group: B 0 'Lpuilding,Offic I ial Date Issued POST IN A CONSPICUOUS PLACE O-V E of Occupancy Certificam,- Building Division that at the time of issuance this structure was in compliance with the applicable provisions of the codes and ordinances of the city regulating construction and use of buildings. Description: 46 - New Commercial Occupant: SWEDISH CANCER INSTITUTE MEDICAL ONCOLOGY Site Address: 21632 HIGHWAY 99, EDMONDS Construction Type: VB SPRINKLERED Owner SWEDISH MEDICAL CTR PO BOX 2606 LYNNWOOD,WA 98036-2606 fv� Aji, �-zz,/ -1/ U Building Official Permit No: BLD20120661 Parcel No: 00580700003000 OccupantLoad: 231 Occupancy Group: B POST IN A CONSPICUOUS PLACE 03/27/2013 Date Issued 0, 0 /n C. 1 S,)13 CITY OF EDMONDS CITY HALL - THIRD FLOOR, 121 5TH AVENUE NORTH - EDMONDS, WA 98020 (425) 771-0247 - fax (425) 771-0252 www.edmonclswa.gov OFFICE OF THE MAYOR February 12, 2013 Pete Maslenikov Skanska USA Building, Inc. 221 Yale Avenue North, Suite 400 Seattle, WA 98109 DAVE EARLING MAYOR RE: Administrative noise variance for the completion of temporary construction work at Swedish Oncology Dear Mr. Maslenikov: Regarding your written request dated February 8, 2013, 1 will allow Skanska USA Building, Inc. a variance to work additional hours outside those regularly allowed by the Edmonds City Code so that the project can be completed by April 1, 2013. The variance shall be in effect on the following days and times; Sunday 2/17, 2/24, 3/3, 3/10, 3/17, 3/24, and 3/31 during the hours of 10:00 am to 6:00 pm. Per ECC 5.30.110.C.2 Edmonds City staff will notify all residents within 300' of the project site about the variance. Skanska USA Building, Inc. will be responsible for notifying the Police Department and for the at -site posting. Please be advised that I am granting the maximum allowable variance under ECC 5.30.110.C.2 which is seven days. Sincerely, 1-4- David. 0. Earling Mayor cc: Michael Clugston Incorporated August 11, 1890 Sister City - Hekinan, Japan 41'0 C. I g9 V To: From: Date: Subject: CITY OF EDMONDS 1215 th Avenue North, Edmonds WA 98020 Phone: 425.771.0220 * Fax: 425.771.0221 e Web: www.edmondswa.gov DEVELOPMENT SERVICES DEPARTMENT 9 PLANNING DIVISION MEMORANDUM Property Owners within 300' of the new Swedish Oncology building Mike Clugston, AICP, Associate Planner February 12, 2013 Administrative noise variance for the completion of temporary construction work at Swedish Oncology Skanska USA Building is in the process of completing construction of the new Swedish Oncology building at 21632 Highway 99, with the goal of opening on April 1, 2013. Due to the challenges of winter construction work, Skanska has asked for flexibility to work additional hours outside those regularly allowed by the Edmonds City Code (ECC) which may involve excessive noise in the event that weather conditions impact the construction schedule. According to ECC 5.30.110.13, temporary construction activity is exempt from the provisions of the noise chapter from 7:00 AM to 6:00 PM on weekdays and 10:00 AM to 6:00 PM on Saturdays. As mentioned above, winter weather sometimes negatively impacts construction schedules and, in this case, could possibly lead to Skanska and Swedish to miss the April 1 opening. As a result, the contractor requested an administrative variance from. the Mayor to extend the temporary construction activity over the next seven Sundays in order to complete the project on time if weather does impact construction. ECC 5.30.110.C.2 allows the Mayor to grant a variance for noise exceedence for up to seven days during a six-month period. In this case, with the project to be completed by April 1, the Mayor has granted a noise variance for the following days and times (see the enclosed letter): Sundays (2/17, 2/241'3/3, 3/10, 3/17, 3/24, and 3/31) from 10:00 AM to 6:00 PM. This notice is being provided in accordance with the code in ECC 5.30.110.C.2. If you have any questions, please contact me either by phone or by email at michael. clugston@edmondswa.gov. Enclosure Page 1 of 1 0 0 - . SKANSKA Date February 8, 2013 Reference Swedish Edmon ds PSCC Stephen Clifton Director of Economic Development City of Edmonds 121 50'Ave N Edmonds, WA, 98020 Swedish Edmonds PSCC — Weekend Work Hours Dear Mr. Clifton: Skanska USA Building, Inc. 221 Yale Avenue North, Suite 4DD Seattle, WA 98109 Phone 206-7 26-8000 Fax 206-328-9235 Web www.skanskausa.com My company, Skanska USA Building, is working with Swedish Hospital in Edmonds on their new Cancer Center at 21704 Hwy 99. 1 believe you had a conversation with Tyler Howren of Swedish Hospital, our client yesterday regarding work hours on the weekend for this project. We are currently working with Swedish Hospital to achieve their goal of opening for business on April 1. There are several challenges to achieve this goal, one of which is working in the winter Weather and the ability to install site utilities and the parking lots in wet and cold weather to get their site prepared for their opening. We have discussed options with Tyler to mitigate the risk of adverse weather, one of which is the possibility of working on the weekends when the weather is good to take advantage of days where it is not rairting. We are currently limited to working the approved hours of work from Edmonds, Saturdays from 10 AM to 5 PM. We would like to request a variance from you to allow us towork longe r hours on Saturday, from 8 AM to 5 PM and the same hours of operation on Sunday to help us achieve this goal for Swedish. Please let me know if this variance is approved and.if there is any additional action required on our behalf to officially be granted the variance. Best regards, Pete Maslenikov Project Manager Cc: Tyler Howren - Swedish 0 2122921227 U1 ALLIED 21225 —7�1 —307 ROOFING 7300- 7303 "3" cli 21311 -ri— C.) Pool r.- 213TH PL SW . 21317 21315 CA? Off Ice . — 7304 7 302 "2" 21400 �1329 21327 7200 B&M C.) r PARK & RIDE CONST Ln Ln Ln — Ln Ln 0 w CIA C14 v Cl) 73 7309— 0 9 -- r, C sTEV STEVENS Cn LLI 0 21410 21401 1 21408 le L MANOR 215TH ST Sw 40 CC L) '21412 co 04 C1J Lm Ln C.) CD nj 0 — C.4 cj, GO C1J Q — 150 150 cc LLJ C, LO cli 21511 1 21420 --�MCDONALD' 21516 3: Lu > 2 143, PLANT — j 0- < a 1 2150 21520 0 cc 21521 z 21600 21524 "' TEVEN STEVEN 5 COURT COURT AEGIS 7315 21527 21 5271 VALUE I STEVENS VILLAGE HOSPITAL 216TH ST SW 7320 0 E.R. STEVENS 21600 21619 PAVILION 21605 KRUGER CLINIC 01� 21701 STEVEN'S HEALTH CENTER 21700 1 7 2 21727 —2- 8 H-S-T S-W - S-W PREMERA 2 18 t 07 7506 06 7512 2 o c.) m 1 0) BLUE CROSS — 7516 CIV 21827 TOPFOODS 219TH ST SW 21829 7007 21911 #2 21919 STARBU 21917 C19 �3 —1b 220TH ST SW ............... 21 22005 — 7512 22020 22009 7514 7001 22015 MI;I; — Ln -1110 7212 04 22 0 2 tn I- 9?007 FUNTASIA P. 221 ST PL S — LYNWOOD eq Ln HONDA 22121 22111 7030 22127 Cl) TRAVELLER'S INN Repositionable k1se AveryO Template 51600 00580700002801 PUBLIC HOSPITAL DIST 2 PO BOX 2606 LYNNWOOD, WA 98036-2606 00580700003105 JAM 99 LLC 21829 HIGHWAY 99 EDMONDS, WA 98026-8035 .00580700004006 MGP X REIT LLC 425 CALIFORNIA ST 1 ITH FL SAN FRANCISCO, CA 94104 00580700002900 GRE KRUGER LLC 2801 ALASKAN WAY STE 3 10 SEATTLE, WA 98121 A Bend Feed Paper expose 00580700004002 ZHU HONG SHENG ZHU JESSICA MILWAUKEE, WI 53227 along line to Pop-up EdgeTM AVERY(R) 5516OTM 00580700002702 NORTH CREEK ENTERPRISES LLC 1715 114TH AVE SE STE 212 BELLEVUE, WA 98004 00580700003104 00580700003101 VINCENT D MILLER ENTERPRISES GMC 220TH LLC 1420 FIFTH AVE STE 2200 422 COMSTOCK PL SEATTLE, WA 98 101 SEATTLE, WA 98109 00580700004003 00580700002902 CORDOVA INVESTMENTS LLC STEVENS PAVILLION LLC .4912 182ND PL SW PO BOX 92129 LYNNWOOD, WA 98037-5406 SOUTHLAKE, TX 76092 00580700003102 21701 HWY 99 LLC 15 84 PARKSIDE DR NE SEATTLE, WA 98112 Dick's Drive -Ins LTD LIP 4426 Second Ave. NE Seattle, WA 98105 Repositionable L Repliez 6 la hachure afin de www.avery.com Utilisez le gabarit AVERY9 51600 1 Sens de I chargement r6vdier le rebord Pop-ur 1-800-GO-AVERY Inc. SoQ� CITY OF EDMONDS - 121 5th AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 FAX (425) 771-0221 www.edmondswa.gov DEVELOPMENT SERVICES DEPARTMENT January 16'h, 2013 MEMO TO: Edmonds School District Verizon Northwest SNOCOM Police and Fire Dispatch SNOPAC Snohomish County E91 1 U.S. Post Office Snohomish County Assessor's Office, Snohomish County Information Services Snohomish County P.U.D. Puget Sound Energy Fire District 1 Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Lynnwood Disposal Comcast Cable Waste Management Northwest Allied Waste DAVE EARLING MAYOR Please be advised that the attached address has been Changed/Added to the Edmonds address system. Originally addressed as: 21704 Highway 99 New Address: 21632 Highway 99 PSCC - New Swedish Building / Puget Sound Cancer Center Parcel: 00580700003000 . I apologize for any inconvenience. If you have any questions regarding this letter, please contact a City of Edmonds Permit Coordinator at 425-771-0220. Please contact out office if you wish to be removed from future address change notifications. Sincerely, ep zz /'Y1 Linda Thomquist Permit Coordinator Cc: file Incorporated August 11, 1890 Sister City - Hekinan'j Japan Snohomish County Online Property Information Page 1 of I 'Al �60$ I z.6 — IT U&T, I'l-I-Snohomish County Onli e Property Info mation 2-1 Ix j J4 2 M Al U Xj A Ch i"of Lvi 1-1\v M-32 9, Ar go" li&, 43 0 t's 900 2 90 9 LO 2 N .4 V 4 Alf f ,111#1, Legend M Street Names Cities Uninvorporalod County Inoorporatcd Chy Tax Parcels q El Street Addresses Rural Miles TownshiplRange Grid 'V,00ilr. Section Grid Airports. 2007 Photo Extent 2007 Aerial Photo ' d information set forth herein ('Data'), are for ill' nsider d an official citation ' to, or representation of, the Snohomish County Code. Amendments and updates to the Data, together with other applicable County Code provisions, may apply which are not depicted herein. Snohomish County makes no representation or warranty concerning the content, accuracy, rrency. completeness or quality of the Data contained herein and expressly disclaims any warranty of merchantability or fitness for any particular purpose. All persons accessing or otherwise using this Data assume all responsibility for use thereof and agree to hold Snohomish County harmless frorn and against any damages, loss, claim or liability arising out of any error, defect or omission contained within said Data. Washington State Law, Ch. 42.56 RCW, prohibits state and local agencies from providing access to lists of individuals intended for use for commercial purposes and, thus, no,commercial use may be made of any Data comprising lists of individuals contained herein. jPrinted on: 12/26/2012 -1 , HUN CIC( TO z PU) V 9� httn://L,is.snoco.orelservlet/cohi.6sri.esrimat).E§riman?ServiceName=Overview&ClientVersion--9.3.0&Fonn=... 12/26/2012 0 21110 21031 5: a w ;2: ... t 3 21034 21100 1 > di, . .' > 2102S ix z .0 21-1 2 )a 7315 Ad 21101 mo '7' 21104 7029 21104 M 2 2111, 41 i - Kennel gl 0 . q V.— > 21102 F� 21107 21109 21116 1 7809 City of Ed.H. �pt2llt 72;5 7 Jack in 72-07 Public W)rks 7009 4, 7222 � I 7217 the Box Compl)x 0 11w ........ . . . . . . . . 7530 212th St Plaz DQ 7416 21 its 7500 21220 21221 21�00 7309 01"0 Magic Allied oyota I Roofing 21311 21307 213DZ -.,F7 roo — 7300 213TH P F.-I L S Z311 31. 0`1 '0111, 041 21400 — Pant & Ride B&M 7304 21320 7200 Cons0truction 2140S 21324 4309 I w Ste�en'. 21410 2 �,A, 2140 Mano, 2U01 21412 21405 2140 21400 ks vay 21 Washington cc Monald's Healthcare c Mc 21 Center 21420 21425 21431 �OV 214 0 .... ... 21 21SO8 21616 IL - 215 -1 20 1r 21521 2150 21SOO Stev n' 21524 Coe.na Washington 21S58 Retirement r 21527 Home At spit V nUn a ily 21601 21601) 21610 .21605 Kruger .... ... Clinic 21609 2 E�- 'd, Steven's Health Cente 21701 21701 (P 7003 21112 14j 'E2i j7X� 7512 21807 21810 ri ci— ;,4 Top Foods 170q 21900 2IB29 97H ST., Sw 7� 210H 21916 210 7' TH ST SW 2200 22005 2201 7S12 2200 22DI 22009 571 22020 22015 0 Lynnwood 22019 Lo Honda 22008 22106 22MI 7212 - - 22008 Funlasla d n, 207 f OF ISO wMame vq� Mt IT, A& tufjxerll� Z N� �g4,, ME, "M I Report Geotechnical Engineering Services Swedish/Edmonds 'Hospital Oncology Center Addition Edmonds, Washington 10; W." AN 0119-1, 11- NO July 25, 2011 Prepared for Swedish/Edmonds Hospital .21601' 76 th Avenue West Edmonds, Washington 98026 RECEIVED AUG 0 7 2012 DEVELOPMENT SERVICES GOUNTER LANDAU 1A AsSOCIATES 130 2nd Avenue South Edmonds, WA 98020 (425) 778-0907 TABLE OF CONTENTS 1.0 INTRODUCTION I 1.1 PROJECT DESCRIPTION AND SITE HISTORY 1.2 SCOPE OF SERVICES 2.0 SITE CONDITIONS 2.1 GENERAL GEOLOGIC CONDITIONS ..2.2 SURFACE CONDITIONS 2.3 SUBSURFACE SOIL CONDITIONS' 2.4 GROUNDWATER 3.0 CONCLUSIONS AND RECOMMENDATIONS 3.1 ENVIRONMENTAL CONSIDERATIONS 3.2 SITE PREPARATION AND EARTHWORK 3.3 REUSE OF SITE SOIL 3.4 WET WEATHER EARTHWORK CONSIDERATIONS 3.5 FILL PLACEMENT AND COMPACTION 3.6 SEISMIC DESIGN CONSIDERATIONS 3.7 FOUNDATION SUPPORT 3.8 FOUNDATION SETTLEMENT 3.9 CONCRETE SLABS-QN-GRADE 3.10 BELOW -GRADE RE TAINING WALLS 3.11 DYNAMIC LATERAL EARTH PRESSURES 3.12 LOW ROCKERY WALLS 3-.13 LOW IMPACT DEVELOPMENT CONSIDERATIONS 4.0 GEOTECHNICAL CONSULTATION AND CONSTRUCTION MONITORING 5.0 USE OF THIS REPORT 6.0 REFERENCES FIGURES Eigm . Title I Vicinity Map Site and'E* ploration Plan 2 x APPENDICES Appendix Title 'A Field Explorations and Laboratory Testing 7/25/11 P:\205\008\FileP�\R\Swe&sh_rptdo� 2-1 2-1 2-1 2-2 2-3 3-1 3-1 3-2 3-2 3-3 3-3 3-4 3-5 3-6 3-7 3-7 3-8 3-9 3-10 4-1 5-1 6-1 LANDAu AssOCIATES 1.0 INTRODUCTION This report summarizes the results of geotechnical engineering services conducted for the proposed Oncology Center Addition project at Swedish/Edmonds Hospital in Edmonds, Washington. The general project location is shown on the Vicinity Map (Figure 1). The general configuration of the proposed building and some of the surrounding site features are shown on the Site and Exploration Plan (Figure 2). This report has been prepared based on Landau Associates' discussions with representatives of Swedish/Edmonds Hospital and KPFF Consulting Engineers, Inc. (KPFF),' a base map of the project site provided by KPFF; data collected during out field exploration and laboratory testing programs; our familiarity with geologic conditions within the vicinity of the project site; and our experience on similar projects. 1.1 PROJECT DESCRIPTION AND SITE HISTORY We understand that the project includes expanding the Oncology Center at the Swedish/Edmonds Hospital in Edmonds, Washington. The proposed oncology center addition will be located on the south side of the existing Puget Sound Cancer Centers building in an area that is currently occupied by an ; asphalt paved parking lot. The proposed addition will consist of a single story (no basement) pre -fabricated structure supported on shallow foundations. Building foundation loads were not provided at the time this report was prepared; however, for purposes of reporting and analysis, it is assumed that column loads will be less than 100 kips and that perimeter footing loads will be limited to 5 kips per lineal foot. The footprint of the proposed oncology center addition is estimated to be about 90 ft by 82 ft. In addition to the new building, the proposed project will include site grading activities, minor cuts and fills, and possibly some low, (less than 4 ft high) rockery wa.11s. Low impact development (LID) techniques are also proposed at this site to manage stormwater runoff (i.e., bioswales, rain gardens, etc.). 1.2 SCOPE OF SERVICES f Swedish/Edmonds Hospital retained Landau Associates to provide geotechnical engineering and environmental services to support design of the proposed Oncology Center Addition project. Our services were provided in general accordance the scope of services outlined in our proposal dated June 21, 2011. Written authorization to proceed was provided by Swedish/Edmonds on June 23, 2011. Our scope of services included the following s�ecific tasks: Compiling and reviewing readily available -geologic and geotechnical information and other relevant data for the project area 7/25/11 P:\205�008\Fil�R.NRXS.�&h—rptd.. LANDAu AssocIATES Completing a geologic reconnaissance to collect information on the general nature and physical features of the project area Obtaining utility clearances prior to performing fieldexplorations Advancing six exploratory soil borings to* characterize the nature of the subsurface soil and groundwater conditions at the project site Collecting representative soil samples at selected intervals Field -screening each soil. sample for volatile organic compounds (VOCs) using a portable photoionization detector (PID) Logging the exploratory borings and recording pertinent information, including soil sample depths, stratigraphy, soil engineering characteristics, and groundwater occurrence Conducting limited geotechnical laboratory testing Collecting environmental samples for laboratory analysis for total petroleum hydrocarbons (TPH) and VOCs Performing geotechnical engineering analyses and evaluating data derived from the subsurface investigation and laboratory testing programs Preparing and submitting this written report summarizing the results of our findings, conclusions, and recommendations for the project. This report includes: a site plan showing pertinent existing site features and the approximate locations of the explorations accomplished fo r this project descriptive logs of the explorations and the results of the geotechnical and environmental laboratory testing — a summary of surface and subsurface soil and groundwater conditions. observed during our field exploration program — A summary of potential shallow soil contamination conditions at the project site, including a summary of the analytical results and implications for construction of the proposed Oncology Center Addition and associated improvements (i.e., LID features) — an evaluation of the feasibility of the proposed construction with respect to geotechnical and environmental issues — Recommendations for site preparation and earthwork, including reuse of site soil, and criteria for selection, placement, and compaction of structural fill — Recommended site factors for use in seismic design under the 2009 International Building Code I — Recommendations for shallow foundation support, including subgrade preparation, allowable soil bearing pressure, estimates of settlement, and soil.parameters for lateral load resistance — Recommended design criteria for lateral earth pressures on below grade foundation walls 7/25/11 P:\205\DOS\FileRm\R\S\wedis4_r�tcb� LANDAu ASSOCIATES 1-2 — Recommendations regarding subgrade preparation and support for slab -on -grade construction — Recommendations for low rockery walls — An evaluation of the capacity of the near -surface soils at the proposed i rifiltration areas for stormwater infiltration, includ ing a recommended design infiltration rate based on soil textures and corresponding published infiltration rates — Recommendations for geotechnical and environmental monitoring and consultation during construction. 7/25/11 P:\205\00&\FUeRm\R\Sedish-rptd� LANDAu AssOCIATES 1-3 2.0 SITE CONDITIONS This'section discusses the general geologic setting of the project area and describes the surface and subsurface conditions observed at the project site at the time of our field investigation. Interpretations of the site conditions are based on the results of our review of available information, and the results of our site reconnaissance, subsurface explorations, and laboratory testing. 2.1 GENERAL GEOLOGIC CONDITIONS General geologic information for the project area was obtained from the DRAFT Composite Geologic Map of the Sno-King Area Central Puget Lowland, Washington (Booth, et al. 2004), published by the U.S. Geological Survey (USGS) and the Seattle -Area Geologic Mapping Project. According to this source, near -surface deposits in the vicinity of the project site ponsist of glaci al till and advance outwash. Glacial till is generally mapped over the western two thirds of th e project site, as well as to the north, south, and west of the site. Advance outwash is mapped over about the eastern third of the site. Soil defined. as glacial till typically consists of a heterogenous, non -sorted mixture of subrounded boulders, cobbles, gravel, and sand in a matrix of silt and clay. The heterogeneous nature of the till is a result of it being mixed and transported before being deposited, overridden, and compacted by the weight of an advancing . glacier. This unit typically exhibits very low permeability and high shear strength. Soil defined as advance outwash typically consists of clean sand with an increasing I gravel content higher in the geologic unit. Fine-grained sand and some silt are common in the lower part of this unit. Sorting, cross and horizontal stratification, and cut and fill structures are distinctive features of outwash. Advance outwash is transported by meltwater and deposited in streams and pools emanating from the face of an advancing glacier. This unit has been glacially overridden, typically exhibits moderately high permeability, and is susceptible to erosion, especially when exposed on steep slopes. Though not shown on the above -referenced geologic map, fill associated with construction of the existing hospital and past grading activities should be anticipated in the project area. 2.2 SURFACE CONDITIONS The proposed Oncology Center Addition is located within the Swedish/Edmonds hospital complex in Edmonds, Washington. The proposed building footprint is located within an existing parking area just south of the Puget Sound Cancer Centers building. The majority of the project site is paved with asphalt pavement. An undeveloped grass field is located on the east side of the project site. Structures in the vicinity of the. project site include buildings associated with Swedish/Edmonds hospital. Development surrounding the p roject area consists mainly of residential and commercial uses. 7/25/11 P:\205\00&\FdeRm\R\Swedish_rptdoex LANDAu AssOCIATES 2-1 Site topography slopes down toward the east at slopes ranging from.about I to 5 percent. Steep slopes in the vicinity of the project area were not observed at the time of our fieldwork. 2.3 SUBSURFACE SOU, CONDITIONS Subsurface conditions at the project, site were explored by advancing and sampling six exploratory borings (13- 1 through B-6) on July 1, 2011. The exploratory borings were advanced to depths ranging from about 10 1/2 to 21 1/2ft below the ground surface (BGS). The approximate locations of the soil borings are shown on Figure 2. A discussion of field exploration and laboratory test procedures, together with edited logs of the exploratory borings and the laboratory test results, is presented in Appendix A. Subsurface conditions at the project site were observed to consist of up to about 11 ft of loose to very dense, sandy and gravelly fill soil that is underlain by glacial till and advance outwash. The glacial till encountered was observed to extend down to depths ranging from about 7 to at least 2lV2ft BGS, which corresponds to the maximum depth of our borings. Advance outwash was observed below the glacial till in two soil borings (13-5 and B-6) at depths of about 7 and 71/2ft BGS. The advance outwash encounter ed in borings B-5 and B -6 extends down to depths of at least I I and 111/2 ft BGS, which corresponds to the maximum depths explored at these locations. Fill that extends down to depths of about 7 to I I ft BGS was encountered in four of our soil borings (B-1 through B-4). the fill was observed. to generally consist of loose to very . dense, silty gravelly sand, silty gravel, and very gravelly sand with silt. Stiff sandy silt was also observed in the fill in one soil boring (8-1) at a depth of about 5 ft BGS. The sandy silt was also observed to contain wet sandy zones. Perched water was also observed on the silt at this location. Wet zones were also observed in the fill in soil boring B-3 at a depth of about 5.ft BGS. The glacial till encountered was observed to consist of dense to very dense, silty to very silty, fine to medium sand with varying amounts of gravel and silty, very sandy gravel. The glacial till was also observed to contain fine to medium sand with silt and various amounts of gravel in two of the soil borings (13-1 and B-2). Hard sandy silt interbedded with silty gravelly sand was also observed in the glacial till in one soil boring (B-4) at a depth of about 7 ft BGS. The upper 2 ft of the glacial till encountered in soil boring B-4 was interpreted to be weathered based on a lower observed density. Advance outwash was observed below the glacial till in two of the soil borings (13-5 and B-6) at depths of about 7 and 71/2ft BGS. The advance outwash was observed to consist of medium dense to very dense, sandy gravel with silt, fine to medium sand, and gravelly fine to medium sand with varying amounts of silt. Fine sandy silt interbeds were also observed in the advance outwash in soil boring B-6 at a depth of about I I ft BGS. a 7125/11 P:\205\008\FileRmWSviedishrptdo� LANDAu AssocIATES 2-2 2.4 GROUNDWATER At the time of our subsurface investigation, in early July 2011, groundwater was not observed in our soil borings, which ranged in depth from about 101/2to 21 1/2ft BGS. However, trapped/perched water, wet zones, or soil that was observed to be generally wet was observed in two soil borings (13- 1 and B-3) at a depth of about 5 ft BGS. In gerjeral, where wet zones were observed, these zones were typically underlain by drier/inoist soil. Therefore, we interpret the observed wet zones to be trapped/perched water within the fill soils and not representative of the groundwater table. The groundwater conditions reported herein and on the soil boring logs -are for the specific locations and date indicated, and therefore may not necessarily be indicative of other locations and/or times. Furthermore, it is anticipated that groundwater conditions will vary depending on local subsurface conditions, the weather, and other factors. It is likely that higher groundwater levels would occur in the winter/spring months. 7/25111 P:\205\008\FdeRmNR\S�e&sk_rptdo= LANDAu AssOCIATES 2-3 r ' 3.0 CONCLUSIONS AND RECOMMENDATIONS Based upon evaluation of the data collected during this, investigation, it is our opinion that subsurface conditions at the project site are suitable for the. proposed project, ppvided the recommendations contained herein are incorporated into the project design. The following sections present conclusions and recommendations regarding environmental considerations, site preparation and earthwork, reuse of onsite soils, wet weather earthwork fill placement and compaction, seismic design, shallow foundation support and settlement, concrete slabs -on -grade, below -grade retaining walls, low rockery walls, and onsite infiltration considerations for low -impact developme nt techniques. 3.1. ENVIRONMENTAL CONSIDERATIONS We understand that the eastern half of the proposed oncology center addition will be constructed over a portion of the former Cross Property.. The Cross Property was acquired by Swedish/Edmonds Hospital around the mid to late 19808 and was formerly an automobile salvage yard., Based on the available historic information for the project area that we reviewed, there have been detections of TPH and/or the VOC tetrachloroethene (i.e., PCE, a solvent) at. concentrations greater than the Washington State Department of Ecology (Ecology) Model Toxics Control Act (MTCA) Method A cleanup levels in samples of soil and groundwater collected from the Cross Property. Based on the history of the Cross Property, our scope of services included collecting soil samples from the borings for laboratory analysis. During the subsurface investigation, soil samples were screened for evidence of contamination based on visual and olfactory information, and on PID readings. These screening methods did not detect evidence of contamination. For purposes of analytical testing, one representative soil sample was. collected from each 1�orehole and submitted for selected chemical analyses by an Ecology -approved analytical laboratory. The samples were collected from each soil boring at depths of 10 or 15 ft BGS. ALS Environmental laboratory conducted the tests on the submitted samples. The samples were tested for tPH using the Ecology -approved hydrocarbon identification method (NWTPH-HCID), and VOCs by U.S. Environmental Protection Agency Method 8260B. The results of the analyse s conducted on the selected samples are provided in ALS Envirom-nental's data report, which is included in Appendix A of this report. TPH and VOCs were not detected at concentrations above the laboratory reporting limit in any of the soil samples that were analyzed. Based on th� results of the laboratory analysis on selected samples from the borings at the project site, there is no evidence of soil contamination within the footprints of the proposed building or rain gardens. Therefore, no additional worl� is recommended with respect to identification or characterization of potential environmental conditions at these locations. 7/25/11 P-.\205\008\FileRm\R\S.edish_rptd� LANDAu AssOCIATES 3-1 While ihe analytical test results on the collected samples suggest no specific evidence of contamination within the project area, provisions should be in place to address any potentially contaminated soil or groundwater encountered during construction. If evidence of potential contamination (e.g., staining or unusual odors) is detected during grading or excavation conducted as part of project construction activities, the contractor should notify Swedish/Edmonds Hospital so that the need for further investigation can be evaluated, as appropriate, and to allow for the appropriate handling and disposal of any impacted media. 3.2 SITE PREPARATION AND EARTHWORK -Site preparation and earthwork will likely include demolition of existing asphalt pavement and concrete flatwork within the proposed building footprint, excavating within the footprint of the proposed building and surrounding areas, backfilling around foundations, and preparing subgrades for footings and building floor slabs. Site preparation and earthwork may also include removal, and/or relocating existing onsite utilities. All existing structures, asphalt, sidewalks, topsoil, organic and man-made debris, and 'other deleterious material should be cleared and stripped from all areas to be occupied by the proposed building. Prior to placement of any structural fill, the exposed subgrade under all areas to be occupied by soil -supported floor slabs an d spread or continuous foundations should be compacted to a firm, dense, and unyielding condition. The subgrade should be sufficiently compacted such that the upper 12 inches of the subgrade is compacted to at least 95 percent of the maximum dry density as determined using American Society for Testing and Materials (ASTM) test method D1557.(modified proctor). The compacted surface should then be proof rolled with a fully -loaded dump truck, large self-propelled vibrating roller, or equivalent piece of equipment to identify possible loose or soft soil deposits. Proof rolling should be carefully observed by geotechnical personnel. Areas exhibiting significant deflection, pumping, or weaving that cannot be readily compacted.should be overexcavated to firm soil. Overexcavated areas should be backfilled with compacted granular material, in accordance with subsequent recommendations for structural fill. 3.3 REUSE OF SITE SOIL Soil generated from shallow cuts and/or excavations is expected to consist primarily of onsite - fill pontaining silty sand with various amounts of gravel, silty sandy gravel, and sandy silt. In general, th e soi I types are considered to be moisture sensitive due to their relatively high fines content. It may be possible to reuse portions of the onsite soils for general site grading fill, provided grading occurs during drier times of the year. It may also be necessary to moisture condition (i.e., drying or wetting as needed) 7/25/11 P:\205\008\FileRm\R\Swedish_rptdDcx LANDAu AssOCIATES 3-2 the onsite fill in order to achieve proper compaction. The onsite fill is also not considered free -draining and is therefore not recommended behind foundation walls or retaining walls. If the onsite soil generated from shallow cuts and/or excavations at the project site cannot be utilized as fill, it should be disposed of at an offsite location. Imported fill material should meet the requirements of Gravel Borrow in Section 9-03.14(l) of the 20 10 WSDOT Standard Specifications for Road, Bridge and Municipal Construction (WSDOT2010). 3.4 WET WEATHER EARTHWORK CONSIDERATIONS As described above, the onsite soil is considered to be moisture sensitive. As a result, it may be difficult to control the moisture content of the onsite soil during periods of wet weather. If construction is accomplished during wet weather, we recommend that structural fill consist of an imported, clean, well -graded sand, or sand and gravel. containing less than 5 percent passing the U.S. Standard No. 200 sieve, based on a wet sieve analysis of that portion passing the 3/4-inch sieve. In addition, if fill is to be placed or earthwork is to be performed in wet weather or under wet conditions, the contractor may reduce soil disturbance by: * Accomplishing earthwork in small sections * Sloping excavated surfaces to promote runoff • Limiting construction traffic over unprotected soil • Limiting the size and type of construction equipment used • Providing gravel "working mats" over areas of prepared subgrade • Removing wet surficial soil prior to commencing fill placement each day • Sealing the exposed ground surface by rolling with a smooth drum compactor or rubber -tired roller at the end of each working day • Providing upgradient perimeter ditches or low earthen berms and using temporary sumps to 'Collect runoff and prevent water from ponding and damaging exposed subgrades • Stabilizing the soil with an additive (such as Hine or cement kiln dust) to allow its use in wet weather. 3.5 FELL PLACEMENT AND COMPACTION Structural fill used to obtain final elevations for footings and soil -supported fl.00r slabs must be properly placed and compacted. In general, any suitable, non -organic, predominately granular soil may be used for fill material, including portions of the onsite fill and native soil, provided the material is properly moisture conditioned prior to placement and compaction, and the specified degree of compaction is obtained. If the existing onsite soil is to be reused for structural fill, any cobbles or other material greater than about 6 inches should be removed. Portions of the fill that are observed to be excessively wet 7/25/11 P:\205\008\FdeRm\R\Swedish_rptdm LANDAu AssOCIATES 3-3 at the time of construction should be removed as drying these soils may be considered impractical. Excavated site material containing topsoil, wood, trash, organic material, or construction debris will not be suitable for reuse as structural fill and should be properly disposed offsite or placed in nonstructural areas of the site where several inches of post -construction settlement is tolerable. The suitability of excavated site soil or imported soil for use as compacted structural fill will depend on the gradation and moisture content of the soil when- it is placed. As the amount of fines (that portion passing the U.S. Standard No. 200 sieve) increases, the soil becomes. increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. Soil containing more than about 5 percent fines cannot consistently be compacted to a dense, nonyielding condition when the water content is greater than about 2 to 3 percent above optimum. Optimum moisture content is defined as the moisture content at which the greatest compacted dry density can be achieved. The majority of the near surface soils at the site are considered moisture sensitive due to their high fines content. As a result, these materials may be suitable for reuse as structural fill only if placed and compacted during dry weather when the moisture content can be maintained near optimum. Furthermore, use of the onsite soil for structural fill should be limited to th e surfimer and early fall months. Structural fill should be placed in loose, horizontal lifts less than 8 to 10 inches in thickness and thoroughly compacted. All structural fill under'building areas should be compacted to. at least 95 percent of its maximum dry density, as determined using test method ASTM D 1557. Backfill placed within the zone immediately behind retaining walls or adjacent to foundation stem walls should be compacted to approximately 90 percent of its maximum dry density. Care must be exercised to avoid overcompaction of wall backfill, which could potentially damage the walls and result in the development of excess lateral pressure against the walls. 3.6 SEISMIC DESIGN CONSIDERATIONS The Pacific Northwest is seismically active and the project site could be subject to ground shaking from a moderate to major earthquake. Consequently, moderate levels of earthquake shaking should be anticipated during the design life of the project, and the proposed, building should be designed to resist earthquake loading using appropriate design methodology. We understand seismic design of the proposed structure will be in accordance with the 2009 International Building Code (IBC). According to Table 1613.5.2 of the.IBC, . the site classifies as Site dass C (very dense soil). The following spectral accelerations for a 2 percent probability of exceedance in 50 years (I -in-2,475 -year return period) should be used to determine the design response spectrum [from the U.S. Geological Survey (USGS) Ground Motion Calculator (USGS website 2011)]: 7M/11 P:\205\008\FdeRm\R\S�e&sh—rptdDm L.A�NDAu AsSOCIATES 3-4 Spectral Acceleration for short periods (Ss): 119.6% of gravity (I. I 96g) Spectral Acceleration for a I -second period (S 1): 41.8% of gravity (0.418g) The above values can be modified for Site Class C using 1.000 for site coefficient Fa, and 1.382 for site coefficient F,. The design spectral response acceleration parameters can be taken as two-thirds of the maximum considered earthquake spectral response acceleration presented above. Using the above site class and design adjustments, the following design spectral acceleration parameters can be used: SDS = 0.797 SDI= 0.385. Soil liquefaction is generally limited to granular soils located below the water table that are in a relatively loose, unconsolidated condition at the time of a large, nearby earthquake. The dense, glacially consolidated deposits that underlie the project site are anticipated to have a low susceptibility to soil liquefaction. Consequently, it is our opinion that no special liquefaction -related design or construction procedures will be necessary for this project. 3.7 FOUNDATION SUPPORT Foundation support for the proposed building will likely be provided by loose to very dense sandy fill soil that is underlain by native glacial till. Although poor foundation soils were not disclosed, in the fill at the locations explored during our field investigation, fill could be variable due to its unknown history of placement and compaction. Therefore, we recommend removing at least 2 ft of the onsite fill soils below the proposed footings and replacing withproperly compacted structural fill. The purpose of removing a portion of the fill is to provide uniform support for the proposed building. Foundation support for the proposed Swedish/Edmonds oncology center addition may be provided by continuous or isolated spread footings founded on at least 2 ft of properly placed and compacted structural fill underlain by the exi sting onsite soils. The limits of the overexcavation beneath the footings should extend laterally beyond the edge of each side of the footing a distance equal to one- half the depth of the excavation below the base of the footing. Alternatively, overexcavations; could be backfilled to the design footing elevation with lean concrete or foundations may be extended to bear on dense, undisturbed native soil. If lean concrete is used to backfill the overexcavation, the limits of the overexcavation do not need to extend beyond the width of the footing. Bearing soil disturbed during foundation excavation should either be properly recompacted or removed. All soil directly below footings should be compacted to at least 95 percent of maximum dry density (ASTM D1557) prior to placement of forms, reinforcing steel, and concrete. All continuous and 7/25/11 P:\205\00&\FfleRm\R\Swe&sbrptdo� LANDAu AssocIATES 3-5 isolated spread footings should have minimum widths of 18 and 24 inches, respectivel�, and should be founded a minimum of 18 inches below the lowest adjacent final grade. Assuming the above foundation support criteria are satisfied, continuous or isolated spread footings founded directly on native soil or properly compacted structural fill extending down to native soil, in ay be proportioned using a maximum net allowable soil bearing pressure of 2,500 pounds per square ft (psf). The term "net allowable bearing pressure" refers to the pressure that can be imposed on the soil at foundation level resulting frorh the total of all dead plus'live loads, exclusive of the weight of the footing or any backfill placed above the footing. The net allowable bearing pressures may be increased by one-third for transient wind or seismic loads. Passive earth pressures that develop against the sides of the building foundations, in conjunction with friction developed between the base of the footings and the supporting'subgrade, will resist lateral loads transmitted from the structure to its foundation. For design purposes, the passive resistance of well -compacted fill placed against Walls or the sides of foundations may be considered equivalent to a fluid with a density of 290 pounds per cubic ft. The recommended value includes a safety factor of about 1.5 and is -based on- the assumption, that the ground surface adjacent to the structure is level in the direction of movement for a distance equal to or greater than twice the embedment depth. The recommended value also assumes drained conditions that will prevent the buildup of hydrostatic pressure in the compacted fill. In design computations, the upper 12 inches of passive resistance should be neglected.if the soil is not covered by floor slabs or pavement. If future plans call for the removal of the soil providing resistance, the passive resista nce should not be considered. An allowable coefficient of friction between concrete and soil of 0.32, applied to vertical dead loads only, may be used to calculate the resistance to sliding at the base of the foundation elements bearing on undisturbed native soil or w6ll-compacted granular fill. However, if passive and frictional resistance are,considered together, one-half of the recommended passive soil resistance value should be used because larger strains are required to mobilize the passive soil resistance as compared to frictional resistance. A safety factor of about 1.5 is included in the base friction design value. We do not recommend increasing the coefficient of friction to resist seismic or wind loads. 3.8 FOUNDATION SETTLEMENT Settlement of shallow foundations depends on.foundation size and bearing pressure, as well as the strength and compressibility characteristics of the underlying soil. Assuming construction is accomplished as previously recommended and for the., maximum allowable soil bearing pressu re r ecommended above, we estimate the total settlement of foundations should be less than about I inch and differential settlement between two adjacent load -bearing components supported on competent soil should 7/25/11 P:\205\008\Fi]eRm\R\Sweffis4_rptdo� — LANDAu AssociATEs 3-6 be less than about 1/2 inch. The estimated settlements assume that column loads will be less than 100 kips and that perimeter footing loads will be limited to 5 kips'per lineal foot. The soil response to applied stresses caused by structural and other loads is expected to be predominately elastic in nature, with most of the settlement occurring during construction as loads are applied. 3.9 CONCRETE SLABS -ON -GRADE Conventional slab -on -grade floor construction is considered feasible for the proposed construction. Floor slabs may be supported on a minimum of 2 ft of properly compacted structural fill underlain by the onsite fill. The purpose of removing the upper 2 ft-of onsite fill is to address the potential variability in the existing fill and provideuniform support for the proposed floor slab. Prior to slab construction, a minimum of 2 ft of the existing onsite fill should be removed. - Prior to backfilling overexcavated areas, the exposed subgrade should be compacted to a firm, dense, and unyielding surface. The prepared subgrade should be checked by a qualified geotechnical engineer for a ny loose and/or disturbed areas. If detected, these areas should be further overexcavated and compacted as recommended above. All overexcavated areas should be backfilled to design slab subgrade with properly compacted structural fill according to the recommendations presented in Section 3'5 of this report. A minimum of 4 inches of clean, free -draining material, such as nominal 5/8-inch minus washed gravel should be placed beneath slab -on -grade floors to act as a capillary break layer. A condensation barrier, such as visqueen or a membrane, should be placed beneath slab -on -grade floor§ to prevent condensation of water vapor on the bottom of the floor slab ind wicking:up through the floor slab. The condensation barrier should consist of a minimum 10-mil membrane with tape -sealed joints. The American Concrete Institute (ACI) guidelines recommend that 4 inches of compacted granular fill, such as 5/8-inch minus crushed rock be placed over the barrier to facilitate curing of the concrete floor slab and to protect the vapor barrier. The ACI no longer recommends sand for the protection layer. If moisture control within the building is critical, we recommend an inspection of the condensation barrier to verify that all openings have been properly sealed. Exterior concrete slabs -on -grade, such as sidewalks, may be supported directly on the onsite fill; however, long-term performance will be enhanced if exterior slabs are placed on a layer of clean, durable, free -draining granular material. 3.10 BELOW -GRADE RETAINING WALLS The magnitude of lateral earth pressures that develop against below -grade walls will depend upon the inclination of any adjacent slopes, ty�e of backfill, degree of wall restraint, method of backfill 7/25/11 P:\205\008\FileRm�R\S�mdish_rptdo�, LANDAu AssocIATES 3-7 placement, degree of backfill compaction, drainage provisions, magnitude and location of any adjacent surcharge loads, and the degree to which the wall can yield laterally during or after placement of backfill. When a wall is restrained against lateral movement or tilting, the soil pressure exerted is the at -rest soil pressure. Such wall restraint may develop if a rigid structural network is constructed prior to backfilling or if the wall is inherently stiff or is otherwise restrained from rotation. In contrast, active soil pressure will be exerted on a subsurface structure or wall if its top is allowed to rotate or yield a distance of approximately 0.00 1 times its height or greater. We recommend that non -restrained (yielding) walls with level backfill under drained conditions be designed for an equivalent fluid density of 35 pounds per cubic ft (Pco for active soil conditions. Nonyielding (restrained at the top) walls with level backfill under drained conditions should be designed for an equivalent fluid density of 55 pcf for at -rest conditions. For undrained conditions, yielding walls with level backfill should be designed to resist an equivalent fluid density of 80 pcf. Nonyielding walls with level backfill under undrained conditions should be designed for an equivalent. fluid density of 90 pcf. The equivalent fluid densities recommended for use under undrained conditions include hydrostatic pressure. The above recommendations regarding active and at -rest earth pressures assume that the backfill placed against the below -grade walls will consist of property compacted structural fill, and no adjacent surcharge loads. If the subsurface walls will be subjected to the influence of surcharge loading within a horizontal distance equal to or less than the height of the walls, the walls should be designed for the additional horizontal pressure. For rigid walls, a uniformly distributed lateral pressure of 0.44 times the surcharge pressure should be included. For walls free to rotate during loading, a uniformly distributed lateral pressure of 0.28 times the surcharge pressure should be included. A minimum surcharge pressure of 250 psf should be assumed when estimating the additional load on basement walls adjacent to parking areas and traveled roadways. 3.11 DYNAMIC LATERAL EARTH PRESSURES. Dynamic lateral earth pressures. should be included in t he design of below grade walls. According to Section 1803.5.12 of the 2009 IBC, dynamic lateral earth pressures should be based on a design seismic event with a 2 percent probability of exceedance in a 50-year period (1-in-2,475-year event). A peak horizontal ground acceleration 31.9 percent.of gravity (0.319g),'as determined per Section 1803.5.12, Item 2 of the 2009 IBC, was used to estimate the design seismic earth pressures on below grade walls. A lateral pressure distribution of I OH (H is the vertical height of the wall in feet) at the top of the wall and 3H at the bottom of the wall. should be added to the static lateral earth pressures for all non- 7/25/11 PA205\008\FUeRmWSwedish_rptdo� LANDAu AssOCIA7ES 3-8 restrained (yielding) walls with a level backslope.: The recommended lateral pressure distribution is an inverted trapezoid and should be applied over the height of the wall and the resultant should be assumed to act at a point 0.6H above the base of the wall. The recommended lateral earth pressute assumes that the wall will be free to rotate and translate during a strong motion earthquake. A lateral pressure distribution of 27H at the top of the wall and 7H at the bottom of the wall should be added to the static lateral earth pressures for all restrained (non -yielding) walls with a level backslope. 'The recommended lateral pressure distribution is an inverted trapezoid and should be applied over the height of the wall and the resultant should be assumed to act at a point 0.6H above the base of the wall. The recommended lateral pressure assumes that the wall is restrained against rotation and translation during a strong motion earthquake. 3.12 LOW ROCKERY WALLS We understand the current design concept includes several low rockery walls (less than about 4 ft in height) to achieve design site grades. The proposed rockery walls will likely be founded in, and support the onsite fill soils. These soils will likely consist of silty sand with varying amounts of silt and silty, sandy gravel. In our opinion, these soils will likely provide suitable foundation support for the proposed rockeries. It should be noted that a rockery is a protective system that helps retard weathering and erosion on an exposed soil face. Although it wi'll provide some degree. of retention, it is not a designed or engineered system as in a reinforced concrete retaining wall. The degree of retention achieved is dependent upon the size of rock used (i.e., the weight of the rock) and the height of the wall. The larger the rock, the more competent the wall will be if it is properly constructed. Rockeries are also considered to be subject to displacement and toppling during seismic events. Rockeries should be considered maintenance items that will require periodic inspection and repair and may require replacement if the type of rock chosen does not weather well. Rockery walls should be designed and constructed in accordance with the City of Edmond's standard for rockery walls. Rockeries in excess of 4 ft in,height should be design by'a qualified engineer. Rocks for rockery construction should be sound, durable, and meet the requirements for Rock for Rock Walls as described in Section 9-13.7 of the -20 10 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction. Rockery walls typically are battered at 6:1 (Vertical: Horizontal) or flatter and have a base dimension that is at least 1/2 the height of the wall. Wall drainage, which typically consists of a 4-inch diameter perforated drain pipe wrapped in an envelope of washed rock and a geotextile separator fabric, is also generally incorporated into the design. Backfill behind rockery walls typically consists of free draining material of sufficient size to prevent flow of soil through the face of the rockery. 7/25/11 P:\205\008\FileRm\R\Swedist�_rptd= 3-9 LANDAu AssoCIATES The integrity and performance of a rockery is highly dependent on the skill and experience of.the rockery contractor and proper rock placement. Rockeries should be built such that the long dimension of the rocks extends back towards the cut face to provide maximum stability. The rocks should be placed to avoid continuous joint planes in vertical or lateral directions. Whenever possible, each rock should bear on two or more rocks below it, with good flat -to -flat contact. The top surface of each rock should dip back into the slope and away from the face of the wall. Rock selection and placement should minimize voids between rocks. Opening s between rocks should be filled with quarry spalls. 3.13 LOW IMPACT DEVELOPMENT CONSIDERATIONS We understand the current design concept includes rain gardens to minimize impacts to the existing stormwater system. Currently, the project includes two rain gardens; one is proposed just south of the proposed building (West Rain Garden) and the second is proposed about 500 R east of the proposed building in an existing grass field (East Rain Garden). We understand that the prop osed rain gardens will be desi . gned in accordance with the requirements outlined in the City of Edmonds Stormwater Code Supplement to Edmonds Community Development Code Chapter 18.30.(City of Edmonds 2010). The following sections provide our recommendations regarding design infiltration rates at the proposed west and east rain gardens. In order to estimate presumptive infiltration rates for the onsite soils, the USDA textural classifications of five samples of the onsite fill and four samples of the native glacial till were determined. The tested samples were collected between 2'/2and 7'/2ft BGS and are considered to be representative of typical infiltration conditions at the west and east rain gardens. The results of our analysis suggest that the onsite fill classifies as a SANDY LOAM and LOAMY SAND and that the native glacial till classifies as a SANDY LOAM soil according to the USDA textural classification. For infiltration purposes, the worst -case (slowest infiltration rate) of the onsite fill and native glacial till soils is a SANDY LOAM soil. Section.4.52 of the Supplement outlines City requirements for estimating design infiltration rates. for LID techniques. For purposes of our analysis, the USDA textural class method was used. Table C-1 provides long-term (design) infiltration rates for infiltration facilities based on the USDA textural class method. As per Section 4.5.2 of the Supplement, the correction factors presented on Table C-I should be increased by a factor of 2 based on the time of year the tests were conducted. For the SANDY LOAM soil that is considered to be representative of the onsite fill and native glacial till, we recommend a long-term (design) infiltration rate 0.125 inches per hour. The recommended rate incorporates a coff ection factor that is appropriate for the time of year 'the test samples were collected. 6' 7/25/11 P:\205\008THeRmN"wedish.�ptd= 3-10 LANDAu AssOCIATES 4.0 GEOTECHNICAL CONSULTATION AND CONSTRUCTION MONITORING Landau Associates recommends that a geotechnical engineer familiar with the project design review the earthwork and foundation portions of the design drawings and specifications. The purpose of the review is to verify that the recommendations presented in this report have been properly interpreted and incorporated in the design and specifications. We recommend that geotechnical construction monitoring services be provided. These services should include observation by geotechnical personnel during fill placement/compaction activities and subgrade preparation operations to verify that the recommended subgrade conditions are obtained beneath the proposed building. We also recommend that peri O*dic field density testing be performed to verify that an appropriate degree of compaction is obtained. Footing excavations should be observed by geotechnical personnel prior to concrete placement, to verify that subgrade conditions are in accordance with the recommendations of this report. The purpose of these services would be to observe compliance with the design concepts, specifications, a�d recommendations of this report, and in the event subsurface conditions differ from those anticipated before the start of construction, provide revised recommendations appropriate to the conditions revealed during construction. Landau Associates would be pleased to provide these services for you. I k 7/25/11 P:�2O�\00$\FfleRm\R\Swedish_rptdo= LANDAu AssOCIATES 4-1 5.0 USE OF THIS REPORT Landau Associates prepared ihis.report for the exclusive use of SWedish/Edmonds Hospital and their consultants for specific application to the design of the Oncology Center Addition project in Edmonds, Washington. Use of this report by others or for another. project is at the user's sole risk. Within the limitations of scope, schedule, and budget, our services have been conducted in accordance with generally accepted practices of the geotechnical engineering profession; no other warranty, express or implied, is made as to the professional advice included in this report. The conclusions and recommendations contained in this report are based in part upon the subsurface data obtained from the explorations completed for this study. There may be some variati6n in subsurface soil and groundwater conditions at the site, and the nature an'd.ektent of the variations may not become evident until construction. Accordingly, a contingency for unanticipated conditions should be included in the construction budget and schedule.� If variations in subsurface conditions are encountered during construction, Landau Associates .should be notified for review of the recommendations of this report, and revision f such if necessary. If q, there is a substantial lapse of time between submission of this report and the start of construction, or if conditions change due to construction operations. at or adjacent to the project.site, we recornmend that we review this report to determine the applicability of the conclusions and recommendations. contained herein. We appreciate the opportunity to provide geotechnical services on this project and look forward to assisting you during the construction ph ase. If you have any questions or comments regarding the information contained in this report, or if we may be of further service, please call. LANDAU ASSOCIATES, INC. Dana L. Olcott, P.E. Senior Project Engineer Steven R. Wright,'P.E. Senior Associate DLO/SZW/rgm WA 42319 01YAL 7121n I F.VOS\Wg\riltRm\R\SwcJtsh-".tAxm LANDAu AssocIATES 571 6.0 REFERENCES . Booth, D.B., Cox, B.F., Troost, K.G., Shimel, S.A. 2004. DRAFT Composite Geologic Map of the Sno- King Area, Central Puget Lowland, Washington. Seattle -Area Geologic Mapping Project (SGMP), University of Washington, and the United States Geological Survey. January. City of Edmo(nds. 20 10. &hib it A, Stormwater Code. Supplement to Edmonds Com mun ity Development Code Chapter 18.30. hqp://www.ci.edmonds.wa.us/CityDei)artments/EnarD612t/strmWtrMizmt/EdmondsStorrnwaterSuRRIemen tFinal20100428.pd Accessed July 8, 2011. International Code Council (1CC). 2009. 2009 International Building Code. USGS website. 2011. Earthquake Hazards Program, Java Ground Motion Parameter Calculator. Version 5. 1. 0. http://earthquake.usgs.gov/hazards/desigiim�ps/iavacal�."h . Accessed July 11, 2011. WSDOT. 2010. Standard Specifications for Road, Bridge and Municipal Construction. M41-10. Washington State Department of Transportation. Mwn P-.\205\008\FileRm\R\S�ediSE�_FptdOCX 6-1 LANDAu ASSOCIATES 61- M�plewc2k';�'!e' S.", 11 1 -7. if coil, ine, i a a j , 1;.- .7 Cc Mai g P C 4 —jr- nds�WoodWay. Hi V, we :e Ell rnenia '��or 7-1 A: ESP Oark :.- I ' - - --' ; . I /i, .1 .1 - 0 'lace Elerne'n� ry SCH r 'L�46,�6o� municipal Golf Course ,Place.,Midale�School & s nn -400d,Nelgho . a , rh ood� 212th T I School S Niou-, -- Rita 0 99 7 ;'J --:7 Ballinger Lakes Golf Courie I 0:xviao., Lakos GC 7- N j7.77 Jr Kingi-TeTple'Chri L 7 eterazm I emorial Park -1. d . .— " J—, Location Everc4t 0 1,500 3,000 Edmonds Seattle Spokane Tacoma et Wa s h i n g t o n Data Source: ESRI 2008 Swedish/Edmonds Hospital Figure LANDAU Oncology Center Addition Vicinity Map ASSOCIATES Edmonds, Washington I Of Le end B-1 APPM)dMate Boring Location and Designation v?, S L 'I V 7 1 V Ing I Proposed Sudd B-6 Locafion (Appioximate) i Garden i Pro�.os!cl R?in B-2 3"',j B-3 ..an t I Proposed Rain , 44b, ---- - --------- % Al W, nit, 4r v 4f e, t I, 9 7. t S4 % 0", 99 + A — El� ��" "Xil Note Source: Pacific Geornatic SerAces, Inc. 5/11 1 /2011, Google Earth Piolessione120110 I . Stack and while leproduclMn of this color 0 60 120 Swedish/Edmonds Hospital LANDAU o(ginal may reduce Its effectnieness and Oncology Center Addition Site and Exploration Plan ASSOCIATES load to Incorrect interpretation. Scale In Feet I Edmonds, Washington -Z 41' APPENDIX A Field Explorations and Laboratory. Testing APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTING Subsurface conditions at the project site were explored on July 1, 2011. The exploration program consisted of advancing and sampling six exploratory borings (13-1 through B-6) at the approximate locations illustrated on the Site and Exploration Plan (Figure 2 of this report). Two of the exploratory borings (B-1 and B-2) were advanced in the proposed bu ilding footprint and four (B-3 through B-6) were advanced in the proposed infiltration areas. The exploratory borings were advanced to depthsrang ing from about 101/2 to 211/2 ft below the existing ground surface using the hollow -stem auger drilling technique. Holocene Drilling, Inc. of Puyallup, Washington advanced the borings under subcontract to Landau Associates. The explorations were located approxim ately in the field by hand taping from existing physical features and referenced to a base map provided by Swedish/Edmonds Hospital. The ground surface elevations at the locations of the exploratory borings advanced in the vicinity of the footpr int of the proposed building were interpreted from topographic information indicated on the above -referenced site map; ground surface elevations at the locations of the exploratory borings advanced in the vicinity of the infiltration area proposed east of the proposed building were not determined. The field exploration program was coordinated and monitored by a Landau Associates engineering geologist who also obtained representative soil samples, maintained a detailed record of observed subsurface soil and groundwater conditions, and described the soil encountered by visual and textural examination. Each representative soil type observed in our exploratory borings was described using the soil classification system shown on Figure A-1, in general accordance with American Society for Testing and Materials (ASTM) D2488, Standard Recommended Practice for Description of Soils (Visual -Manual Procedure). Summary logs of the exploratory borings are presented on Figures A-2 through A-7. These logs represent Landau Associates' interpretation of subsurface conditions identified during the field e xploration program. The stratigraphic contacts shown on the summary logs represent the approximate boundaries between soil types; actual transitions may be more gradual. The soil. and groundwater conditions depicted on the summary logs are only for the specific date and locations reported and, therefore, are not necessarily representative of other locations and times. A further discussion of the soi I and groundwater conditions observed is contained in the text portion of this report. Representative disturbed samples of the soils encountered in the exploratory borings were obtained at selected intervals using a 1.5-inch inside -diameter Standard Penetration Test split -spoon sampler. - The sampler was driven up to 18 inches into the undisturbed soil ahead of the drill bit with a 140-lb automatic hammer falling a distance of approximately 30 inches. The number of blows required to drive the sampler for the final 12 inches of soil penetration, or part thereof, is noted on the boring logs, 7/25/11 P:\205\008TfleRm\R\Swe&A_ap&d= . A-1 LANDAu AsSOCIATES adjacent to the appropriate sample notation. Upon completion of drilling and sampling, the boreholes were abandoned in general accordance with the requirements of Washington Administrative Code (WAC) 173-160. Geotechnical Laboratory Testing Program Samples obtained from the exploratory borings were taken to our laboratory for further examination and testing.. The geotechnical laboratory testing program, which was performed in general accordance with the ASTM standard test proc.edures described below, was limited to visual inspection to confirm our field soil descriptions, and determination of natural moisture content and grain size distribution. The natural moisture contents of selected soil samples obtained from our exploratory borings were determined in general accordance with ASTM D2216 test procedures. The results from the moisture content determinations are indicated adjacent to the corresponding samples on the summary logs. Combined sieve and hydrometer analyses were conducted on selected soil samples obtained from our exploratory borings in general accordance with ASTM D422 test procedures. The results are presented in the form of grain size distribution curves on Figures A-8 through A-10. The U.S. Department of Agriculture (USDA) textural classifications based on the combined analyses that were performed are presented on Figure A- 11. Analytical Laboratory Testing Program For purposes of analytical testing, one representative soil sample was collected from each borehole and submitted for selected chemical analyses by an Ecology -approved analytical laboratory. ALS Environmental in Everett, Washington conducted the chemical analysis on the soil samples. The collected soil samples selected for laboratory analysis were placed directly into glass jars or pre -preserved vials provided by the laboratory, and then into coolers with ice for delivery to the laboratory in accordance with pr oper chain -of -custody procedures. During the subsurface investigation, soil samples were screened for evidence of contamination based on visual and olfactory information, and on photoionization. detector (PID) readings. A representative portion of soil from each sample interval was placed in an airtight plastic bag and allowed to stabilize prior to monitoring with a PID. Soil samples collected for volatile organic compounds (VOC) and total petroleum hy drocarbons (TPH) were collected using U.S. Environmental Protection Agency (EPA) Sampling Method 5035A. The selected soil samples from the borings were tested for TPH using the Ecology -approved hydrocarbon identification method (NWTPH-HCID), and VOCs by EPA Method 8260B.' The results of the chemical analyses conducted on the selected soil samples are provided at the end of this appendix. 7/25411 P:\205\008\FiIeRm\R\Sw . edish_apado� A-2 LANDAu AssOCIATES Soil Classification System USCS MAJOR GRAPHIC LETTER DINFISIONS SYMBOL SYMBOLf" TYPICAL DESCRIPTIONS 121131 GRAVELAND CLEAN GRAVEL P. GW Well -graded gravel; gravel/sand mixture(s); little or no fines 3 GRAVELLY SOIL (Little or no fines) Poorly graded gravel; gravellsand mixture(s); little or no fines 6 &.Q 0. n GP M ID (More than 50% Of Silty gravel; graveUsand/sift mixture(s) GRAVEL WITH FINES It r r GM LLj E K coarse fraction retained (Appreciable amount of on No. 4 sieve) fines) GC CAayey gravel; gravel/sand/clay mixture(s) 0Z SAND AND CLEAN SAND SW Well -graded sand; gravelly sand; little or no fines U) SANDY SOIL (Little or no fines) Poorly graded sand; gravelly sand; little or no fines SP < 20 (More than 50% of Silly sand; sand/sift mixture(s) SAND WITH FINES SM 0 21 C-) coarse fraction passed (Appreciable amount of SC through No. 4 sieve) fines) CAayey sand; sand/clay mikture(s) -J MIL Inorganic silt and very fine sand; rock flour, silly or clayey fine San or clayey silt with slight 0 SILT AND CLAY plasticity Inorganic clay of low to medium plasticity; gravelly day, sandy CIL (Liquid limit less than 50) clay, silly day, lean day � OL W U) cc > Z E.w Organic silt; organic, silty day of low plasticity M �, Z—e C3 C) 'a - MH Inorganic sift; micaceous or diatomaceous fine sand Q) 2 N 0 SILT AND CLAY ;�2 0 MZ CH Inorganic day of high plasticity, fat clay E LL (Liquid limit greater than 50) Organic day of medium to high plasticity', organic sift OH HIGHLY ORGANIC SOIL PT' Peat; humus; swamp soil with high organic content GRAPHIC LETTER OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS PAVEMENT AC or PC Asphalt concrete pavement or Portland cement pavement ROCK RK Rock (See Rock Classification) WOOD WD Wood, lumber, wood chips DEBRIS 0/0,� D13 Construction debris, garbage Notes: 1. USCS letter symbols correspond to symbols used by the Unified Soil Classification System and ASTM classification methods. Dual letter symbols (e.g-, SP-SM for sand or gravel) indicate soil with an estimated 5-15% fines. Multiple letter symbols (e.g., MUCL) indicate borderline or multiple soil r, R 2. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils (Visual -Manual Procedure), outlined in ASTM D 2488. Where laboratory index testing has been conducted, soil classifications are based on the Standard Test Method for CAassification of Soils for Engineering Purposes, as outlined in ASTM D 2487. 3. Soil description terminology is based on visual estimates (in the absence of laboratory test data) of the percentages of each soil type and is defined as follows: I Primary Constituent: > 50% - "GRAVEL," "SAND,' "SILT," "CLAY," etc. , Secondary Constftuents:' > 30% and < 50% 'very gravelly," 'very sandy," *very silly," etc. > 15% and < 30% "gravelly," "sandy," "silty," etc - Additional Constituents: > 5% and � 15% - 'with gravel," "with sand,"'Wth sift," etc. < 5% - "with trace gravel," "with trace sand," "with trace silt," etc., or not noted. 4. Soil density or consistency descriptions are based on judgement using a combination of sampler penetration blow counts, drilling or excavating . conditions, field tests, and laboratory tests, as appropriate. Drilling and Sampling Key Field and Lab Test Data. SAMPLER TYPE SAMPLE NUMBER & INTERVAL Code Description Code Description a 3.25-inch O.D., 2.42-inch I.D. Split Spoon PP = 1.0 Pod(et Penetrometer, tsf b 2.ONnch O.D., 1.50-inch I.D. Split Spoon Sample Identification Number TV = 0.5 Torvane, tsf c Shelby Tube F�i PID = 100 Photoionization Detector VOC screening, ppm d Grab Sample Recovery Depth Interval W=10 Moisture Content, % e Single -Tube Core Barrel If 11 4 Sample Depth Interval D = 120 Dry Density, pcf , f Double -Tube Core Barrel -200 = 60 Material smaller than No. 200 sieve, % g 2.5G-inch O.D., 2.00-inch I.D. WSDOT Portion of Sample Retained GS Grain Size - See separate figure for data h 3.00-inch O.D., 2.3754nch I.D. Mod. California for Archive or Analysis AL Atterberg Limits - See separate figure for data i Other - See text if applicable GT Other Geotechnical Testing 1 300-lb Hammer, 30�inch Drop CA Chemical Analysis 2 14Wb Hammer, 304nch Drop Groundwater 3 Pushed 4 Vibrocore (Rotosonic/Geoprobe) Approximate water level at time of drilling (ATD) 5 Other - See text if applicable Approximate water level at time other'than ATD I Swedish/Edmonds Hospital. 1, Figure LANDAU Cincology Center Addition Soil Classification System and Key ASSOCLATE Edmonds, Washington I A-1 B-1 LAI Project No: 205008.010 SAMPLE DATA SOIL PROFILE Moisture Content plasbe UqWd Limft Lk�il 10 20 30 40 0 -6 Drilling Method:. Hollow -Stem Auger E :3 CL >1 Z -0 E >1 -a E Ground Elevation (ft): 368 A SPT N-Value A A NorSWdwd KWalue a C Z 0 M U) Cn 10 20 30 40 2 CD 'Z6 'a 0 'a LL _6 Cii 0 .2 = (n Drilled By: Holocene Drilling Inc. X Fines Content (%) X (D > E M E CU 3: �2 - (D CL 2 0 Logged B, BEC Date: 07/01/11 :3 2 0 W Cn .6 U) Co 0 0 1.0 20 30 40 -0 0 0 0, AC ASPHALT CONCRETE PAVEMENT (2 SM inches AC ov�r 2 inches of c�nu�shed base of c p co course�) Reddish brown, silty, gravelly, fine to medium SAND (k)ose, moist) W= 12 (FILL) 8 -E -365 S-1 b2 7 8 W 0 Z -5 perched water at 5 ft BGS — — — — — — — — — — — — — — — — — — .......... 7 S-2 b2 14 ML Light reddish brown, sandy SILT interbedded with silty, fine SAND, with 2 occasional wet sandy zones (medium (D dense/stiff, moist to wet) ------------------ Light reddish brown, silty, fine to medium -360 S-3A SAND with gravel (dense, moist to wet) S-3BI b2 42 SM Light brown, silty, gravelly, medium to coarse SAND (dense to very dense, moist) (GLACIAL TILL) -10 50/ W 15 S-4 ]7 b2 4- -355 -§M 'Gght 6-ro-wn-,si-fty,-fine t-omedium-S-AN-D - - - - - - (very dense, moist). S-5A W 13 S-513 b2 79 - - - - - - SM - - - - - - - - - - - - - - - - - - - - - Light brown, silty, gravelly, medium to coarse SAND (very dense, moist) 350 -S-p-t - Dg-ht &n:;wr�fin-e To §Wl�-WFh ii�lt- - - - SM and gravel (very dense, moist to wet) S-6 b2 70 W = 16 GS Boring Completed 07/01/11 Total Depth of Boring = 21.5 ft. 25 Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Referen �'e to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to Soil Classification System and Key" figure for explanation of graphics and symbols. Swedish/Edmonds Hospital LANDAU Oncology Center Addition Log of Boring B-1 ASSOCLATES Edmonds, Washington xe: 50/ 4-1 791 701 Figure A-2 f B-2 LAI Project No: 205008.010 SAMPLE DATA SOIL PROFILE Moisture Content Plashc Liquw Unk uma 10 20 30 40 8 -6 -6 Drilling Method:. Hollow -Stem Auger .0 E :3 CL 0 M E m E Ground Elevation (ft): 370.5 A SPT N-Value A 4 Nor�Slwdard N-Volue a zffi 0 U) >� U) 31: 10 20 3.0 4.0 a) — 2: CL.2 (D — CL - cc .L = U) Drilled By: Holocene Drilling Inc. r- X Fines Content (%) X 'a > E A? In E M Cx In 6 0 U) v. BEC Date: 07/01/11 Logged B,.— :3 2 w U) -a U). M 0 1 0 1.0 2.0 30 40 —0 MMIAC ASPHALT CONCRETE PAVEMENT (2 —370 SP- inches AC over 2 inches of wished b ase - sm \course) Light reddish brown, very gravelly, fine to coarse SAND with sift (dense, damp) USDA Soil Class: LOAMY SAND S-1 b2 41 W=5 (FILL) 0 :x q GS W q -- — -- c GP- — — — — — — — — — — — — — — — — — — — — - I Light brown to brown, sandy GRAVELwith 0 - C,c o GM sift (very dense, moist) —5 50/ W=6 0 C 0 t C C I USDA Soil Class: LOAMY SAND ....... ....... S" 365 S-2 b2 6- ZI C - C :).� C* C I D " Cl 2 Q q q S-3 b2 26 W=6 GS —10 S-4 b2 50/ 2" F-- 20 3�O S-6 jjj Boring Completed 07/01/11 Total Depth of Boring = 21.5 ft. -Gd-h-t i6rc;��rid iWdjirsiTb�r�, si, s—an—dy— — — — GRAVEL (medium dense to very dense, moist) USDA Soil Class: SANDY LOAM SM and gravel (very dense, moist) (GLACIAL TILL) ne ery nse, t " "'wt-h SM damp) S-P--T - -Gd-h 25 Notes: 1. Stratigraphic contacts are based on field interpretations and are approArnate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to 'Soil Classification System and Key" figure for explanation of graphics and symbols. Swedish/Edmonds Hospital 14 LANDAU Oncology Center Addition Log of Boring B-2 ASSOCLATES Edmonds, Washington 0 x A 501 ................ ............... 2". Sal Figure A-3 B-3 LAI Project No: 205008.010 SAMPLE DATA SOIL PROFILE Moisture Content Plastic Uquid uit U.R 10 20 30 40 -6 �0 -6 Drilling Method:- Hollow -Stem Auger A SPT N-Value A -0 E (D CL Z E >1 .0 E Ground Elevation (fty 367 co &.Nw�Stwdard N-Value a C Z 0 M U) >1 10 20 30 40 X Fines Content X -C .2 0 i> 0) (D CL cc 0 :E U) Drilled By: Holocene Drilling Inc. > E Z .2 M — E ca 2 a) CX 0 Cn v. BEC Date: 07101/11 Logged B,.— 0 W U) ca Cn M F- 10 20 30 40 XJ TE PAVEMENT (2 ASPHALTCONCRE-11-1' GM �Glll �1-1--Nl �Z� Light brown to brown, silly, very sandy GRAVEL (medium dense, damp) —365 USDA Soil Class: SANDY LOAM (FILL) S-1 b2 15 W=7 GS a W -- --- -- SM — — — — — — — — — — — — — — — — — — — — - Light brown, very silty, gravelly, fine to 0 Z medium SAND (medium dense, wet) —5 USDA Soil Class: SANDY LOAM S-2 b2- 17 W 14 GS wet zones at 5 ft BGS 2 *A. X —360 V1 I SM Light brown, silty, very gravelly, fine to coarse SAND (very dense, damp to moist) 67 S-3 b2 67 W=6 USDA Soil Class: SANDY LOAM 0 X GS (GLACIAL TILL) —10 — — — — — — — — — — — — — — — — — — - Light brown, silty, fine to medium SAND witiT ...... ...... .... . - S-4 b2 49 W=8 gravel (dense, moist) A q Boring Completed 07/01/11 Total Depth of Boring = 11.5 ft. 1-15 1-20 25 Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. ary for a proper understanding of subsurface conditions. 2. Reference to the text of this report is necess 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. Swedish/Edmonds Hospital Figure LALANDAU Oncology Center Addition Log of Boring B-3 ASSOCLATES Edmonds, Washington A-4--j B-4 LAI Project No:'205008.01 0 SAMPLE DATA SOIL PROFILE Moisture Content (%) masfic . Uquid Uk 0 Urnft 10 20 30 40 Z — Drilling Method: Hollow -Stem Auger E CIL .0 E >� 0 .0 E Ground E levation (fty Not Determined ca A SPT N-Value A & Nor�Sw z -a CD 2.' a) 0 4z M — ca 0 U) .0 >1 U) U) Drilled By: Holocene Drilling Im 3: 10 20 16 0 > E 1� CL E W 3: — CL 0 X Fines Content X a) a W U) .6 U) .2 IM U) a) M u) 0 BEC Date: 07/01/11 Logged B,.— 1.0 20 30 40 —0 SM Light brawn, silty, gravelly, fine to medium SAND (dense to medium dense, moist) USDA Soil Class: LOAMY SAND (FILL) p 54 h2 54 W=6 GS 0. X q a 0 z q 5 less gravel at 5 ft BGS . ..... ..... . .... .. S-2 h2 38 W=7 GS 2 0 X (D SM/ Gray to brown, sandy SILT interbedded with ML silty. gravelly, fine to medium SAND S-3 h2 49 W 12 (medium densetvery stiff, moist) (WEATHERED GLACIAL TILL) SM very ha drilling at 9 ft BGS Gray -brown, silty, gravelly, fine to medium SO/ —10 S-4��h2 90/ �6�� SAND 'th th' I t rbed of fi to medium m " 'n SANDwith siltn(ve� densse,' rnn.ist) Boring Completed 07101/11 (GLACIALTILL) TOW Depth of Boring = 10.5 ft. 1-15 1-20 25 Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. Swedish/Edmonds Hospital Figure LA'LkNDAU Oncology Center Addition Log of Boring B-4 ASSOCLkTES Edmonds, Washington A-5 B-5 LAI Project No: 205008.010 SAMPLE DATA SOIL PROFILE Moisture Content Plastic Liquid Limit UM 10 20 30 40 6 0 -6 Drilling Method:. Hollow -Stem Auger .0 E a) M 'E M 8 A SPT N-Value A :3 Z >1 E Ground E levation (ft): Not Determined & Nor�S� N-Value a C z 0 to U) >1 M 10 20 30 40 2 CD Ica- 4) LL Drilled By: 1-16locene Drilling Inc. X Fines Content (%) X a) > E'� A2 M — E M V; a) 0. 2 0 U) ,- BEC Date: 07/01/11 Logged B,.— 2 0 Lu U) .6 U) Co (D D 0 10 20 30 40 SM Light brown to gray bra -An, silty, fine to medium SAND with gravel (very dense, moist) USDA Soil Class: SANDY LOAM (GLACIAL TILL) p 901 '0' 3- S-1 h2 3' w 0 M...... 155 S-2 h2 155 W=8 GS 9: X 2 901 90/ C GP- Light brown, sandy GRAVEL with sit (very S-a h2 6. w 4 -C GM dense, moist) C C C (ADVANCE OUTWASH) —10 - S-4 h2 90/ W=3 C C . C -C - trace silt at 10 ft BGS 90/ 6- 6" r CI I I Boring Completed 07/01/11 r Total Depth of Boring = 11.0 ft. 1-15 F— 20 Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key' figure for explanation of graphics and symbols. Swedish/Edmonds Hospital Figure . LANDAU Oncology Center Addition Log of Boring B-5 ASSOCLATES Edmonds, Washington A-6 B-6 LAI Project No: 205008.010 SAMPLE DATA SOIL PROFILE Moisture Content (%) Plask uWW U.� Uh 10 20 30 40 a) -6 -6 Drilling Method: Hollow -Stem Auger M E (D CL *6 -0 E .0 E. Ground E levation (fty Not Determined A SOT N-Value A A NarSW.Wd N-VWus C z -a 0 U) 10 � 20 30 40 .9 1Z a) 2 CL 4z :E Cn Drilled By: Holocene Drilling Inc. X Fines Content X 'a CD > E S? M— E M U) a) cc U) Logged By: BEC Date: 07/01/11 W U) ca U) M 1 6 Z) I 1 0 20 30 40 SM Light brown, silly, very gravelly, fine to medium SAND interbedded with sifty, sandy GRAVEL (dense, damp to moist) USDA Soil Class: SANDY LOAM (GLACIAL TILL) 89 S-1 h2 89 W=7 GS 8 0 :X W GM ------------- Light brown, sitty, very sandy, fine to coarse 0 z GRAVEL (vety dense, moist) USDA Soil Class: SANDY LOAM 132 S-2 h2 132 W=7 GS 0 X 0 SP- I Light brown, very gravelly, fine to medium A I SM SAND with sift interbedded with gravelly, fine to medium SAND with sift (very dense, a 124 S-3 h2 124 W=9 moist) (ADVANCE OUTWASH) -- — — — — — — — — — — — — — — — — — — — Light brown, fine to medium SAND with 10 trace silt (medium dense, moist) .... .. ....... q S-4A W 14 so — — — — — — — — — — — — — — -Gdh—t ;-r�w—n, thinly bedded, sifty fine SAND S-413 h2 50 hli�r ML sandy SILT and fine to medium SAND M sift (medium densetvery stiff, moist to Boring Completed 07/01/11 wet) Total Depth of Boring = 11.5 ft. ��J I 25 Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 6 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. Swedish/Edmonds Hospital LANDAU Oncology Center Addition Log of Boring B-6 ASSOCLATES Edmonds, Washington Figure A-7 205008.01 MS/11 N:%PROJECTSk2O5OO8.010.GPJ GRAIN SIZE FIGURE 100 U.S. Sieve Opening in Inches 6 4 3 2 1.5 L 314 1/2 3/8 3 4 q U.S. Sieve Numbers hWrometer 6 8 14 16 20 30 40 5060 100 140 200 90 80 70 2) a) 60 a) 50 40 IL 30 10 1 11 L 1 1. LL I IL OILLITM-] 11 Fi 100 10 0.1 0.01. 0.001 Grain Size in Millimeters Cobbles Gravel Sand Silt or Clay Coarse F-Fine Coarse Medium Fine Symbol Exploration Number Sample Number Depth (ft) Natural' Moisture Soil Description Unified Soil Classification 0 B-1 S-6 20.0 16 Fine to medium SAND with silt and gravel SP-SM M B-2 S-1 2.5 5 Very gravelly, fine to coarse SAND with silt SP-SM A B4 S-3 7.5 6 Silty, sandy, fine to coarse GRAVEL GM B-2 S-5 1--15.0--T 6 Fine to medium SAND with silt and gravel sw-SM e) B-3 S-1 2.5 7 777��ry sandy, fine to coarse GRAVEL GM LANDAU ASSOCIATES Swedish/Edmonds Hospital Oncology Center Addition Edmonds, Washington Grain Size Distribution Figure A-8 205008.01 7125/11 N:TROJECTSU05008.01O.GPJ GRAIN SVE FIGURE Cobbles Gravel Sand Silt or Clay Coarse Fine Coarse Medium Fine Symbol, Exploration Number Sample Number Depth (ft) Natural Moisture Soil Description Unified Soil Classification * B-3 S-2 5.0 14 Very silty, gravelly, fine to medium SAND SM * B-3 S-3 7.5 6 Silty, very gravelly, fine to coarse SAND SM A B-4 S-1 2.5 6 Silty, gravelly, fine to medium SAND SM B-4 S-2 5.0 7 Silty, fine to medium SAND with gravel SM G) B-5 S-2 5.0 8 Silty, fine to medium SAND with gravel SM A 0 Swedish/Edmonds Hospital Oncology Center Addition Edmonds, Washington Grain Size Distribution qnrnnA ni 719r,11 1 wwPn.jFr.T.qiqns;nnR nin nP.j rPAIN q17F F1r,1)PF Z ' 9) C r U.S. Sieve Opening in Inches U.S. Sieve Numbers Hydrometer 10 0.1 0.01 0.0 Grain Size in Millimeters Cobbles I - Gravel I Sand Silt or Clay coarse Fine Coarse Medium Fine Symbol Exploration Number Sample Number Depth (ft) Natural Moisture Soil D I ascription Unified Soil Classification 0 B-6 S-1 2.5 7 Silty, very gravelly, fine to medium SAND SM M B-6 S-2 5.0 .7 Silty, very sandy, fine to coarse GRAVEL GM RLANDAU ASSOCIATES- Swedish/Edmonds Hospital Cincology Center Addition Edmonds, Washington Figure Grain Size Distribution A-1 0 Q� 1 OOA go 1�1 Exploration Number Sample Number Depth (ft) Natural Moisture USDA Textural Classification USCS Classification 0 B-2 S-1 2.5 5 LOAMY SAND SP-SM M B-2 S-3 7.5 6 SANDYLOAM GM A B-3 S-1 2.5 7 SANDY LOAM GM B-3 S-3 7.5 6 SANDY LOAM SM (D B-4 S-1 2.5 6 LOAMY SAND SM 0 B-4 S-2 5.0 7 LOAMY SAND SM 0 B-5 S-2 5.b 8 SANDY LOAM SM '�s B-6 S-1 2.5 7 SANDY -LOAM sm, 6 S-2 5.0 7 SANDYLOAM GIVI 01 B- LANDAU ASSOCLATES Swedish/Edmonds Hospital Oncollogy Center Addition Edmonds, Washington Figure USDA Textural Classification Chart A-1 1 lot July 5, 2011 Mr. Tim Syverson Landau Associates, Inc. 130 - 2nd Ave. S. Edmonds, WA 98020 Dear Mr. Syverson, On July 1st, 6 soil samples were received by our laboratory and assigned our labor * atory project number 1107004. The project was identified as your Swedish Hospital / #0205008.010.011. The sample identification and requested analyses are outlined on the attached chain of custody record. No abnormalities or nonconformances were observed during the analyses of the project samples. Please do not hesitate to call me if you have any questions or if I can be of further assistance. Sincerely, ALS Laboratory Group �evi - Ale — Rick Bagan Laboratory Director Page 1 ADDRESS 8620 Holly Drive, Suite 100, Everett, WA 98208 1 PHONE 425-356-2600 1 FAX 42 5-356-2626 ALS Laboratory Group A Campbell Brothers Limited Company WWw.alisgi bal.com 0 r "AFV'r"C-14 A^LS Enuironmental CLIENT: Landau Associates, Inc. DATE: 7/5/2011 130 - 2nd Ave. S. ALS JOB#: 1107004 EdmondS, WA 98020 ALS SAMPLEM -01 CLIENT CONTACT: Tim Syverson DATE RECEIVED: 7/1/2011 CLIENT PROJECT: Swedish Hospital #0205008.010.011 COLLECTION DATE: 7/1/201107:45 CLIENT SAMPLE ID B-1 S-5 WDOE ACCREDITATION: C601 W-A W N-0A W W ffi-%% M REPORTING DILUTION ANALYSIS ANALYSIS ANALYTE METHOD RESULTS LIMITS FACTOR UNITS DATE BY HCID-Gas Range NWTPH-HCID U 20 1 MG/KG 07/01/2011 EBS HCID-Diesel Range NWTPH-HCID U 50 1 MG/KG 07/01/2011 EBS HCID-Oil Range NWTPH-HCID U 100 1 MG/KG 07/01/2011 EBS SURROGATE METHOD %REC BCB NWTPH-HCID 116 C25 NWTPH-HClD 119 U - Analyte analyzed for but not detected at level above reporting limit. ANALYSIS ANALYSIS DATE BY 07/01/2011 EBS 07/01/2011 EBS 3 Page 2 ADDRESS 8620 Holly Drive, Suite 100, Everett, WA 98208 : PHONE 42 5-3 56-2600 ' FAX 42 5-3 56-2626 ALS Laboratory Group A Campbell Brothers Limited Company n4oi4-r -sciW-ncon-s ritc--H-r �.n-rr-%c:n AEnuironmental ER F V, CLIENT: Landau Associates, Inc. DATE: 7/5/2011 130 - 2nd Ave. S. ALS JOB#: 1107004 Edmonds, WA 98020 ALS SAMPLEM -02 CLIENT CONTACT: Tim Syverson DATE RECEIVED: 7/1/2011 -CLIENT PROJECT- Swedish Hospital #0205008.010.011 COLLECTION DATE: 7/1/2011 08:40 CLIENT SAMPLE ID B-2 S-5 WDOE ACCREDITATION: C�01 REPORTING DILUTION ANALYSIS ANALYSIS ANALYTE METHOD RESULTS LIMITS FACTOR UNITS DATE BY HCID-Gas Range NWTPH-HCID U 21 1 MG/KG 07/01/2011 EBS HCID-Diesel Range NWTPH-HCID U 52 1 MG/KG 07/01/2011 EBS HCID-Oil Range NWTPH-HCID U 100 1 MG/KG 07/01/2011 EBS ANALYSIS ANALYSIS SURROGATE METHOD %REC DATE BY BCB NWTPH-HCID 76.0 07101/2011 EBS C25 NWTPH-HCID 80.7 07/01/2011 EBS U - Analyte analyzed for but not detected at level above reporting limit. Page 3 ADDRESS 8620 Holly Drive, Suite 100, Everett, WA 98208 PHONE 425-3 56-2600 FAX 42 5-356-2626 ALS Laboratory Group A Campbell Brothers Limited Company CLIENT: Landau Associates, Inc. DATE: 7/5/2011 130 - 2nd Ave. S. �LS JOB#: 1107004 Edmonds, WA 98020 ALS SAMPLEM -03 CLIENT CONTACT: Tim Syverson DATE RECEIVED: 7/1/2011. CLIENT PROJECT: Sweaish Hospital #0205008.010.011 COLLECTION DATE: 7/1/2011 09:40 CLIENT SAMPLE ID B-3 S-4 WDOE ACCREDITATION: C601. W REPORTING DILUTION ANALYSIS ANALYSIS ANALYTE METHOD RESULTS LIMITS FACTOR UNITS DATE BY HCID-Gas Range NWTPH-HCID 0 21 1 MG/KG 07/01/2011 , EBS HCID-Diesel Range NWTPH-HClD u 51 1 MG/KG 07/01/2011 EBS HCID-Oil Range NWTPH-HCID u 100 1 MG/KG 07/01/2011 EBS SURROGATE METHOD %REC BCB NWTPH-HCfD 7Z3 C25 NWTPH-HCID 75.9 U - Analyte analyzed for but not detected at level above reporting limit. ANALYSISANALYSIS DATE BY 07/01/2011 EBS 07/01/2011 EBS Page 4 ADDRESS 862 0 Holly Drive, Su ite 100, Eve rett, WA 98208 PHONE 42 5-3 56-2 600 FAX 42 5-356-2 626. ALS Labo,atoy Grup A Campbell B,otler, Limited Company .,WWw.a1sj1oba1.com A nic.m-r !&�ot-u-rsan-- o�uc�s r s-,^Fi-rnms:% A ALS Enuironmentaq OW W ROFFIRM RANA W�Z —1 2-0 �&K NO W11 A0 -24 CLIENT: Landau Associates,, Inc. DATE: 7/5/2011 130 - 2nd Ave. S. ALS JOB#: 1107004 Edmonds, WA 98020 ALS SAMPLEM -04 CLIENT CONTACT:. Tim Syverson DATE RECEIVED: 7/1/2011 CLIENT PROJECT: Swedish Hospital/ #0205008.010;011 COLLECTION DATE: 7/1/2011 12:10 CLIENT SAMPLE ID B-4 S-4 WDOE ACCREDITATION: C601 REPORTING DILUTION ANALYSIS ANALYSIS ANALYTE METHOD RESULTS LIMITS FACTOR UNITS DATE BY HCID-Gas Range NWTPH-HCID U 20 1 MG/KG 07/01/2011 EBS HCID-Diesef Range NWTPH-HCID U 50 1 MG/KG 07/01/2011 EBS HCID-Oil Range NWTPH-HCID U 100 1 MG/KG 07/01/2011 EBS SURROGATE METHOD %REC BCB NWTPH-HCID 74.1 C25 NWTPH-HCID 76.0 ANALYSIS ANALYSIS DATE BY 07/01/2011 EBS 07/01/201.1 EBS U - Analyte analyzed for but not detected at level above reporting limit. Page 5 ADDRESS8620 Holly Drive, Suite 100, Ev�rett, WA 98208 1 PHONE 425-356-2600,1 FAX 425-356-2626 ALS Laboratory Group A Campbell Brothers Limited Company H I) J"W��t] ' ' T"� � �` , �' ;�: " I a1sg1obM.'C0h1'; I," :' %WV%fW- A^LS*. EnWrDnMental Joc�,Ls, I . 0 -T, I F fCWT R CLIENT: Landau Associates, Inc. DATE: 7/5/2011 130 - 2nd Ave. S. ALS JOB#: 1107004 Edmonds, WA 98020 ALS SAMPLEM -05 CLIENT CONTACT: Tim Syverson DATE RECEIVED: 7/1/2011 CLIENT PROJECT: Swedish Hospital #0205008.010.011 COLLECTION DATE: 7/'1/2011 11:40 CLIENT SAMPLE ID B-5 S-4 WDOE ACCREDITATION: C601 -�1-9 "-- �-WAXMRESWI REPORTING DILUTION ANALYSIS ANALYSIS ANALYTE METHOD RESULTS LIMITS FACTOR UNITS DATE BY HCID-Gas Range NWTPH-HClD P 20 1 MG/KG 07/01/20,11 EBS HCID-Diesel Range� NWTPH-HCID U 50 - 1 MG/KG. 07/01/2011 EBS HCID-Oil Ranae NWTPH-HCID u 100 1 MG/KG 07/01/2011 EBS ANALYSIS ANALYSIS SURROGATE METHOD %REC DATE BY BCB NWTPH-HCID 78.3. 07/01/2011 EBS C25 NWTPH-HCID 78.1 07/01/2011 EBS U - Analyte analyzed for but not detected at level above reporting limit. I Page 6 ADDRESS 8620 Holly Drive, Suite 100, Everett, WA 98208 PHONE 42 5r3 56-2 600 1 FAX 42 5-3 5 6-2 626 ALS Laboratory Group A Campbell Brothers Limited Company �awww.als6lobal.colnnl-- AAkLS Enuirainmental CLIENT: Landau Associates, Inc. DATE: 7/5/2011 130 - 2nd Ave. S. ALS JOl3#: 1107004 Edmonds, WA 98020 ALS SAMPLEM -06 CLIENT CONTACT: Tim Syverso n* DATE RECEIVED: 7/1/2011 CLIENT PROJECT: Swedish Hospital #0205008.010.011 COLLECTION DATE: 7/1/2011 10:50 CLIENT SAMPLE ID. B-6 S-4 WDOE ACCREDITATION: C601, REPORTING DILUTION ANALYSIS ANALYSIS ANALYTE METHOD . RESULTS LIMITS FACTOR UNITS PATE BY HCID-Gas Range NWTPH-HCID U 20 1 MG/KG 07/01/2011 EBS HCID-Diesel Range NWTPH-HCID U 50 1 MG/KG 07/01/2011 EBS HCID-Oil Range NWTPH-HCID U 100 1 MG/KG 07/01/2011 EBS Dichlorodifluoromethane EPA-8260 U 10 1 UG/KG 07/05/2011. GAP Chloromethane EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Vinyl Chloride EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Bromomethane EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Chloroethane EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Trichlorofluoromethane EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Acetone EPA-8260 u 50 1 UG/KG 07/05/2011 GAP Carbon Disulfide EPA-8260 u 10 1 UG/KG 07/05/2011 GAP 1, 1 -Dichloroethene EPA-8260 U 10 1 UGIKG 07/05/2011 GAP Methylene Chloride EPA-8260 U 20 1 UG/KG 07/05/2011 GAP Acrylonitrile EPA-8260 U 50 1 UG/KG 07/05/2011 GAP Methyl T-Butyl Ether EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Trans- 1,2-Dichloroethene EPA-8260 U 10 1 UG/KG 07105/2011 GAP 1,1-Dichloroethane EPA-8260 U 10 1 UG/KG '07/05/2011 GAP 2-Butanone EPA-8260 U 50 1 UG/KG 07/05/2011 GAP Cis-1,2-Dichloroethene EPA-8260 u 10 1 UG/KG 07105/2011 GAP 2,2-Dichloropropane EPA-8260 U 10 1 UG/KG 07/05/2011 G.AP Bromochloromethane EPA-8260 u 10 1 UG/KG 07/05/2011 GAP Chloroform EPA-826D U 1.0 1 UG/KG 07/05/2011 GAP 1, 1, 1 -Trichloroethane EPA-8260 U 10 1 UG/KG .07/05/2011 GAP 1,1-Dichloropropene EPA-V60 U 10 1-- UG/KG 07/05/2011 GAP Carbon Tetrachloride EPA-8260 U 10 1. UG1KG 07/05/2011 GAP 1,2-Dichloroethane EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Benzene EPA-8260 U 5.0 1 UG/KG 07/05/201 i GAP Trichloroethene EPA-8260 U 10 1 UG/KG 07/05/2011 GAP 1,2-Dichloropropane EPA-8260 u 10 1 UG/KG 07/0512011 GAP Dibromomethane EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Bromodichloromethane EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Trans- 1, 3-Dichloropropene EPA-8260 U 10 1 UG/KG 07/05/2011 GAP 4-Methyl-2-Pentanone EPA-8260 U 50 1 UG/KG 07/05/2011 GAP Toluene EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Cis-1,3-Dichloropropene EPA-8260 U 10 1 UG/KG 07105/2011 GAP 1,1,2-Tnchloroethane EPA-8260 u 10 1 UG/KG 07/05/2011 GAP 2-Hexanone EPA-8260 u 50 1 UG/KG 07/05/2011 GAP 1,3-Dichloropropane EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Page 7 ADDRESS 8620 Holly Drive, Suite 100, Everett, WA 98208' 1: PHONE 42 5-3 56-2600 FAX 42 5-3 56-2626 ALS Laboratory Group A Campbell Brothers Limited Company Www.a1sg16ba1'.cciM'�'"' CLIENT: Landau Associates, Inc. DATE: 7/5/2011 130 - 2nd Ave. S. ALS JOB#: 1107004 Edmonds, WA 98020 ALS SAMPLE#: -06 CLIENT CONTACT: Tim Syverson* DATE RECEIVED: 7/1/2011 CLIENT PROJECT: Swedish Hospital / #0205008.010.011 COLLECTION DATE: 7/1/2011 10:50 CLIENT SAMPLE ID B-6 S-4 WDOE ACCREDITATION: C601 REPORTING DILUTION ANALYSIS ANALYSIS ANALYTE METHOD RESULTS LIMITS FACTOR UNITS DATE BY Tetrachloroethylene EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Dibromochloromethane EPA-8260 u 10 1 UG/KG 07/05/2011 GAP i,2-Dibromoethane EPA-8260 U 5.0 1 UG/KG 07/05/2011 GAP Chlorobe'nzene EPA-8260 U 10 1 UG/KG 07/05/2011 GAP 1,1,1,2-Tetrachloroethane EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Ethylbenzene E�A-8260 U 10 1 UG/KG 07/05/2011 GAP rn,p-Xylene EPA-8260 u 20 1 UG/KG 07/05/2011 GAP Styrene EPA-8260 u 10 1 UG/KG 07/05/2011 GAP o-Xylene EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Brornoforrn EPA-8260 U 10 1 UG/KG 07/05/2011 'GAP lsopropylbenzene EPA-8260 U 10 UG/KG 07/05/2011 GAP 1, 1,2,2-Tetrachloroethane EPA-8260 U 10 1 UG/KG 07/05/2011 GAP 1,2,3-Tdchloropropane EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Brornotienzene EPA-8260 U 1 UG/KG 07/05/2011 GAP N-Propyl Benzene EPA-8260 U 10 1 UG/KG 07/05/2011 GAP 2-dhlorotoluene EPA-8260 U 10 1 UG/KG 07/05/2011 GAP 1,3,5-Trimethylbenzene EPA-8260 u 10 1 UG/KG 07/05/2011 GAP 4-Chlorotoluene EPA-8260 U 10 1 UG/KG 07/05/2011 GAP T-Butyl Benzene EPA-8260 U 10 1 UG/KG 07/05/2011 GAP 1,2,4-Trirnethyibenzene EPA-8260 U 10 1 UG/KG 07105/2011 GAP S-Butyl Benzene EPA-8260 U 16 1- UG/KG 07/05/2011 'GAP P-1sopropyltoluene EPA-8260 U 10 1 UG/KG 07/05i2011 GAP 1,3 Dichlorobenzene EPA-8260 u 10 1 ..UG/KG 07/0512011 GAP 1,4-Dichlorobehzene -EPA-8260 u 10 1 UG/KG 07/05/2011 GAP N-Butylbenzene EPA-8260 u 10 1 UG/KG 07/05/2011 GAP 1,2-Dichlorobenzene EPA-8260 u 10 1 UG/KG 07/05/2011 GAP 1,2-Dibromo 3-Chloropropane EPA-8260 U 50 UG/KG 07/05/2011 GAP 1,2,4-Tdchlorobenzene EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Hexachlorobutadiene EPA-8260 U 10 1 UG/KG 07/05/2011 GAP Naphthalene EPA-8260 u 1 UG/KG 07/05/2011 GAP 1,2,3-Tdchlorobenzene EPA-8260 U 10 1 UG/KG 07/05/2011 GAP ANALYSIS ANALYSIS SURROGATE METHOD %REC DATE BY BCB NWTPH-HCID 80.7 07/01/2011 EBS C25 NWTPH-HClD 77.9 07101/2011 EBS 1,2-Dichiproethane A4 EPA-8260 91.5 07/05/2011 GAP Toluene-d8 EPA-8260 96.1 07/05/2011 GAP Page 8 ADDRFSS 8620 Holly Drive, Suite 100, Everett, WA 98208 PHONE 42 5-3 56-2600 FAX 42 5-3 56-2626 ALS Laboratory Group A Campbell Brothers Limited Company RMI-VT MOO-U'"OnS mic�vr o�AFvTf-icn I �/ AEnuironmental f F S CLIENT: Landau Associates, Inc. DATE: 7/5/2011 130 - 2nd Ave. S. ALS JOB#: 1107004 Edmonds, WA 98020 ALS SAMPLEM -06 CLIENT CONTACT: Tim Syverson DATE RECEIVED: 7/1/2011 CLIENT PROJECT: Swedish Hospital #0205008.010.011 COLLECTION DATE: 7/1/2011 10:50 CLIENT SAMPLE ID B-6 S-4 WDOE ACCREDITATION: C601 SURROGATE METHOD %REC 4-Bromofluorobenzene EPA-8260 98.3 U - Analyte analyzed for but not detected at level above reporting limit. ANALYSIS ANALYSIS DATE BY 07/05/2011 GAP 6 Page 9 ADDRESS.8620 Holly Drive, Suite 100, Everett, WA 98208 i PHONE 42 5-3 56-2600 1 FAX425-356-2626 ALS Laboratory Group A Campbell Brothers Limited Company com Www.Msg1qqa1. AEnuironmental NiM CLIENT: Landau Associates, Inc. DATE: 7/5/2011 130 - 2nd Ave. S. ALS SDG#: 1107004 Edmonds, WA 98020 WDOE ACCREDITATION: C601 CLIENT CONTACT: Tim Syverson CLIENT PROJECT: Swedish Hospital / #0205008.010.011 MB-070111S - Batch 1909 - Soil by NWTPH-HCID REPORTING DILUTION ANALYSIS ANALYSIS ANALYTE METHOD RESULTS LIMITS FACTOR UNITS DATE BY HCID-Gas Range NWTPH-HCID U 20 1 MG/KG 07/01/2011 EBS HCID-Diesel Range NWTPH-HCID U 50 1 MG/KG 07/01/2011 EBS HCID-Oil Range, NWTPH-HClD U 100 1 MG/KG 07/01/2011 EBS MB-063011S - Batch 1910 - Soil by EPA-8260 REPORTING DILUTION ANALYSIS ANALYSIS ANALYTE METHOD RESULTS LIMITS FACTOR UNITS DATE BY Dichlorodifluoromethane EPA-8260 u 10 1 UG/KG 06/30/2011 GAP Chloromethane EPA-8260 U 10 1 UG/KG 06/30/2011 GAP Vinyl Chloride EPA-8260 U 10 1 UG/KG 06/30/2011 GAP Bromomethane EPA-8260 U io I UG/KG 06/30/2011 GAP Chloroethane EPA-8260 U 10 1 UG1KG 06/30/2011 GAP Trichlorofluoromethane EPA-8260 U 10 1 UG/KG 06/30/2011 GAP Acetone EPA-8260 U 50 1 UG/KG 06/30/2011 GAP Carbon Disulfide EPA-8260 U 10 1 UG/KG 06/30/2011 GAP M-Dichloroethene EPA-8260 U 10 1 UG/KG 06/30/2011 GAP Methylene Chloride EPA-8260 U 20 1 UG/KG 06/30/2011 GAP Acrylonitrile EPA-8260 U 50 1 UG/KG 06/30/2011 GAP Methyl T-Butyl Ether' EPA-8260 u 10 1 UG/KG 06/30/2011 GAP Trans-1,2-Dichloroethene, EPA-8260 u 10 1 UG/KG 06/3012011 GAP 1,1-Dichloroethane EPA-8260 u 10 1 UG/KG 06/30/2011 GAP 2-Butanone EPA-8260 U 50 1 UG/KG 06/30/2011 GAP Cis- 1, 2-Dichloroethene EPA-8260 U 10 1 UG/KG 06/30/2011 GAP 2,2-Dichloropropane EPA-060 U 10 1 UG/KG 06/30/2011 GAP Bromochloromethane EPA-8260 u 10 1 UG/KG 06/30/2011 GAP Chloroform EPA-8260 u 10 1 UG/KG 06/30/2011 GAP 1,1,1-Tdchloroethane EPA-8260 U 10 1 UG/KG 06/30/2011 GAP 1,1-Dichloropropene EPA-8260 U, 10 1 -UG/KG 06/30/2011. GAP Carbon Tetrachloride EPA-8260 u 10 1 UG/KG 06/30/2011 GAP 1,2-Dichloroethane EPA-8260 u 10 1 UG/KG 06/30/2011 GAP Benzene EPA-8260 U 5.0 1 UG/KG .06/30/2011 GAP Trichloroethene EPA-8260 U 10 1 UG/KG 06/30/2011 GAP 1,2-Dichloropropane EPA-8260 u 1 0 1 UG/KG 06/30/2011 GAP Dibromomethane EPA-8260 u 10 1 UG/KG 06/30/2011 GAP Bromodichloromethane EPA-8260 u 10 1 UG/KG 06/30/2011 GAP Trans-1,3-Dichloropropene EPA-8260 U 10 1 UG/KG 06/30/2011 GAP 4-Methyl-2-Pentanone EPA-8260 50 1 UG/KG 06/30/2011 GAP Page 10 ADDRESS 8620 Holly. Drive,,Suite 100, Everett, WA 98208 1 PHONE 42 5-3 56-2600 FAX 42 S-356-2626 ALS Laboratory Group A Campbell Brothers Limited Company www;alsg'IiDbal.com. CLIENT: Landau Associates, Inc. DATE: 7/5/2011 13O-2ndAve. S. ALSSDG# 1107004 Edmonds, VVAQ802O VVOC)EACCREDD7\T|ON: C601 CLIENT CONTACT: Tim Syverson CLIENT PROJECT: Swedish Hospital /#O2U5OO8.O1U.O11 YN8'D63011S' Batch 191Q-Soil byEPA'83G8 ` Toluene sp*-8260 u 10 ' 1 uGoKG omumuon GAP ' ois'1.3-Di:mvmpmpono spAeuso u 10 1 uooKo 0*m0/2011 GAP 1.1.2-Tnnowmnmand sP*uusu u 10 1 uaxKo 06/30m011 GAP u'woxanmm sp*-8260 u so 1 umxKa 06/30/2011 o*p ' 1.3-Diomumnmnane spa-8260 u m 1 umxKo 06m0/2011 GAP ' Tooacmomomymnm spp-ouoo u 10 1' uoxKo 0*13012011 oxp mummmmwmmemono sP*-ouoo u 10 1 uG8Km 0*m0/201 GAP 1.2'oiummoomano sp*-8260 u 5.0 1 umoKo 06m0/2011 GAP ' omommonzeno sP*umm u 10 1 ucvwo 06m0/2011 GAP 1.1.1.2-Te/mmn|vmomane sP^,zoO u 10 1 UG/wG 06/30/2011 GAP ' smy/uonzono spA-8e60 u 10 1 ueoKo. 06m0/2011 GAP ' m.p�xvmno spx-8260 u uo 1 umxKo 06m0m011 GAP Styrenesp**uao u m 1 uoxKm 06/30/2011 o*p *xylena sP»-uu*o u 10 1 uooKm oommuo 1 oxp ' ommomnn spA-8e60 u 10 1 umoKo 06m0m011 oxp movmoymonzono sP*-8260 u 10 1 uoxKo 06/30/2011 GAP ' 1.1,2 sp*-uuoo o 10 1 uoxKo 06/30/2011 GAP 1 sP»,ouoo u 10 1 uG0Ko 06/30/2011 GAP ' ammouonzono epA-8260 u m 1 uoxKo 06/30o011 GAP mf*,m^aenzono spa*c*o u 10 1 uoxKo 06/30m011 GAP ' x-Chmmmmonu sp*,ou*o u 10 1 uooKo 06m0/2011 GAP 1.3 sPx-ouoo u 10 1 uooKo usmmuon GAP *-Chlummmono / ePx-8260 u 10 1 uoxKm'o6/o0/zo11 GAP r-Butyloonzono sPp~oono u 10 1 uomo 06m0/201 oxp ' 1. spA*zou ' u 10 1 uooKo 06/30/2011 aap a-Butyloonzono spA-8260 u 10 1 umxKa 06m0m011 GAP p-1oopmpvnomono EpA-0000 u m 1 UoxKG 06/30/2011 GAP ' 1.3owmvmuonzevo sp»-ouso u 10 1 VooKa 06/30/2011 GAP 1 epx*uoo u 10 1 uooKo 06/30/2011 GAP w-Butymonzvnv spx-8e60 u 10 1 umxna 06/30m011 GAP 1 spp,ouso u 10 1 uoxKe 06m0/2611 oxp 1.2-Diummo3-Chwmpmpuno sp*-8260 u so ' 1 uooKo 06m0/201 GAP ' 1,2,4-Tfichlorobenzene sPAo260 u 10 1 uo0Ko 06m0/2011 GAP Hexarchlorobutadiene' sp*~xoso u 10 1 uoxKm 06m0/201 oxp ' Naphthalene EPA-8260 u 10 1 uooKo 06/30/201 GAP paoe11 ADDRESS 86zoHolly Drive, Suite 1m\Eve mtt,w^ea2oo !PHONE 4z5-]56-zsoo FAX 4z5-3s*a6z6 ^oLaboratory Group ^ Campbell Brothers Limited Company ` A.AL-S EEnulronmental ,, CLIENT: Landau Associates, Inc. DATE: 7/5/2011 130 - 2nd Ave. S. ALS SDG#: 1107004 Edmonds, WA 98020 WDOE ACCREDITATION: C601 CLIENT CONTACT: Tim Syverson CLIENT PROJECT: Swedish Hospital #0205008.010.011 Test Batch ID: 1§10 - Soil by EPA-8260 ANALYSIS ANALYSIS SPIKED COMPOUND METHOD %REC RPD QUAL DATE BY 1, 1 -Dichloroethene -.BS EPA-8260 91.4 06/30/2011 GAP 1, 1 -Dichloroethene - BSD EPA-8260 96.3 5 0W30/2011 GAP Benzene- BS EPA-8260 79.8 06/30/2011 GAP Benzene - BSD EPA-8260 87.2 9 06/30/2011 GAP Trichloroethene - BS EPA-8260 86.3 06/30/2011 GAP Trichloroethene - BSD EPA-8260 94.4 9 06/30/2011 GAP Toluene - BS EPA-8260 83.5 06/30/2011 GAP Toluene - BSD EPA-8260 90.1 8 06/30/2011 GAP Chlorobenzene - BS EPA-8260 93.0 06/30/2011 GAP Chlorobenzene - BSD EPA-8260 100 7 06/30/2011 GAP APPROVED BY �&- 4-0— Laboratory Director Page 12 ADDRESS 8620 Holly Drive, Suite 100, Everett, WA 98208 : PHONE 425-3 S6-2600 � FAX 42 5-356-2626 ALS Laboratory Group A Campbell Brothers Limited Company El Seattle/Edmonds . (425) 778-0907 0 � Oo* 0 Tacoma (253) 926-2493 Date 14 LANDAU 0 Spokane (509) 327-9737 ASSOCIATES 0 Portland (503) 542-1080 Page Of 0 ..Chai n-of- Custody Record Testing Parameters Turnarou Project Name ProLect No. C) -�OTime -ation/Event<W'dct A Wft'�A QYYIJI�4- P,!!�andard Project Loc. [3,Accelerated Sampler's Name Project Contact -Fr?i\ SendResultsTo-- No. of Obsdrvations/Comments Sample I.D. Qatq Time Matrix Containers 3 '711111 1 n I t 'I I I X AJ[ow water samples to.settle, collect aliquot from clear portion --X— NWTPH-Dx - run acid wash/silica gel cleanup -LI-1 X—S S—!N 4 run samples standardized to product Analyze for EPH if nospecific product identified VOC/BTEX/VPH (solo: non-presery t�<-Preservecl w/methanol preserved w/sodium bisuffate. Freeze upon receipt Dissolved metal water samples* field filtered C)ther�__ Z --7Z --7Z Special Shipment/Handling:--- - or Storage Requirements Method of Shipment Xlinquish :M% Re ived . A b J Relinquished by Received by gnatur ChIll ASA— oMpature Nl� (AJ 11 ko� 1 o's C) h Signature Signature "Printed NiMR Lalr�j Printed Name ALS Printed Name Printed Name Compa N Date Time ompany ;�/'// ( Date Time -C-o-m—pany Date Time Company Date Time WHITE COPY Project File YELLOW COPY - Laboratory PINK COP� - Client Representative Re� OM C ALS ENVIRONMENTAL Sample Receiving Checklist Client: landau'Assoclaks ALS Job #: 6 1/ Project: a�ed/,S� §Qljg� Received Date: Received Time:. Z Type of shipping container: Cooler Y_ Box -Other. Shipped via: UPS/FedEx US Postal Service Courier Were custody seals on outside of sample? If yes, how many? Where? Custody seal date: Seal name: Was Chain of Custody properly'filled out (ink, signed, dated, etc.)? Did all bottles have labels? Did 0 bottle labels and tags agree with Chain of Custody? Were samples received within hold time? Did all bottles arrive in good condition (unbroken, etc.)? Was suffidient amount of sample sent for the tests indicated? Was correct preservation added to samples? If no, Sample Control added preservative to the foll owing: S=le Number Reagent Analyte Were VOA vials checked for absence of air bubbles? Bubbles present in sample 4: �emperature of cooler upon receipt: 7. / oc Explain any discrepancies: Was client contacted? Outcome of call: By: Hand Delivered Yes No N/A — V. Cold Cool Ambient N/A Who was called? By whom? Date: �c Lb -BLT-),-2-0 1-2- - / 05'7 ILI01deastle Precast' I Structural Design Calculations Product: PanelVault Customer. Skanska USA Buliding, Inc Project: Swedish Medical Center Designed By: S. C. Hiester, P.E. Date: September 12, 2012 Revised: November 9, 2012 December 17,2012 VAIIS q STREET FILE W _0 W .RESUB DEC 2 12012 BUILDING DEPAR?TMENT CITY OF EDMONDS �The design submitted is the property of and is used for the proprietary use of Utility Vault Co., Inc. only, and shall be used on prod uct'rn a nufactu red only by Utility Vault Co., Inc. Page 2 of 20 Product: Panel Vault Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 By: S. C. Hiester, P.E. Oldcastle Precast@ 2012 Materials: Concrete: 28 Day Compressive Strength f'c 7000 psi Rebar: ASTM A706 Grade 60 WWF: ASTM Al 85 Grade 65 Smcifications: Design: ACI-318-08 Building Code Loads: ASTM C-890 "Minimum Structural Design Loading For Monolithic or Sectional Precast Concrete Water and Wastewater Structures" HS-20 Single Lane Loading HS-20 Wheel Load P= 16.0 kip 30 % impact for less than 2'-0" soil cover 125 pcf soil density 55 PCF.E.F.P. Lateral Soil Pressure - above water table 110 psf Lateral Live Load. Surcharge seismic lateral soil pressure per soils report for non -yielding walls Top of Vault 4'-6" Below Grade Maximum Page 3 of 20 Product: Panel Vault Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 By: S. C. Hiester, P.E. Oldcastle Precast @ 201 - 2 Desi-qn Top Slabs - 30" Design as "T" beams Case 1: 2'-0" soil cover and HS-20 Single Lane Loading 101, span= 20.75 ft design width= 2.5 ft Fraction of load to each beam per AASHTO 3.23.3 transverse distribution= 2.5/6= 0.417 each beam Loads: soil= (1.2)(.125)(2.0)(2.5)= 0.750 ksf 20" beam= (1.2)[(2.50)(.417)+(.917)(.833)](.150)= 0.325 ksf wheel print= 101. I . t total dl 1.075 k/ft I direction of traffic wheel= 16.000 kip wheel load/ beam= (16.000)(.417)= 6.667 kip Pu=(1.6)(1.3)(6.667)-- 13,867 kip 6'-0" 8.875' 6.000' 5.875' F- 1.075 k/ft wheel spacing for 1 traffic lane span= 20.75'wheel load I location for max +Mu Moment moment at x= Pu a b 8.875 10.375 14.875 kip ft ft ft ft ft wheel 1 13.867 8.875 11.875 70.430 61.533 34,844 k-ft wheel 2 13.867 14.875 5.875 34.844 40.733 58.401 k-ft uniform 1.075 56.663 5 7.873 46.985 k-ft Isum 161-937 160.139,- 140.230 k-ft w/b= 30 in d= 13.875 in Mu= 161.937 k-ft As= 2.68 in 2 As'max= 12.83 in 2 Page 4 of 20 Product: Panel Vault Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 By: S. C. Hiester, P.E. Oldcastle Precast @ 2012 Shear Pu a b Vux kip ft ft wheel 1 13.867 2.698 18.052 12.064 kip wheel 2 13.867 8.698 12.052 8.054 kip uniform 1,075 -8.255 kip 28.373 kip Vu @ "d" from support Vu= 28.373 kip Section 8.11.8 allows a increase of 10% for joist construction Vc= (1.10)(2.0)(7000 )112(l 1)(1 3.875)= 28.093 kip �Vc= (.75)(28.093)= 21.070 kip Vs= (2)(.11)(60)(13.875)/(6)= 30.525 kip #3 stirrups @ 6" �Vn= (.75)(28.093+30.525)= 43.963 kip > 28. 142 kip Shear PU a b Vux kip ft ft wheel 1 13.867 3 17.75 11.862 kip wheel 2 13.867 9 11.75 7.852 kip uniform 1.075 7.930 . kip sum 27.644 kip Vs req'd for 3'-0" 1.542' I edge of support Page. 5 of 20 Product: Panel Vault Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 By: S. C. Hiester, P.E. Oldcastle Precast 2012 Case 2: 4'-6" soil cover and HS-20 single lane loading Loads soil= (1.2)(.125)(4.5)(2.5)= 1.688 ksf beam= (1.2)[(2.50)(.417)+(.917)(.833)](.150)= 0.325 ksf total dl= 2.013 ksf wheel= 16.000 kip Pu=(1.6)(16.0)= 25.600 kip distribute wheel load over an area equal to 1.75 x the depth of fill 6.000' (1.75)(5.000)= 8.75 ft wheel load= (2)(25.600)/(8.75+6+1.667)(8.75+.833)= 0.325 ksf 16.417'x 9.583" wu Il= (2.5)(.325)= 0.814 k/ft wu dl+ll= (2.125+.814)= 2.826 k/ft 2.826 k/ft span= 20.750' +Mu=(2.826)(20.750 )2 /8= 1'52.12 k-ft W/�= 30 in d= 13.875 in Mu= 152.118 k-ft As= 2.51 in 2 As max= 12.83 in 2 Vu= (2.826)(20.750/2-2.698)= 21.698 kip Vc= (1. 10)(2.0)(7000)'/'(11)(1 3.875)= 28.093 kip �Vc= (.75)(28.093)= 21.070 kip Use the same Vs as case 1 Page 6 of 20 Product: Panel Vault Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 By: S. C. Hiester, P.E. Oldcastle Precast @ 2012 Design slab between beams Base design on 2'-O"-soil cover and 16 kip wheel load soil= (1.2)(.125)(2.0)= 0.300 ksf wheel load dist for HS-20= slab= (1.2)(.417)(.150)= 0.075 k sf E= 4.0+.06(S)= 4.100 ft wu= 0.375 k/ft use E= 4.100 ft wheel= 16.000 kip 20" wu II= (1.6)(1.3))(16.000)/(1.000)(4.100)= 8.117 ksf wheel print= t 101, design for a total uniform load of (.375+8.117)= 8.492 ksf direction of traffic span= 1.667 ft 8.492 k/ft -Mu= (8.492)(1.667 )2/12= 1'.967 k-ft span= 1.667' loading for max +Mu +Mu= (8.492)(1.667 )2 /24= 0.983 k-ft w/b= 12 in d= 3.5 in Mu= 1.967 k-ft As= 0.13 in 2 As max= 1.29 in 2 w/b= 12 in d= 1.5 in Mu= 0.983 k-ft As= 0.15 in 2 As max= 0.55 in 2 Vu= (8.492)(1.667/2-.333)= 4.250 kip �Vc= (.75)(1,10)(2.0)(7000)1'2(12)(3.5)= 5.798 k ip > 4.250 kip Longitudinal As= temp reinf= (.0018)(12)(5.0)(60)/(65)= 0.100 in 2 Page 7 of 20 Product: Panel Vault Custorne Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 By: S. C. Hiester, P.E. Oldcastle Precast @ 2012 Design solid end slabs Base design on 2'-O"-soil cover and HS-20 single lane loading span= 20.75 ft, soil= (1.2)(.125)(2.0)= 0.300 ksf slab= (1.2)(1.250)(.150)=' 0.225 ksf total dl 0.525 k/ft wheel= 16.000 kip Pu=(1.6)(1.3)(16.000)/(5.245)= 6.345 . kip 6'-0" wheel spacing for 1 traffic lane wheel load dist for HS-20= E= 4.0+.06(S)= 5.245 ft use E= 5.245 ft 8.875' 6.000' 5.875' 1 .525 k/ft I §pan= 20.75'wheel load location for max +Mu Moment moment at x= Pu a b 8.875 10.375 14.875 kip ft ft ft ft ft wheel 1 6.345 8.875 11.875 32.�27 28.156 15.944 k-ft wheel 2 6.345 14.875 5.875 15.944 18.639 26.723 k-ft uniform 0.525 27.665 28.256 22.940 k-ft sum 75.836 75.051 65.607 k-ft wlb= 12 in d= 13.875 in Mu= 75.836 k-ft As= 1.26 in 2 Shear --- Pu kip a ft b ft RI wheel 1 6.345 2.698 . 18.052 5.520 kip wheel 2 6.345 8.698 12.052 3.68 5 kip uniform 0.525 4.030 kip sum 13,236 kip Vu= Vc= (2.0)(7000 )112( 12)(13.875)= �Vc= (.75)(27.861)= d_) "d" from support 13.236 kip 27.861 kip 20.896 kip > 13.236 kip As max= 5.13 in 2 1.542' edge of support Page 8 of 20 , Product., Panel Vault Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 By: C. Hiester, P.E. Oldcastle Precast@ 2012 Design slab next to round opening longitudinal edge beam Assume 1'-0" of slab carries half the load from the 2'-0" opening. +Mu= (2.000)(75.836)= 151.67 k-ft w/b= 12 in d= 13.875 in Mu= 151.672 k-ft As= 2.64 in 2 transverse edge beam As max= 5.13 in 2 2'-0" soil cover span= 2.875 ft E= 4.0+.06(2.875)= 4.173 ft Eedge= 1.667+E/2= 2.920 ft wu dl= (2.000)(01525)= 1.050 k/ft Pu/ft= (1.6)(1.3)(16.000)/2.920= 11.399 kip Mu= (1.050)(2.875 )2 /8+(11.399)(2.875)/4= 9.278 k-ft Vu= (1.050)(2.875)/2+(11.399)= 12.9083 kip 4'-6" soil cover wu= (2.000)(2.826)= 5.653 k/ft Mu= (5.653)(2.875)2/8= 5.840 k-ft Vu= (5.653)(2.875)/2= 8.126 k-ft -12" J slab 24" tributary load width F- .525 k/ft Tspan= 2.375'wheel load w/b= 12.000 in d= 13.375 in Mu= 9.278 k-ft As= 0.15 in 2 Vc= (2.0)(7000 )112( 12)(13.375)= 26.857 kip As max= 4.95 in 2 �Vc= (.75)(27.861)= 20.143 kip > 12.705 kip Page 9 of 20 Product: Panel Vault Custorne Skanska USA Buliding, In6 Project: Swedish Medical Center Date: September 12, 2012 S. C. Hiester, P.E. Oldcastle Precast@ 2012 Design slab next to rectangular opening longitudnal edge beam Assume 2'-6" of slab carries half the load from the F-O" opening. +Mu= (5.000)(75.836)= 379.18 k-ft 5.-0" 2 x w/b= 30 in d= 13.875 in Mu= 379.181 k-ft As= 6.60 in 0) 101-01, opng 2 -Fu As max= 12.83 in C: Shear PU kip a ft b ft R1 wheel 1 6.345 6.542 14.208 4.345 kip wheel 2 .6.345 12.542 8.208 2.510 kip uniform 0.525 2.012 kip sum 8.867 kip transverse edge beam Vu @ edge of opng Vu= (8.867)(5.000)= 44.334 kip (/ft) Vc= (2.0)(7000 )112 (30)(13.875)= 69.652 kip �Vc= (.75)(69.652)= 52.239 kip > 44.344 kip transverse edge beam & two way slab 2'-0" soil cover span a= 5.000 ft span b= 5.1375 ft Ea= 4.0+.06(5.000)= 4.300 ft Eb= 4.0+.06(5.375)= 4.323 ft Pu= (1.6)(1.3)(16.000)= 33.280 kip wu dl, soil,slab= 0.525' k/ft Pu dl, grate,beam= ((1.2)(4)(1.353)/4+(10.5)(.024)/2)= distribute over E/2 30" M tributary load width wu 11/ft= 33.280/(4.300)(4.323)= 1.775 kip 2 way slab 1.791 kip Page 10 of 20 Product: Panel Vault Custome Skanska USA Buliding, Inc Project Swedish Medical Center Date: September-1 2,- 2012 By: S. C. Hiester, P.E. Oldcastle Precast@ 2012 Ea/2= 2,150 ft Eb/2= 2.161 ft wu dI grate,beam= (1.775/(2.150)(2.161)= 0.382 ksf 2-way dist uniform span a= 5.375 4 /(5. 0004 +5.375 4)= 0.572 span b= 5 .0004 /(5 .0004 +5.375 4)= 0.428 conc span a= 5.375 3/(5 .0003 +5.375 3)= 0.554 span b= 5. 0003 /(5. 0003 +5.375 3)= 0.446 1.075' 4.300' span b reaction to edge beam 0 10 3.2 2 5' 2.150' wu Il= (1.791)(0.446)= 0.799 k/ft - 164 k/ft wu d, soil,slabl= (0.525)(0.428)= 0.225 k/ft .799 k/ft F .225 k/ft wu dl, grate,beam= (0.382)(0.428)= 0.164 k/ft t span= 5.375' Ru Il= (0.799)(4.300)(2(5.375)-4.300)/((2(5.375)= 2.060 kip Ru dl, soil,slab= (0.225)(5.375)/2= 0.604 kip Ru dl, grate,beam= (0.164)(2.150)(2(5.375)-2.150)/((2(5.375)= edge beam Ru II= (2.060)(4.323)12= 4.453 kip Ru dl, grate,beam= (0.281)(2.161)/2= 0.304 kip Mu= Vu= (0.604)(5.000)�/8+(4.453)(0.339+4.453/(2(2.060)) +(0.304)(1.419+0.304/(2(0.281))= . 8.803 k-ft (0.604)(5.000)/2+(2.060)(4.323)(2(5�000)-4.323)/(2(5.000) 0.339' 4.323' 0.339' 0.281 1 0 i 4 0 1 4 kip 1.419' 2.161' 1.419' T .281 k/ft 2.060 k/ft F- .604 k/ft span= 5.000' loading for moment +(0.281)(2.161)(2(l.419)+2.161)/(2(5.000)= 6.870 kip 4.3 2 3' 0.678' 1.419' 2.161' 1.419' F .281 k/ft 2.060 k/ft -.604 k/ft span= 5.000' u Product: Panel Vault Page 11 of 20 Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 By: S. C. Hiester, P.E. Oldcastle Precast@ 2012 4'-6" soil cover wu soil= 1.6875/2.5= 0.675 k/ft wu slab= 0,225 k/ft wu live= 0.325 k/ft 1.225 k/ft 3.2 2 S' 2150- span b reaction to edge beam 164 k/ft Ru dl, II= (0.572)(1.225)(5.375)/2= 1.883 kip 1.225k/ft Rudl,grate,beam= (0.164)(2.150)(2(5.375)-2.150)/((2(5.375)= 0.281 s . pan= 5.375' kip edge beam 1.419' 2.161' .1.419' Ru dl, grate,beam= (0.281)(2.161)/2= 0.304 kip .281 k/ft Mu= (1.883)(5.000)�/8+(0.304)(1.419+0.304/(2(0.281))= 1.883 k/ft loading for moment span= 5.000' 6.481 k-ft Vu= (1.883)(5.000)/2+(0.281)(2.161)(2(l.419)+2.161)/(2(5.000)= 5.012 kip w/b= 12.000 in d= 13.375 in Mu= 8.803 k-ft As= 0.15 in 2 As, min= 3(7000),5(12.000)(13.375)/(60000)= 0.67 in 2 As, min= (1.333)(0.147)= 0.20 in 2 Vu max= 6.870 kip Vc= (2.0)(7000)1"(12)(1 3.375)= 26.857 kip �Vc= (.75)(27.861.)= 20.143 kip > 6.869 kip design slab 2'-0" soil cover As max= 4.95 in 2 Pu, gra.te,beam= (1.2)((4)(1.353)/4+(10.5)(.024)/2)= 1.775 kip Page 12 of 20 Product: Panel Vault Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 By: S. C. Hiester, P.E. Oldcastle Precast 2012 span a Mu= (0.572)(0.525)(5.000)2/8+(0.554)(33.280)(5.000)/(4)(4.300)+(0.554)(1.77�)(5.000)/(4)(2.150)= 6.870 k-ft Vu= (0.572)(0.525)(5.000)/2+(0.554)(33.280)/(4.300)+(0.554)(1.775)/(2)(2.150)= 5.267, k-ft span b Mu= (0.428)(0.525)(5.375)2 /8+(0.446)(33.280)(5.375)/(4)(4.323)+(0.446)(1.775)(5.375)/(8)(2.161)= 5.918 k-ft Vu= (0.428)(0.525)(5.375)/2+(0.446)(33.280)/(4..323)+(0.446)(.1.775)/(2)(2.161)= 4.221 k-ft 4'-6" soil cover span a Mu= (0.572)(1.225)(5. 000)2 /8+(0.554)(1.775)(5.000)/(4)(2.15.0)= 2.761 k-ft Vu= (0.572)(1.225)(5.000)/2+(0.554)(1.775)/(2)(2.150)= 1.981 kip span b Mu= (0.428)(1.225)(5.375 )2 /8+(0.446)(1.775)(5.375)/(4)(2.161)= 2.387 k-ft Vu= (0.428)(1.225)(5.375)/2+(0.446)(1.775)/(2)(2,161)= 1.593 kip span a w/b= 12.000 in d= 13.375 in Mu= 6.870 k-ft As= 0.11 in 2 As, min= 3(7000),-5(12.000)(13.375)/(60000)= 0.67 in 2 As; min= (1.333)(0.115)= 0.15 in 2 Vu max= 5.267 kip Vc= (2.0)(7000 )112( 12)(13,375)= 26.857 kip �Vc= (.75)(27.861)= 20.143 kip > 5.267 kip As max= 4.95 - in 2 Page 13 of 20 Product: Panel Vault Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 S. C. Hiester, P.E. Oldcastle Precast @ 2012 span b w/b= 12.000 in d= 13.875 in Mu= 5.918 k-ft As= 0.10 in 2 As max= 5.13 in 2 As, min= 3(7000)-'(12.000)(13.375)/(60000)= 0.70 in 2 As, min= (1.333)(0.095)= 0.13 in' Vu max= 4.221 kip Vc= (2.0)(7000 )1/2( 12)(13.375)= �Vc= (.75)(27.861)= 27.861 kip 20.896 kip > 4.221 kip Page 14 of 20 Product: Panel Vault Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 By: S. C. Hiester, P.E. Oldcastle Precast 2012 Design Walls Design for 4'-6" soil cover and seismic pressure (load comb. 9-5 ACI-350-06) seismic pressure at grade= 27(13.417)/1000= 0.362 ksf 7(13.417)/1000= 0.094 ksf 0.362 ksf 0. 110 ksf 0.442 ksf 0.548 ksf 1.220 ksf 1.318 ksf passive soil pressure pt pb soil pressure= 0.248 0.738 kcf seismic= 0.272 0.094 ksf surcharge= 0.110 0.110 ksf E 0.630 0.942 ksf Rt= (0.630)(8.917)/2+(0.312)(8..917)/6= Rb= (0.630)(8.917)/2+(0.312)(8.917)/3= find passive soil pressure to equate Rt's b 0 U� ItT 00 C? Imil p diff= 0.312 ksf 3.272 kip 3.735 kip req'd passive soil pressure 0.098 kcf Pt= 0,442 pb= 1.318 Rt= (0.442)(8.917)/2+(0.876)(8.917)/6= 3.272 kip Rt= (0.442)(8.917)/2+(0.876)(8.917)/3= 4.574 kip O.OSS kcf o.248 ksf 1 0-272 ksf 0.307 ksf 0.683 ksf \ 10.114 ksf 1 0.738 ksf A OF094 ks]f lateral soil, seismic, surcharge pressure Total force= 7.007 - kip p diff= 0.876 Total force=' 1 7.846 kip diff= 0.839 kip this force is resisted by soil friction Page 15 of 20 Product: Panel Vault Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 By: S. C. Hiester, P.E. Old,castle Precast @ 2012 Design for 4'-6" soil cover and live load surcharge pressure (load comb. 9-2) live load surcharge= 0.110 ksf C1 U� 0.055 kcf 0.314 ksf 0,248 ksf 0.548 ksf n :)n-7 11 4: M 00 00 6 0.866 k sf 0.683 ksf 0.936 ksf— 4- 0.738 ksf passive soil pressure pt pb soil pressure= 0.248 0.738 kcf surcharge= 0.110 0.110 ksf E 0.358 0.848 ksf Rt= (0.358)(8.917)/2+(0.490)(8.917)/6= Rt= (0.358)(8.917)/2+(0.490)(8.917)/3= Total force= 5.374 kip find passive soil pressure to equate Rt's 0 q p diff= 0.490 ksf 2.323 kip 3.052 kip req'd passive soil pressure 0.070 kcf pt= pb= Rt= (0.314)(8.917)/2+(0.622)(8.917)/6= 2.323 kip Rt= (0.314)(8.917)/2+(0.622)(8.917)/8= 3.247 kil p 0.314 0.936 p diff= 0.622 lateral soil and surcharge pressure Total force= 5.570 kip diff= 0.196 kip this force is resisted by soil friction Page 16 of 20 Product: Panel Vault Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 By: S. C. Hiester, P.E. Oldcastle Precast 2012 Structural design at rest soil, seismic, surcharge pressure Span= 6.833 ft wa= (1.6)(0.307)+(1.0)(0.252)+(1.00)(0.11 0)= 0.854 k/ft wb= (1.6)(0.683)+(1.0)(0.114)+(1.0)(0,11 0)= 1.317 k/ft ,----��0.463 k/ft 0.854 k/ft Mu= (0.854)(6.833)�/8+.1283(0.463)(6.833)2 /2= 6.369 k-ft span = 6.833 ft Vu= (0.854)(6,833)/2+(0.463)(6.833)/3= 3.971 kip passive side find average load factor wau= (1.6)(0.248)+(1.0)(0.272)+(1.0)(0.11 0)= 0.778 ksf wbu=. (1.6)(0.738)+(1.0)(0.094)+(1.0)(0.11 0)= 1.385 ksf Rtu= (0.778)(8.917)/2+(0.606)(8.917)/6= 4.371 kip 0.778 k/ft Rbu= (0.778)(8,917)/2+(0.606)(8.917)/3= - 5.272 kip span 6.833 ft 9.643 kip load factor= 9.643/7.007= 1.376 wa= (1.376)(0.548)= 0.755 k/ft wb= (1.376)(1.220)= 1.678 k/ft Mu= (0.755)(6.833 )2 /8+.1283(0.924)(6.833)2 /2= 7.172 k-ft 0.755 k/ft Vu= (0.755) (6.833)/2+(0.924)(6.833)/3= 4.682 kip span = 6.833 ft 0.606 k/ft 0.924 k/ft Page 17 of 20 Product: Panel Vault Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 By: S. C. Hiester, P.E. Oldcastle Precast 2012 at rest soil, surcharge pressure Span= 6.833 - ft wa= (1. 6)(0.307)+(1.6)(0.11 0)= 0.667 Oft w b= (1.6)(0.683)+(1.6)(0.11 0)= 1 .269 k/ft --'��0.6�01k/ft 0.667 k/ft Mu= (0.667)(6.833)/8+.1283(0.601)(6.833)/2= 5.696 k-ft span 6.833 ft' Vu= (0.667)(6.833)/2+(0.601)(6.833)/3= 3.650 kip passive side wau= (1.6)(0.248)+(1.6)(0.11 0)= 0.572 ksf wbu= (1. 6)(0.738)+(1.6)(0.11 0)= 1.357 ksf 0.572 k/ft 0.572 k/ft Rtu= (0.572)(8.917)/2+(0.785)(8.917)/6= 3.716 kip Rbu= (0.572.)(8.917)/2+(0.785)(8.917)/3= 4.882 kip span 6.833 ft 8..599 kip load factor= 8.599/5.374= 1.600 wa= (1.600)(0.548)= 0.877 k/ft wb= (1.600)(0.866)= 1.386. k/ft 0.508 k/ft 0.877 k/ft Mu= (0.877)(6.833)/8+.1283(0.508)(6.833)/2= 6.643 k-ft spa n = 6.833 ft Vu= (0.87,7)(6.833)/2+(0.508)(6.833)/3= 4.155 kip w/b= 12.000 in d= 8.000 in Mu= 7.172 k-ft As= 0.20 in 2 As max= 2.96 in 2 Vu max= 4.682 kip Vc= (2.0)(7000 )112( 12)(8.000)= 16.064 kip �Vc= (.75)(16.064)= 12.048 kip> 4.682 kip Page 18 of 20 Product: Panel Vault Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 S. C. Hiester, P.E. Oldcastle Precast @ 2012 maximum spacing ACI-318-08 Ec= (150)1-533(7000 )112= 5072241 n= 29,000,000/5,072,241 6 M= 6.643/1.600= 4.152 k-ft b(kd )2 /2-,qAs(d-kd)=O 12,000/2(kd )2+(6)(0.24)kd-(6)(0.24)(8.000) kd= 1.271 in k= 0.159 in 1-k/3= 0,947 in fs= M/Asjd= 27.402 ksi Cc= 0.75 in S= 15(40000/27,402)-2(0.75)= 20.396 in maximum spacing ACI-350-06 S= 10.000 in db= 0.500 in P= 9,000-1.271/8.000-1.271 1.149 fs max= 320/11.149�1 0.0002 +4(2+0.50/2 )2= Design for internal pressure Span= 6.833 ft * 4261 ksf h= 9.000 0 25.406 ksi I +Mu= (.1283)(.426)(6.833)2 /2)(1.6)= 2.042 . k-ft Vu= (2)(.426)(6.833)/6)(1.6)= 1.553 kip w/b= 12 in d= 8.000 in Mu= 2.042 k-ft As= 0.06 in' �Vc= (.75)(2)(7000 )1/2( 12)(8.000)= 12.048 kip < 1.553 kip I " I 1 .426 ksf As max= 2.96 in 2 Page 19 of 20 Product: Panel Vault Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date: September 12, 2012 By: S. C. Hiester, P.E. Oldcastle Precast@ 2012 maximum spacing M= 2.042/1.6= 1.276 Wt b(kd )2 /2-i1As(d-kd)=O 12.000/2(kd )2+(6)(0.2)kd-(6)(0.2)(8.000) kd= 1.169 in k= 0.146 in j= 1-k/3= 0.951 in fs= M/Asjd= 10.060 ksi Cc= 1.5 in S= 15(40000/10,060)-2(l.5)= 56.6396 in cover keyway Ru= 4.371 kip check bearing Fb=(.65)(.85)(3000)(12)(2)/1 000= 39.780 kip > 4.181 kip req'd strength of brick and grout for adjusting' covers round opening weight of casting 0.300 kips 4.181 k (3000 psi non -shrink grout) width of bearing area= (33.000-25.000)/2= 4.000 in bearing area of riser= -rr(33.000/�) 2_Tr(25. 000)2= 1457.7 in 2 P= \16.000 kip impact= 30.000 % w dl= 0.300/1457.699= 0.0002 ksi assume wheel load distrubtes over 20" of riser wll= (1.300)(16.000)/(20.000)(4.0000)= 0.260 ksi w total= 0.2602 ksi Page 20 of 20 Product: Panel Vault Custome Skanska USA Buliding, Inc Project: Swedish Medical Center Date:. September 12, 2012 By: S. C. Hiester, P.E. Oldcastle Precast @ 2012 5610 cover slab check at beam pockets weight of grating= (4)(1.353)/4= 1.353 kip weight of beam (.024)(10.500)/2= .0.126 kip weight of concrete slab= (1.000)(. 1 50)/144= 0.00104 ksi width of bearing area= ((1 1.333-10.000)/2)(12)= 8.000 in w dl= (1.353+0.126)/(20.000)(8.000)+0.001 0.010 ksi WII= (1.300)(16.000)/(20.000)(8.0000)= 0.130 ksi w total= 0.140 ksi B-t-L-) - / (D 5 7 ---0- 4M ENGINEERING December 28 1h 2012 Jeanie McConnell City of Edmonds — Public Works Department 121 51h Avenue North Edmonds, WA 98020 -0 0'�Pnuv�u AS NOTE F INEE G fD) ale City of Edmonds Task Order No: 12-01 Task Title: Swedish Cancer Institute — Detention Vault Structural Dear Ms. McConnell, CG Engineering provided a re -review for the above referenced project based upon the following items which were provided by the City: * Oldcastle Precast Comment Response Letter dated 12/18/12 • KPFF Comment Response Letter dated 12/21/12 • Oldcastle Precast Detention Vault Drawings (Drawing # 010-S109895-001 Sheets I thru 32) dated 8/31/12 • Oldcastle Precast Structural Design Calculations dated 12/17/12 • Perkins+Will Architectural Site Plan A-0101 dated 12/17/12 It appears that the comments noted in our review latter dated December 7 th were addressed and CG Engineering has no further comments. if you have any questions or comments regarding this review please do not hesitate to call. Sincerely, CG Engineering G reg Guillen, PE, SE Principal STREET FILE 250 4th Ave. South Suite 200 Edmonds, WA 98020 Phone: 425.778.8500 Fax: 425.778.5536 August 2, 2012 Swedish/Edmonds Hospital 21601 76"' Avenue West Edmonds, Washington 98026 Attn: Mr. James Yates STREET FILE RE: REVISION TO PROPOSED BUILDING LOCATION SWEDIsn/EDMONDs HOSPITAL ONCOLOGY CENTER ADDITION EDMONDS, WASHINGTON Dear Mr. Yates: LANDAU ASSOCIATES RECEIVED AUG 0 7 2012 DEVELOPMENT SERVICES COUNTER Landau Associates previously provided geotechnical engineering and environmental services for the proposed Oncology Center Addition project at Swedish/Edmonds Hospital in Edmonds, Washington. The results of these services are summarized in a geotechnical report dated July 25, 2011. After the geotechnical report was issued, the location of the proposed Oncology Center Addition was shifted to the east approximately 400 ft. It is our understanding that other aspects of the project (i.e., building size, type, loads, etc.) have not changed since the time our geotechnical report was issued. This letter documents our conclusions regarding the revised building location. When Landau Associates conducted the geotechnical investigation for this project, we advanced three exploratory borings in an area of the project site that was being considered for a rain garden/bioswale. Two of these three borings are located within the revised building footprint. There was 7 to 7!/2 ft of dense to very dense sand with varying amounts of gravel (glacial till) observed in these two borings. At the two locations explored, the glacial till is underlain by medium dense to very dense, sandy gravel and sand with varying amounts of silt and gravel (advance outwash). Similar soil conditions were observed in the vicinity of the originally proposed building location; however, the glacially derived soils in the vicinity of the originally proposed building location are overlain by up to I I ft of undocumented fill at the locations explored. Due to the presence of undocumented fill within the originally proposed building footprint, we recommended removing at least 2 ft of the fill soils from below the proposed footings and building slab and replacing it with properly compacted structural fill. Based on our review of the revised building location and the subsurface conditions observed in the vicinity of the revised building - location, it is our opinion that the geotechnical conclusions and recommendations presented in our July 25, 2011 geotechnical report are applicable to the revised building location except the removal of the upper 2 ft of soil beneath the foundations and replacement with ENVIRONMENTAL I GEOTECHNICAL I NATURAL RESOURCES 130 2nd Avenue South - Edmonds, WA 98020 - (425) 778-0907 - fax (425) 778-6409 - www.landauinc.com EDMONDS (CORPORATE) - SEATTLE - TACOMA - TRI-CITIES - SPOKANE - PORTLAND compacted structural fill will probably not be required. We recommend that Landau Associates be involved during construction and observe the foundation bearing soils to confinn the expected soil conditions at the new building location. Even though undocumented fill was not observed within the subsurface explorations conducted within the revised building footprint, undocumented fill could be encountered during construction. If undocumented fill is encountered during construction of the building addition, Landau Associates should be notified for review of the recommendations contained in our July 25, 2011 geotechnical report, and revision of such if necessary. The revised building location is situated over a portion of the former Cross Property. The Cross Property was acquired by Swedish/Edmonds Hospital around the mid to late 1980s and was formerly an automobile salvage yard. Based on the available historic information for the project area that we reviewed, there have been detections of total petroleum hydrocarbons and/or the volatile organic compound tetrachloroethene (i.e., PCE, a solvent) at concentrations greater than the Washington State Department of Ecology (Ecology) Model Toxics Control Act (MTCA) Method A cleanup levels in samples of soil and groundwater collected from the Cross Property. During the subsurface investigation we conducted, soil samples were screened for evidence of contamination based on visual and olfactory information, and on portable photoionization detector readings. These screening methods did not detect evidence of contamination. For purposes of analytical testing, one representative soil sample was collected from each borehole and submitted for selected chemical analyses by an Ecology -approved analytical laboratory. Based on the results of the laboratory analysis on selected samples from the borings at the project site, there is no evidence of soil contamination in the borings at the revised building location. While the analytical test results on the collected samples suggest no specific evidence of contamination in the borings, given the historical presence of contamination in the area, provisions should , ,be in place to address any potentially contaminated soil or groundwater encountered during construction. If evidence of potential contamination (e.g., staining or unusual odors) is detected during grading or excavation conducted as part of project construction activities, the contractor should notify Swedish/,Edmonds Hospital so that the need for further investigation can be evaluated, as appropriate, and to allow for the appropriate handling and disposal of any impacted media. 8/2/12 PA205\008\Fi1eRm\R\Bui1ding Location Revision Letter.docx 2 LANDAu AsSOCIATES We appreciate the opportunity to provide geotechnical and environmental services for this project. Please contact me if you have any questions or comments regarding the information contained in this letter. LANDAU ASSOCIATES, INC. Steven R. Wright, P.E. Senior Associate SZW/DRS/rgm 8/2/12 PA205\008\Fi1eRrn\R\Bui1ding Location Revision Letter.docx 3 LANDAu AssOCIATES Perkins + Will Swedish Cancer Institute Medical Oncology Edmonds, WA Structural Calculations CALCULATIONS INCLUDED: Pages i through 6 These Calculations cover this scope: cantilevered site retainino all desion. # o i t i FILE 'RE"ar aWe Consulting Engineers 3.6ol Fifth Avenue, Suite 1600 Seattle, WA 981ol KPFF Project No. 111219.31 September 25, 201.2 SEP 2 6 2012 BUILDING DEPARt-i-MENT CITY OF EDMONDS f sheetno. project by f244- Consulting Engineers Tom, location date 1601 5thAvenue, Suite 1600 job no. Seattle, WA 98101 client (206) 622-5822 Fax (206) 622-8130 UNPe—:1I?k't7"JC'4 sol L, v wvw t4 0 417?1 0 1"5 F mv) (tsk �zx. 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Seattle, WA 98101 client (206) 622-5822 Fax (206) 622-8130 ��w 0 aux- kwt�ok- WO vl�x =w 1/2-tt OT To IFI� V V) C5. 1 ��00 ("0 kRe-fiop- Co,—T4-) /0 (9, C22,/ G, 1� 114 CT 160 (P CT rl 4)) ��\ pe, �A�' �, NAOAO�-- W, L/T Swedish/Edmonds Hooftal Puget Sound Cancer Center MI, Drainage Report October 2012 1 Building Permit Revised October 31, 2M �06 Consulting Engineers REBUS 0V r 13U .30a,40 01 Drainage Report October 2012 Revised October 31, 2012 Prepared for: City of Edmonds, Washington Prepared by: Bradley Barron KPFF Consulting Engineers 16o:L Fifth Avenue, Suite :L6ob Seattle, WA 981o:L (2o6) 622-5822 KPFF Job No. 113.221 This report is prepared in accordance with Exhibit A of the City of Edmonds Stormwater C I ode Supplement to Edmonds Community Development Code Chapter 18-30- City of Edmonds Swedish Edmonds,D�velophlent