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PRELIMINARY REPORT TO THE HEARING EXAMINER Seattle Seahawks Headquarters & Training Facility 21 November 2006 File Number: LUA-06-073, SA-H, SA-M, SM, ECF d Ol M 6' ALM& y IMIMPI-T. 74 1% "J ' ry k sy mil- r , VK4Ar i N019NIHSVM'NOIN38 i Qll 1S3MH1kiQN lTdE10Dj cn Z l p LU a 1 I � L _ 1 � I N0l9NIHStlM'NOlN3a j - e O71IS3MHIHONlltl9lOO--- - -- - a a . f ' cn � f � W /�W/� t R NO1'DNIHSHM'NO1N3ti } $ f �11153MH1aON 11V8100� uj z W x �n� CL W LLI WZ W �& C Wi 3 - W o o LL LL F _ If r 0 W Z W LL. w a L) U) aw `.tea �a aw W� as t) cn U 0 i u h �alr � F �VseM agel Sl05 .� �z � �aill�e� 6ululeal � � I ��w o saajxnbpeaH "mIBue@S NOUOfl2USNOO 2JOJ lON 1N3Wd0-13AEC NJIS30 %09 LL LL } � Lo *=--_ ow v Lu a OC LL _ a � i CJ7 (n � , � w �� C n �-- f4 ¢ 1 � l / / 1 LL _ k C 2 a LU Fn Z; QI r,5s -,------------ — 7i A V 1 L Z U W 11 }k r : VJ 9SOB6 tlM'uow021 7 —..r ulu wen-me �ol0seM.Xr) G 9 I�-+ x �Fa �I�IaB3 OUiUIBJl Y . =s V sialienbpeaH SMMEWOS NOiion1 IISNOa �103 ION 1N3W30l3A30 N`?IS30 %05 -. W - V V I Z 3 i 1 i CONCEPT DESIGN GOALS Exterior Imagery t. Representative of the core values of the 8aa1:11a 9aahawks and Paul Allen n - ExcaHence Pass on - Character . 1211, Man 2. Feels like it belongs in the Fgdit " North"st - Responds to -ts environment. Lake Washington, chmate Max,mrze use of lk g l and ,eg,onal matmal5 - Use of nawral materials vs highly rafrted matenals Interior Imagery 1. ERkiency Cast -effect— eow wns - Elhcuent use of materials. minimize aste - rlexrbney mdesign 4. Provide an appropriate corporate envronment Subtle Seanawks' branding at the oNrce Stadium more appropriate for rn-your-face branding - A place that people want to work ,n Creative, ab.nda A natural Ight r«t� 5, Create flexibility in interior design - Open offce concepts where appropriate -- - Promotes walls - Promote communwabon between c noorfeveis '111w1trrrIll��7���t�1�1r� ''L'-r II' Promote Informal galhering and exchangrrig of ,oats - Connection la the ouldcors _ MATERIALS MATRIX f MORE EXPENSIVE a a 9 9 LESS EXPENSIVE SOLID PHENOLIC TRANSLUCENT EXTERIOR STONE BRICK WALL PANEL T€MBER SITECAST/TILT-UP CORRUGATED FIBER CEMENT DAPANEL ING TRESPA CONCRETE METAL BOARD PANELS INTERIOR Wool) FABRIC SOLID PHENOLIC CERAMIC TILE HONED TEXTURED CORRUGATED PAINTED GYP. STAINED PLYWOOD SURFACES STONE WAINSCOT PANELS WALL PANEL STONE TILE CMU BLOCK METAL BOARD SHEETING TRESPA FLOORS WOODIBAMBOO STONE TILE CARPET TILE STAINED CONCRETE SEALED CONCRETE CEILINGS WOOD PANEL PAINTED GYP. ACOUSTIC TILE PAINTED EXPOSED BOARD STRUCTURE U 2 (6 N O 7 u C~7 6 co @ u_ 2 3 V) J O t— M O L N z 0 LU .j w M 0 U) I� NORTH ELEVATION x .u. s15 h'a zC: x1:; x11 klu xV xa x7 x5 xs xa xa %i xi KIP fd0, WEST ELEVATION RENDERED ELEVATIONS - CURRENT DESIGN 1AR -t it { v 1111 , Ir -- _ fi���SRIGL�11►FfU fall! 1 .. y. __ . _._ •. �-aR► !: I IiY\I!A.r"Mfr i1 R�V•ar+R�l .� y - _.. _ _.� ... .v _'_ --_. -,. ,.�r,i�01�! ��,� a����lnl�i&,b�,�\E¢11g:�.,�e�ti •Y��-[�+fa£� "Iva�y _.wr.vr'.�C.•�-'wit It •i.: Ida 3'iii:i�$i ram.-wii' ��rn�rr+r.w �'..�.'��_ i..�� '-•.::- __-_. -- _ jrfa'=r�y.�>I�i �tlrtll�f:l�'.IrY'M1t•> �ts V6�t \w',w�i ,. ;il� i1.0 - i .wv _i�_ - •L+'riir�.� vs.�..nr..ra �a.w _ xry. -r _��'!'» R�IfwV}4ifE�tiltLRp`R'M'N�S43... R �a'il.�>9A�r'R — /ili_!11%a!::rektit�':i1l�li�.+li'i3''�►"�tl►�.�► _ p ■■// I�.�'' �1b4M�is�lyNts$'1{�f► _. —_ '_ - _.. .� � _ .. ��+rr��►�i���i �a�u ��Ii��1iA�41AA����;i�='�A�*b'���:�rl�,i\tiei'i����t'J9���+L��i.���1�`A�Y _� � � ,� ._�_ / r iRr�+�i���!1l�}�!>ir � II i�����> 19������z-.�R1i��\64�I:R�������:R�����•.�� ._..__ r- _ � #� eL���:�11�'�i� �,r`�i��'�i�iR,! •�3g .>�9��ti�'1't �> � � .� .- -< .,. - .-.. -, v ...- .B- __ 'C II• - E':. -•F G N J J.BK LL1 N N %h xm CAP_ RENDERED ELEVATIONS - CURRENT DESIGN CONSTRUCTION COMPONENTS RENDERED ELEVATkONS- CURRENTDESIGN CONSTRUCTION COMPONENTS t ON -_ m .. MISTY COVE UNIT #302 MISTY COVE UNIT #312 BIRD'S EYE VIEW OF AREA SITE ORIENTATION PLAN PHOTOMONTAGE - EXISTING CONDITIONS SITE VISUALIZATION STUDIES SEAHAWKS HEADQUARTERS AND TRAINING FACILITY FOOTBALL NORTHWEST, LLC SHADOW STUDIES *Awl " . .Jillw r I JUNE 215t 4, .s :4h Jr. 44!, 1� SEPT 21st DEC 21 st i I imp { �yjq F f J• MAR 21 st SITE PLAN - EXISTING CONDITIONS s" SITE VISUALIZATION STUDIES SCALE 1" = 50'-0" SEAHAWKS HEADQUARTERS AND TRAINING FACILITY FOOTBALL NORTHWEST, LLC SHADOW STUDIFS na SEPT 21 st DEC 21 st MAR 21 st SITE PLAN -CURRENT DESIGN SITE VISUALIZATION STUDIES SCALE 1" = 50' SEAHAWKS HEADQUARTERS AND TRAINING FACILITY FOOTBALL NORTHWEST, LLC l SHADOW STUDIES - JUNE 21st LL iF��1■IB tl� 1 •mL ice- df �: r SEPT 21st jo Ar a wt�la-- 4 DEC 21 st r _too MAR 21 st. I SITE PLAN - BUILDING MOVED 62' EASTWARD SITE VISUALIZATION STUDIES SCALE 1" = 50'-0" SEAHAWKS HEADQUARTERS AND TRAINING FACILITY FOOTBALL NORTHWEST, LLC `_ . ,..� w►. _ ,sue SITE PLAN - BUILDING MOVED 62' EASTWARD �SITE VISUALIZATION STUDIES SEAHAWKS HEADQUARTERS AND TRAINING FACILITY SCALE 1" = 50'-0" FOOTBALL NORTHWEST, LLC SHADOW STUDIES I F. JUNF 21s1 MAR 21 sl V6 EXISTING VIEW FROM UNIT 312 LOOKING SOUTHWEST BASE SCHEME VIEW FROM UNIT 312 LOOKING SOUTHWES► BASE SCHEME COMPARED TO RELOCATION EAST VIEW FROM UNIT 312 LOOKING SOUTHWEST RELOCATION SCHEME VIEW FROM UNIT 312 LOOKING SOUTHWEST EXISTING VIEW FROM UNIT 302 LOOKING SOUTHWEST BASE SCHEME VIEW FROM UNIT 302 LOOKI►vG SOUTHWEST �t �I BASE SCHEME COMPARED TO RELOCATION EAST VIEW FROM UNIT 302 LOOKING SOUTHWEST RELOCATION SCHEME VIEW FROM UNIT 302 LOOKING SOUTHWEST ,.iv "Y 4. i 110 =� NMI SIJL VIEW STUDIES - NAUTICA APARTMENTS #>. VIEW A VIEW B VIEW C VIEW D VIEW E VIEW F VIEW G SITE VIEW STUDIES - EAST AND UPHILL FROM NAUTICA APARTMENTS VIEW H SITE VIEW STUDIES - OTHER LOCATIONS VIEW I VIEW J SITE VIEW STUDIES - EASTWARD FROM SITE �. SITE VISUALIZATION STUDIES SEAHAWKS HEADQUARTERS AND TRAINING FACILITY FOOTBALL NORTHWEST, LLC JUNE 21S 1 12:00 PM SEPTEMBER 21ST DECEMBER 21 ST SHADOW STUDIES - MITIGATED ALTERNATE SITE VISUALIZATION STUDIES SEAHAWKS HEADQUARTERS AND TRAINING FACILITY MARCH 21 ST IF" m 9:00 AM •-M Y�. y k t f 12:00 PM 3:00 PM FOOTBALL NORTHWEST. LLC PRELIMINARY REPORT TO THE HEARING EXAMINER Seattle Seahawks Headquarters & Training Facility 21 !November 2006 File Number: LUA-06-073, SA-H, SA-M, SM, ECF Y O PLANNINGIBUILDINGI �= PUBLIC WORKS DEPARTMENT \�41 M E M O R A N D U M DATE: November 27, 2006 TO: Fred Kaufman, hearing Examiner FROM: Elizabeth Higgins, Planner SUBJECT: Seattle Seahawks' Headquarters and Training Facility Attached to this memorandum you will find the exhibits used during the November 21 public hearing for the above -referenced project. They are identical to those included with the staff report with the exception that these include color versions of several exhibits. They may be useful to you and should be added to the "yellow file." Thank you h:ldivision.sldevelop.serldev&plan.inglcrhltcmplatcslmemorandum hex.doc m L V Q 114 912 1 EXHIBIT Scale In Miles 2 MOTE Reproduced with permission granted by THOMAS BROS. MAPSs. This map is copyrighted by THOMAS BROS. MAPSo. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. All rights reserved. Historic Aerial Photo of North and Bax}utiroperty (date unknown) South Baxter Property North Baxter Property -10 � M � r. 4 Map Legend �Yr Interstate Major Roads OMW Roar .. f IIIM• Staid Stale high*8r 1✓ us h1Yliwer Roads cities USGS Quad Index 24K Lower4B Available Wetland Data Non-Wgital i 911.21 Ho Data �� Bsan NHS Streams Counties 10011 States 1 OO K O South America O North America EXHIBIT 3 CDR cQp R 8�� 40th St i -fi R 8 -s N 38th 00 I. 1 f I W l ZONING MAP r CA C GA K 43 Q c� GA as R-g t HIBIT t4 I i 1 4 10 11 ,] N IT ,a LAKE WASHING70N =- _ PSE ELECT. OL r�''177. LIFT STATION I �� EXISTING BUILDING CUR WETLANDS f�� STRUCTURE TO BE REMUPUBLIC ACCESS EXISTIN o _ • EXTENT OF \r �� i� .'...'..\.. E ���' ��.. • 5' ACCESS WALK CUR I� — .. `—��� � \ DOCK SECURITY KNCE r EXISTING POWER 30, — JFIREl.A7�� L ` CE ROAD 20' SEFM POLE LOCATION • ': ....... ............ _. .......... .. S ..� ....... „�+ ACCESS r-� FENCE PROPERTY NCE L \ NE ID — — 06 `- PSE EASEMENT I j , - , A ` LINE (TBO) li _ NA`GURAL CRASS PRACTICE FIELDS EXISTING POWER I t: POLE LOCATION N , co ILL CUR Mi M = C NEW 1- STORY I E MAINTENANCE T KI 3 \ K SHED I - - 1 L \ CO ? \ $ COVERED GAR WASH PAD - EXISTING PowLR u POLE LOCATION ..., .. ...- ..:.:. 3 1 I TJRF FELC MAINT. PARKING ............._..... ... ,... ... _, ...... __........_._.... _ 3 STALLS iI iI I 4 x SECURITY GATE - '- k E D FlL7 U IN [ lL__........�� SECURITY LATE R N R H W.;J=y -- z e PROPOSED RAILWAY CROSSING W Z EXHIBIT I F- J D LU N6TE: PMKWG COUNT LLB STREAM CLA55 GENERAL SURFACE PARKING 91 STALLS Q Z LAKEYSUP BASIN ORNNAGE - CLASS 2 (RE: FIGURE B.3} Y! 1SECURE TEAM PARKING 1fi1 STALLS .� ERST A E �4D5 GYPSz o 70TN_ 2S2 STALLS IN --- wOa.. _ — -�•- _ - _ raxnl l� LL MITIGATION SITE PLAN -ALTERNATIVE o 4 WIT PLAN N t_ Al „�, •.wp uva,a nam IIn Z LOCKERS AND FOOTBALL EXERCISE EOUIPMENT AREAS I AREA SHED FOR INDOOR PRACTICE TV STUDIO MTG, RM. u y U aO m m � � O O 1 LEVEL 1 - PLAN DIAGRAM U v=loo, 2 STTORIES W!I 1 STORY WITH ME" ZZANINE `I MEZZANINE LEVEL 2 - PLAN DIAGRAM 3 1"=100' OFFICES, MEETING AND DINING AND BUSINESS CLASSROOMS KITCHEN AREA OPEN —� w ti Z U SHED FOR INDOOR PRACTICE 2 LEVEL 1 M -PLAN DIAGRAM 1"= 1Do, AREA CALCULATIONS: PROPOSED FLOOR AREA - LEVEL 1:...................................56,674 S.F. PROPOSED FLOOR AREA - MEZZANINE LEVEL: ......... A8,556 S.F. PROPOSED FLOOR AREA - LEVEL 2:...................................31,304 S.F. INDOOR PRACTICE FACiLTIY:......................___,.__,._..._...-..89,423 S.F. TOTAL BUILDING AREA (ALL LEVELS):, __ ... ......... ....... ....... 224,957 S.F owner No Description Date PLAN DIAGRAMS _ cruwFoixo nackirecrs, Lac ti...-. 1901 Main Street Suite 200 tecals.axr.2s4o Project number KCD4505 fax: 816.421.2650 -_-- Date 11 W100 ''mwJordamh.e4 ' Drawn by JEF Seahawks Headquarters & Training Facility _. ... Checked by JEF Srale 1' = 1DO' EXHIBIT 6 r N0l0NIHSVM'N0J.N3k! 3-n IS- WUldON llVfll00J / llpe j 6uiuiei_ L' il��; � saa�enbpee}{ s�nneyesS _ NOiion2 -LSN40 �144 ION =1N3Kdoi3AiG 0I630 u y I � Z U • � t' 1{III-i- as � 4z-. Gpp �St Cru 4M o � o�g 0 9 :a s° J "'e e 1 6 001i c?' a. i m v m m m n 0 o z c� 0 o � �rt :rr Q O tl T. A,`' h� 00 �-3 DESION DEVELOPMENT, NOT FOR CONSTRUC' Seahawks Headquarters & Training Facility FOOTBALL ►NORTHWEST LLC RENTON. WASHINGTON 1 9� PSf ICo'T Iy- D L`_T IL LFT— STATION J I L ti I •�•` WETLANDS � \\ OF EXISTING POWER N POLE LOCATION SOOTH PROPERTY I �I FENCE LINE'- ' P5E EASEMENT LINE (TBD) ; I I EXISTING POWER - - a POLE LOCATION NEW 1- STORY MAINTENANCE SFIED COVERED CAR WASH PAD EXISTING POWER POLE LOCATION---— - {I MAI NT- PARKING 111 10 STALLS SECURITY CATE ND!£. STREAM CLASS LAKE WASHINGTON - CLASS 1 GYPSY SUB BASIN DRAINAGE - CLASS 2 (RE- FIGURE 8.3) E BASE SITE PLAN n e • e e FAKE WASHINGTON EXISTING BUILDING STRUCTURE TO BE REMOVED EXTENT OF PUBLIC ACCESS 4' ACCESS WA '-K EXISTW /%/�SECURITY FENCE All , — �� J -DOCK /Ir 2C' SERVICE ROAD T24 FI i L T F F E Li I Y r a SURFACE PARKING-- - ---- FILTER, 11 141 - ( .... i31 ---___.-_--- --_ r�. ,. r....... - 'o 7 ..--....��.. r.v.• -- GATE - ------------------------ � Z C4 � z Q U ri = m T� w� cc F L N c0 N U) n»o PROPOSED RAILWAY CROSSING L O EXHIBIT o W PARKING COUNT [Z F- y W GENERAL SURFACE PARKING 141 STALLS /� (� l ❑ SECURE TEAM PARKING 113 STALLS T �'j I� T E_ `� 05 N E Z O V n,.. ..� TOTAL 254 ST I 1 (3 O xme9rn, n9e v....w Wo �w LL O SfIE F1.lN 65EPTERBER REVISED-f3NOJEMBER O Lo Z —D.D C PST ELECT. uFr STATION i LAKE WASHINGTON CRAWFORD AACHfTECTS. LLC T901 mein wftm, sUR. 200 k—. 41ty, mo 84108 eel', 818.421 2W fax: 818.421.2M FOOTBALL NORTHWEST, LLC �e PROJECT KC-045-05 SITE PLAN " SEAHAWKS HEADQUARTERS AND TRAINING FACILITY EXHIBIT BUILDING LOCATION OPTIONS 10 Vk_ *`\ [� fow ION,_ s1 74t-4e -A 7:. I Xtr 4 tN,� wa. 92 lie r yyJ •1 .w ... 1.1 •. - s • � vC . j r S •, 7 r �a r �� a• rTl� s Misty Cove Unit 302 — Existing View EXHIBIT 13 Misty Cove Unit 302 — View with Base Plan Location EXHIBIT 14 Misty Cove Unit 302 — View with Mitigated Plan Location EXHIBIT 15 Misty Cove Unit 302 — Comparison of Views with Base and Mitigated Plan Locations EXHIBIT 16 Misty Cave Unit 312 — Existing View EXHIBIT 17 Misty Cove Unit 312 —View with Base Plan Location EXHIBIT 18 Misty Core Unit 312 —View with Mitigated Plan Location EXHIBIT 19 Misty Cove Unit 312 —Comparison of Views with Base and Mitigated Plan Locations EXHIBIT 20 JUNE 21ST 00 AM �Y Z q# a k t e lvm 12:00 PM SEPTEMBER 21 ST 1 9:00 AM 110..., 1- 12:00 PM .r b :00 PM DECEMBER 21ST SHADOW STUDIES CURRENT DESIGN 01" SITE VISUALIZATION STUDIES SEAHAWKS HEADQUARTERS AND TRAINING FACILITY MARCH 21 ST FOOTBALL NORTHWEST, LLC JUNE 21ST :00 AM SEPTEMBER 21 ST DECEMBER 21ST SHADOW STUDIES - MITIGATED ALTERNATE SITE VISUALIZATION STUDIES SEAHAWKS HEADQUARTERS AND TRAINING FACILITY MARCH 21 ST FOOTBALL NORTHWEST, LLC l ` SITE PLAN - EXISTING CONDITIONS looty SITE VISUALIZATION STUDIES SEAHAWKS HEADQUARTERS AND TRAINING FACILITY SHADOW STUDIES �T�*lI_ JNE 21M .PT 21 st 4 p�T l y 4041 J �% V d V I 51, MAR 21 st SCALE 1" = 50'-0" EXHIBIT FOOTBALL NORTHWEST, LLC l 23 SHADOW STUDIES x� - i JUNE 21st _. ,�,�":. — _ fix.. •i.OWN,i. � i � h51A�R'�%. ; •?rig"" � . � - � _�F'� { e'VAia". iw►'. t> SEPT 21st Tor s�a w a w : SITE PLAN - CURRENT DESIGN SITE VISUALIZATION STUDIES SEAHAWKS HEADQUARTERS AND TRAINING FACILITY 22, - MAR 21 st SCALE 1"=50'-0" EXH.IBIT FOOTBALL NORTHWEST, LLC 24 --- sIt s UAL OLL. A'VW •.-T.'+�i. EP �ti Al x _ .. p xp r of L.. F-qL .-• Y.R. f SITE PLAN - BUILDING MOVED 62' EASTWARD I" SITE VISUALIZATION STUDIES SEAHAWKS HEADQUARTERS AND TRAINING FACILITY SHADOW STUDIES ..eft ��'1f l• JUNE 21st SEPT 21 st DEC 214 `NIAR 21st SCALE 1" = 50'-0" EXHIBIT FOOTBALL NORTHWEST, LLC 25 Exhibit 26 EXHIBITS The following exhibits are entered into the record: Exhibit 1: Yellow file containing: application, proof of posting and publication, environmental review documentation, correspondence from interested parties, and other items pertinent to this request. Exhibit 2: Vicinity Map Exhibit 3: Historic Aerial Photo of North and South Baxter Properties (date unknown) Exhibit 4: Zoning Map (dated 02/16/2006) Exhibit 5: Mitigation Site Plan -Alternative Plan (dated 11/13/2006) Exhibit 6: Plan Diagrams (dated 11/07/2006) Exhibit 7: North and South Building Elevations (dated 11/15/2006) Exhibit 8: South View Transverse Section (dated 11/15/2006) Exhibit 9. Base Site Plan (dated 11/13/2006) Exhibit 10: Building Location Options (dated 11/03/2006) Exhibit 11: Green Screen Wall A (no date) Exhibit 12: Green Screen Wall B (no date) Exhibit 13: Existing View from Misty Cove Unit 302 (no date) Exhibit 14: View from Misty Cove Unit 302, Base Site Plan (no date) Exhibit 15: View from Misty Cove Unit 302, Mitigated Site Plan (no date) Exhibit 16: View from Misty Cove Unit 302, Comparison (no date) Exhibit 17: Existing View from Misty Cove Unit 312 (no date) Exhibit 18: View from Misty Cove Unit 312, Base Site Plan (no date) Exhibit 19: View from Misty Cove Unit 312, Mitigated Site Plan (no date) Exhibit 20: View from Misty Cove Unit 312, Comparison (no date) Exhibit 21: Daily Shadow Studies — Base Plan (no date) Exhibit 22: Daily Shadow Studies — Mitigated Alternative Plan (no date) Exhibit 23: Seasonal Shadow Studies — Existing Conditions (no date) Exhibit 24: Seasonal Shadow Studies — Base Plan (no date) Exhibit 25: Seasonal Shadow Studies — Mitigated Alternative Plan (no date) Exhibit 26: List of Exhibits R 0 LAND USE, SHORELINE & MASTER PLAN PERMIT APPLICATION North & South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA VOLUME 2 Prepared by Crawford Architects & the RETEC Group for Football Northwest LLC 24 May 2006 Revised 6 September 2006 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA TABLE OF CONTENTS & LIST OF FIGURES Volume 2 Section 12 Traffic Study 1. Introduction Page 1 2. Existing Conditions Page 5 3, Future Baseline Conditions Page 8 4. Project Impacts Page 11 5. Mitigation Measures Page 18 Section 13 Turf Integrated Pest Management Plan (IPM) (Environmental Impacts of Chemicals) 1. Introduction Page 1 2_ Integrated Pest Management Page 2 3. Practice Field Staff Page 15 4. Maintenance/ Operations Chemical Page 15 Management 5. References Page 20 Section 14 Wetland Mitigation Plan and Map (Updated) 1. Shoreline Survey Page 2 2. Wetland Survey Page 3 2.1 Vegetation Page 3 2.2 Soils Page 4 2.3 Hydrology Page 4 2.4 Wildlife Habitat Page 5 2.5 Baxter Cove Wetland Page 5 2.6 Wetland Regulatory Summary Page 5 Appendices Appendix 1 Title Report Appendix 2 Geotechnical and Soils (Shannon Wilson 2006) Appendix 3 Historical and Cultural (Larson 1997 Report) Table of Contents 24 May 2006 Revised 6 September 2006 Page 1 Traffic Impact Analysis SEAHAWKS' HEADQUARTERS Prepared for: Fort Quendall, Inc. Football NW, LLC September 2006 Prepared by: The `franspo Group, Inc. 11730 118`h Avenue NE, Suite 600 Kirkland, WA 98034-7120 Phone: 425.821.3665 Fax: 425.825.8434 www.thetran,,pogroup.com O 2006 The Transpo Group 5eahawks' headquarters September 2006 Table of Contents INTRODUCTION... ................................ ....................................... Project Location and Description...........................................................................................1 StudyApproach ............................................. ................................................... ......... ....-............ 2 EXISTING CONDITIONS............................................................................ 5 RoadwayNetwork...............................•-•--------....................................................................- 5 TrafficVolumes......................................................................................................................... D TrafficOperations.....................................................................................................................7 FUTURE BASELINE CONDITIONS............................................................... 8 TrafficVolumes......................................................................................................................... 8 Planned Transportation Improvements................................................................................. 8 Other Improvements (Long-range) ... ............................................................ ......................... 8 TrafficOperations ............................. ......•........................................................................ ...__-9 PROJECT I M PACTS................................................................................. 1 1 TripGeneration ................................... ........................................................................... I—— ... 11 Project Trip Distribution/Assignment ....... ........................................................................ ..11 TrafficVolume.........................................................................................................................12 TrafficOperation Impacts.............................................................................................-.,.,...11 SiteAccess.................................................................................................................................13 Events"Non -Typical Day»...................................................................................................17 MITIGATION MEASURES......................................................................... 18 Figures Figure1. Site Vicinity..............................................................................................................3 Figure2. Site Plan....................................................................................................................4 Figure 3. Existing AM and PM Peak Hour Turning Movements....................................6 Figure 4, Baseline AM and PM Peak Hour Turning Movements..................................10 Figure 5. Project Trip Distribution and Assignment.......................................................15 Figure 6. With -Project AM and PM Peak I lour Turning Movements .......................... 16 Tables Table I- Existing (2006) AM and PM peak hour LOS Summary...................................7 Table 2. Baseline Weekday AM and PM peak hour LOS Summary ..............................9 Table3. Trip Generation....................................................................................................11 Table 4. With -Project and Baseline AM and PM peak hour LOS Summary..............13 Table 5. Site Driveway AM and PM Peak Hour LOS Summary..................................14 The Transpo Group I - Seahawks' Headquarters September 2006 Introduction This report summarizes the transportation impact analysis (TLg) conducted for the Seahawks' Headquarters project in the City of Renton, Washington. The scope for this traffic study was developed by City staff and provided to the project team. This report reflects analysis that is based on the scoping memorandum provided by the City. The report is divided into five primary sections. • Existing Conditions documents the current (Year 2006) conditions within the study area. Existing levels of service at study intersections are calcuiated based on existing intersection geometry and traffic volumes. This section also includes descriptions of transportation facilities within the study area and on roadways adjacent to the site. • Future Baseline Conditions (Without -Project) documents the conditions expected to prevail in the study area in year 2008 without the proposed project. The operations analyses includes all roadway improvements and increases in traffic volume resulting from other planned developments in the vicinity of the project site by year 2008. • Future With -Project Conditions documents the impact of a "gTlcal day" of the proposed project relative to year 2008 baseline conditions. A "typical day" is the estimate of traffic that is expected to be generated by the normal use of the facility. The impacts are measured by comparing with -project conditions to year 2008 baseline, which is the proposed year of opening. • Special Events provides a discussion of a "non -typical day" event that is likely to be held at the facility, primarily during training camp. • Summary and Proposed Mitigation documents the results of the analysis and identifies measures that are necessary to offset potential transportation impacts, if necessary. Project Location and Description The project is located on the Baxter site on the eastern shore of Lake Washington in Renton. The property is west of I-405 and north of NE 44" Street as shown in Figure 2. The Burlington Northern Santa Fe (BNSF) railroad tracks are on the east side of the property. The site will be the future location of the Seahawks' Headquarters. The site will primarily be used for corporate offices and athletic training. The site is currently in the preliminary planning stages and is shown in Figure 2. The site proposes an indoor practice structure, outdoor practice fields, training facility, and administration space. The site is expected to accommodate approximately 130 staff and 65 players. All the players are not on -site daily, thus daily on -site personnel is expected to be about 200 pcopie on a typical work day. The site will also have a small team store, which gill primarily service team and staff needs, but will also be open to the public during normal business hours. ............... The Transpo Group Page 1 Seahawks' Headquarters September 2006 The new facility will also accommodate the annual training camp. Parking for fans attending training camp (over staff and player parking) will be accommodated off -site, no formal event management plans have been defined at this early point in the planning process. Currently 300 parking spaces are planned on -site. Access to the existing property is currently provided by two at -grade driveways from Ripley Lane. Preliminary discussions between the Seahawks and the BNSF railroad have commenced regarding a third (new) crossing, located approximately halfway between the existing crossings. Study ,approach The approach for this analysis was developed by the City of Renton staff. The analysis focuses on the weekday AM and PM peak hour traffic operations at the proposed site driveways and at 3 off -site intersections. The following intersections were selected for study during the weekday PM pear hour: • Lake Washington Boulevard/Ripley Lane; • I-405 Southbound (SB) Rarnps/NF 44"' Street; and + I-405 Northbound (NB) Ramps/NE 44�h Street (Lake Washington Boulevard). The project is expected to be complete in year 200S. The following sections document existing, future baseline (without -project), and future urith-project conditions within the study area_ Project impacts are identified by comparing forecast with -project conditions against forecast baseline conditions. Potential mitigation measures are identified where necessary to offset these impacts. The Transpo Group Page 2 Figure 1 The Site Vicinity irawpO Seahawks Headquarters Gro6p MADM6038 Seahawks Practice FacilktylgraphicsiSeahawksyraphic0l <A> robertm M24106 14:34 77 X Z! 3 ! 'I i .J 4 x, r Y. i x e_ J L, Y nk f r:- i, Figure 2 Site Plan Seahawks Headquarters M:106106039 Seahawks Practice FaciiitylgraphicsSSeahawke graphic01 <g> robertm 08124106 14;33 A N NOT TO SCALE f E 4 it The Transpo Group Seahawks' Headquarters September 2006 Existing Conditions This section of the report provides an inventory of existing transportation conditions throughout the study area. 'This inventory serves as the foundation from which future traffic conditions are forecast and evaluated. The following paragraphs describe the vicinity roadway network, existing traffic volumes and operations. Roadway Network The following roadways comprise the primary roadway system in the project site vicinity. Furthermore, these roadways would accommodate a majority of the project -generated traffic and, in doing so, would experience the greatest project impacts. The following paragraphs describe the general characteristics of these roadways. I-405 is a north -south interstate freeway facility providing regional access to the area. In the project vicinity, I-405 is six lanes (two general purpose lanes and one HOV lane in both directions). The NE 44a' Street SB and N 30'h Street NB onramps have HOV bypasses, and all onramps are metered. Lake Washington Boulevard is classified as a collector arterial within the study area. Lake Washington Boulevard extends south to its terminus at Park Drive, and ro the north turns into NE 44`h Street as the roadway crosses over I-405. At the intersection of the I-405 NB Ramps, Lake Washington Boulevard continues north as a minor arterial into the City of Newcastle. "The roadway has one travel lane in each direction, with a center turn lane at several locations, and has bike lanes on both sides. The posted speed limit on Lake Washington Boulevard is 25 mph. NE 44`h Street is a collector arterial connecting Lake Washington Boulevard on the west with Lincoln Avenue NE to the east, and connecting with I-405 as a fully -directional service interchange. NE 44`]' Street is tliree lanes wide with no sidewalks on the west side of I-405, and five lanes wide with sidewalk on both sides cast of I-405 as it turns into Lincoln Avenue NE. The posted speed limit on NE 44�' Street is 25 mph. Ripley Lane is a two-lane local access road beginning just west of the BNSF railroad tracks, crossing the tracks, and connecting to Hazelwood Lane, which in turn connects to Labe Washington Blvd west of the NE 44t' interchange. South of that connection, a second short segment of Ripley lane extends from Lake Washington Boulevard eastward. Traffic Vlunies The weekday AM and PM peak hour was selected for the analysis since it is the tune period that typically accounts for the highest background traffic volumes, and thus results in the most congested periods for a traffic analysis. Turning movement counts were provided by the City from September 2005. Existing weekday Aim and PSI peak hour traffic volumes at study intersections are summarized in Figure 3. The Transpo Group Page 5 ' INTERSECTION 1 \ Up 10(10) I � 30( 10 (10) } �,30(1al 122 (9431 — 326 (167) 0 (10)') { 10 (1aj 10 (0) 110 (10J 10 (9) INTERSECTION 2 3 (1) 177 (72) 142 (53) -.,/ I I,— 152 (971) — w 189 015) 8 (12) � 1r 252 (320) A N NOT TO SCALE ' INTERSECTION 3 \ 17 (22) 292(.304) I �,— 81 (568) } } 49 (64) 151(113)— 139(121) 62 (343) 56 (139} -1% 1 /- 10 (10) 142 (68) 236 (80) LEGEND X = PM PEAK HOUR (X) = AM PEAK HOUR Figure 3 The Existing (2006) AM & PM Peak Hour Turning Movements Trarw Seahawks Headquarters Group M:106106039 Seahawks Praclice Facilit rephicslSeahawka-graphicCt <C> robertm 09114/06 09:04 Seahawks' Headquarters September 2006 During the weekday AM peak hour there is a distinct commuter travel pattern with relatively high traffic volumes. Eastbound on Lake Washington Boulevard there are over 950 vehicles approaching the Lake Washington Boulevard/Ripley Lane intersection during the AM peak hour (7:30 a.m. to 8:30 a.m.). Most of this traffic travels through the I-405 SB Ramps intersection along NE 44`s Street to the I-405 NB Ramps intersection. At the NE 44`h Street/1-405 NB Ramps intersections over half of the traffic volume turns left onto Lake Washington Boulevard, a third of the volume turns right onto 1-405 NB and the remaining volume continues through to Lincoln Avenue NE. The weekday PM peak hour counts are significantly lower and more evenly distributed within the study area. Traffic Operations A level of service (LOS) analysis was conducted for the study intersections under existing conditions. Level of service is a qualitative measure of the performance of an intersection. Levels of service values range from LOS A, indicating good operation and low vehicle delays, to LOS F, which indicates congestion and longer vehicle delays. Appendix A contains a detailed explanation of LOS criteria and definitions. Synchro v.6.0 (Build. 612) was used to evaluate intersection levels of service based on 2000 Highway Capacity Manual (I 1CM} (Transportation Research Board, 2000) methodologies. Existing traffic volumes, lane geometries, and traffic controls were used to estimate existing traffic operations for the study intersections. Currently all study intersections are unsignalized. Table 1 shows the LOS results for the study intersections. The detailed LOS worksheets are included in Appendix B of this report. Table 1. Existing (2006) AM and PM peak hour LOS Summary AM Peak Hour PM Peak Hour # Intersection LOS' Delay' WM' LOS Delay WM 1 Lake Washington Blvd/Ripley Ln F 45.8 SB B 13.9 SB 2 1-40S SS Ramps/NE 44" St F >80.0 SB F 63.6 SB 3 1-40S NB Rairl 44" St F >79.8 NA D 25A NA 1. Level of service, based on 2000 Highway Capacity Manual methodology. 2. Average delay in seconds per vehicle. 3. Worst movement reported for unsignalized intersections. As Table 1 shows, during the weekday AM peak hour each of the three intersections have approaches that operate at LOS E or F. This is primarily caused by the high eastbound traffic volumes during the weekday AM peak hour. Operations during the PM peak hour are improved with only the southbound approach of I-405 SB Ramps/NE 446 Street operating at LOS F. - .......... The Transpo Group I Page 7 Seahawks' Headquarters September 2006 Future Baseline Conditions A future 2008 Baseline (Without -project) analysis was developed to identify forecast traffic conditions without the development of the proposed project. These evaluations establish a baseline for identifying project impacts, which will be based upon a comparison of without -project traffic conditions to with -project conditions. The future roadway network, traffic volumes, and traffic operations are defined in this section. Traffic Vohumes Year 2008 baseline traffic volumes were established with a two step process. First a 2.0 percent annual growth rate was applied to the existing traffic volumes. Then local pipeline trips were added to the appropriate turning movements resulting in the baseline traffic volumes. Pipeline trips result from approved projects that have yet to be constructed. The only pipeline project that was included was the Barbee Mill project. This approach was based on guidance provided by City staff. Figure 4 shows the future 2008 baseline traffic volumes for the weekday AM and PM peak hours. These volumes will be used to estimate year 2008 baseline conditions. Pfanned Transportation Improvements Based on information provided by City staff, the I-405 Ramps/NE 44" Street intersections are planned to be signalized by year 2008_ WSDOT will be constructing this improvement and planned to have it completed by year 2006, which is why it is assumed as a near -term condition in the Port Quendall report. This project is behind schedule, but should be complete prior to year 2008. The planned improvements are as follows: • I-405 SB Ramps/NE 44"' Street: A signal will be installed at this location along with an eastbound right -turn lane. • I-405 NB Ramps/NE 44`t' Street: A signal will be installed at this location along with a northbound left -turn pocket, an eastbound right -turn pocket, and a southbound left -turn pocket. These improvements will be assumed as a 2008 baseline condition in the traffic operations analysis. Other Improvements (Long-range) The 1-405 Congestion Relief and Bus Rapid Transit Projects (I-405 Corridor Program) has identified significant improvements for I-405, as well as the surface streets along NE 44`' Avenue. In the Renton area 2 general purpose lanes in each direction are planned_ The I-405/NE 44`h Street interchange will be completely rebuilt into a tight -diamond configuration. I-405 SB Ramps/NE 441h Street will be reconstructed to accommodate a southbound right -turn lane and a double left -turn lane, 3 eastbound lanes, and westbound will have 2 through lanes and 2 double left -turns. I-405 NB Ramps will be separated from Lake Washington Boulevard. The new I-405 NB Ramps/NT, . 44h Street intersection will have 2 eastbound through lanes and a double left -turn, a northbound left -turn with a double right -turn, and 3 westbound lanes. The new Lake Washington The Transpo Group ...... Page 8 seahawks' Headquarters September 2006 Boulevard intersection will be realigned across from the McDonalds driveway. This intersection will have 2 eastbound through lanes with a double left -turn and 2 westbound through lanes. These improvements are not expected to be completed until year 2018 and were not included in the analysis of baseline conditions. When they are fully implemented, traffic operations should improve, all other factors being equal. Traffic Operations Future traffic operations in the study area were evaluated based on the year 2008 forecast traffic volumes and roadway improvements described above (excluding the long-range improvements). This analysis uses the same methodologies discussed in the evaluation of existing levels of service. Signal timing parameters were developed to remain similar as those used in the Port Quendall report. Table 2 summarizes the weekday AM and PM baseline level of service results. The detailed LOS worksheets are provided in Appendix B. Table 2. Baseline Weekday AM and PM peak hour LOS Summary AM 2008 Baseline PM 2008 Baseline V/C' or V/C or # Intersection LOS' Delay' WM' LOS Delay WM 1 Lake Washington Blvd/Ripley Ln F 64.6 sB C 16.4 SB 2 1-405 SB Ramps/NE 441" St F 90.4 1.09 B 15.3 0.49 3 1-405 NB Ramps/NE 441" St B 19.0 0.60 B 15.3 0.47 1 . Level of service, based on 2000 Highway Capacity Manual methodology. Z. Average delay in seconds per vehicle. 3. Volume -to -capacity ratio reported for signalized intersections_ 4. worst movement reported for unsignalized intersections. As Table 2 shows, due to the continued high weekday —M peak hour traffic volumes both Lake Washington Boulevard/Ripley Lane and I-405 SB Ramps/NE 44" Street are expected to operate at LOS F. 1-405 NB Ramps/NE 44di Street is expected to improve to LOS B due to the new signal and improved channelization. During the weekday PNI peak hour all three intersections are expected to operate at LOS C or better. The Transpo Croup I Page 9 INTERSECTION 1 0 0) 10 (10) 20 (30) 1 � 10 (10) 4-30 (10) t65(1035)+ 405(195) 0(10)f-10[1p) 10 (0) 110 (10) 10 (0) NTERSECTION 2 5 (5) 195 (80) 150 (55) --1'l1,- 185 (1055) — — 250 (120) 15 (25) Z { 260 (335) Figure 4 Baseline (2008) AM & PM Peak Hour Turning Movements Seahawks Headquarters M:106106039 Seahawks Practice Facilgi grapnical5eahawks—graphic0l <D> robertm 09114105 09:03 A N NOT TO SCALE ' INTERSECTION 3 ` 2D (25) 95 (605) } 50 (85) 170 (135) w 165 (130) 70 (370) J' 60 (145) � 1 01— 25 (15) 150 (70) 245 (85) LEGEND X = PMPEAKHCUR (X) = AM PEAK HCUR Transpo Group 5eahawks' Headquarters September 2006 Project Impacts This section highlights forecast traffic conditions with the proposed project. The results were compared to baseline traffic conditions to identify project impacts. A description of project trip generation, trip distribution, and future traffic operations with the proposed project is provided in this section. Trip Generation Project trip generation estimates were developed based upon information contained in the Institute of Transportation Engineers (ITE) Trip Generation (7`h Edition, 2003). Trip Generation is a nationally recognized and locally accepted method for determining trip generation for private and public developments. It is developed from surveys and studies conducted throughout the nation for a wide variety of commercial, industrial, institutional, residential, and recreational land uses. The application of the ITE rates provides estimates of the total trip generation for each land use. The primary function of this site will be for the Seahawks' Headquarters_ The land use from the ITE Trip Generation manual that best matches this proposed use is the Corporate Headquarters (ITE. I.0 #714). This use is a single tenant office building with typical support uses. 'Phis is how this site -will function most of the time with players showing up for training and meetings on a typical day. The site will also have a 2,000 sf team store, which will primarily service team and staff needs, but will also be open to the public during normal business hours. Trips associated with the team store were estimated using ITE Specialty Retail (ITE LU #814). Table 3 shows the estimated weekday daily, AM, and PM trip generation for a site which expects to have 200 employees on a typical work day and a small retail store. Table 3. Trip Generation Project Trips' AM Peak Hour PM Peak Hour Land Use Size Daily Total In Out Total In Out Corporate Headquarters (LU#714) 200 emp' 466 109 101 8 106 12 94 Specialty Retail (LU#814) 2,000 sf 89 NA NA NA 1 0 4 6 Total Project Trips 555 109 101 8 116 16 100 1. Retail trip rates from ITE Trip Generation Manual, 7" Edition. 2. emp — employees. 3. NA = Specialty retail stores typically do not generate trips during the weekday AM commuter peak hour. As Table 3 shows, on a typical work day the project is expected to generate 555 new daily trips with approximately 109 and 116 occurring in the weekday AM and PM peak hours, respectively. Project Trip Di:5ti-ibution./Assigr�n-,eEi�-- Project trip distribution is based on the nearby recently completed Port Quendall traffic analysis (CH2'bl Hill -July 7, 2006). The Port Quendall project, which includes a The Transpo Group I Page 1 1 Seahawks' Headquarters September 2006 significant office component, based their trip distribution to the surrounding street network on the distributions provided by the I-405/NE 44' Street Interchange Prajed.Aeces_r Point Decision Report, February 2001. The Decision Report distributions were based on the Puget Sound Regional Council (PSRC) planning model. The Seahawks' Headquarters trip distributions and assignment are shown in Figure 5. The project trip distributions are as follows: • 30% of the project trips would access the site from 1-405 to/ the north; 0 3% of the project trips would access the site from Lake Washington Boulevard to/from the north, on the east side of 1-405; * 4% of the project trigs would access the site from Lincoln Avenue NE to/from the south, on the east side of I-405; * 48% of the project trips would access the site from I-405 to/from the south; and * 13% of the project trips would access the site from Lake Washington Boulevard to/ from the south, west of I-405. Traffic Volume The project generated traffic (Figure 5) was added to the baseline traffic volumes to obtain the with -project volumes for the study intersections illustrated in Figure 6. These are the volumes used to estimate project impacts in the operations analysis. Traffic Operation Impacts A level of service analysis was conducted for with -project conditions in order to quantify traffic operations in the study area with the proposed Seahawks' Headquarters. The same HCM 2000 methodologies were applied and all intersection parameters such as channeli2ation, intersection control, and signal timings were held consistent with those used in the evaluation of baseline conditions to measure the degree of impact of the proposed project. Table 4 shows the results of the with -project level of service, baseline conditions are provided for comparison purposes. The detailed LOS worksheets are provided in Appendix B. The Transpa Group Page 12 Seahawks' Headquarters September 2006 Table 4. With -Project and Baseline AM and PM peak hour LOS Summary Baseline With -Project V/C' or V/C or # Intersection LOS' Delay' WM' LOS Delay WM AM Peak Hour 1 Lake Washington Blvd/Ripley Ln F 64.6 SB F 110.7 SB 2 1-405 SS Ramps/NE 44" St F 90.4 1.09 F 86.7 1.09 3 1-405 NB Ramps/NE 44" St B 19.0 0-60 C 22.0 0.77 PM Peak Hour 1 Lake Washington Blvd/Ripley Ln C 16A 5B 0 31.3 SB 2 1-405 SB Ramps/NE 44"' St B 15.3 0.49 B 16.0 0.52 3 1-405 NB Ramps/NE 44" St B 15.3 0.47 B 14.9 0.47 1 _ Level of service, based on 2000 Highway Capacity -Manual methodology 2. Average delay in seconds per vehicle. 3. Volume -to -capacity ratio reported for slgnalized intersections. 4. Worst movement reported for ursignalized intersections. City of Renton code states that a development is expected to maintain the same level of service with their development that would be anticipated under baseline (horizon year) conditions if the site were not developed (unless the baseline year level of service is C or above). Based on this criteria the proposed project does not degrade the level of service standards when compared to baseline conditions. As shown, project impacts are not noticeable at either of the signalized intersections. In fact, the average delay per vehicle is expected to decrease in some instance since the project will add traffic to non -critical turning movements. Project traffic volumes are primarily traveling in the opposite direction of most of the commuter traffic. Commuters are typically outbound from the general study area during the weekday AM peak hour, while most project trips will be inbound. Just the opposite -will be true during the I'M peak hour. Since project trips are not significantly impacting commuter volumes, the impacts on the signalized study intersections are minor, as shown in Table 4. Impacts are more noticeable at Lake Washington Boulevard/Ripley Lane. During the AM peak hour, the intersection will operate at LOS F with or without the project. Delay is calculated to increase from 65 to over 80 seconds. However, this is largely caused by the heavy traffic volume on Lake Washington Boulevard; only 7 MM peak hour project trips impact the southbound movement. During the weekday PM peak hour the southbound left -turn at Labe Washington Boulevard/Ripley Lane degrades from LOS C to LOS D with the project traffic. This change in LOS only applies to the southbound minor street approach and does not effect traffic on Lake Washington Boulevard- The intersection as a whole is forecast to operate at LOS A with 7.7 seconds of average vehicle delay. Site Access Three site access driveways are proposed to the site from Ripley Lane. The third access is being negotiated with BNSF, which would be in the middle of the property. The southern most access will be an access to the maintenance shed and will only be used by maintenance personnel. The middle access (proposed new) will be the primary access The Transpo Group j Page 13 Seahawks' Headquarters September 2006 driveway. The northern most driveway would provide access to a private parking lot for coaches, players, and service vehicles. Thus, for traffic analysis purposes two driveways will provide access to the site, no traffic would be assigned to the maintenance driveway. Since the timing of the third driveway is unknown, the site access will be evaluated ,;4 a 1 driveway scenario and a 2 driveways scenario (assuming no traffic is assigned to the southern maintenance driveway). The baseline volumes on Ripley Lane are relatively low. There are 40 southbound and 20 northbound weekday AM peak hour trips and 30 southbound and 50 northbound weekday PM peak hour trips. No turning lanes were assumed for the analysis. Level of service analysis consistent with HCM 2000 methodologies was conducted at the driveways under two driveway scenarios, which are (assuming no project trips assigned to the maintenance driveway): 2 primary access points and i access point. The results of the analysis are shown in Table 5. Table 5. Site Driveway AM and PM Peak Hour LOS Summary AM Peak Hour PM Peak Hour Intersection LOS' Delay' WM' LOS Delay WM Two Driveways North Driveway/Ripley Lane A 8.5 EB A 8.5 ES Middle Driveway/Ripley Lane A 8.5 EB A 8.9 ES One Driveway North Driveway/Ripley Lane A 8.5 EB A 8.8 EB 1. Level of service, based on 2000 Highway Capacity Manual methodology. 2. Average delay in seconds per vehicle. 3, Worst movement reported for unsigna€ized intersections As the results in Table 5 show, the site access driveways are expected to operate well during both the typical weekday AM and PM peak hours under either scenario. The drive -ways operate well due to the low traffic volumes on Ripley Lane. Ripley Lane traffic volumes are unlikely to change much in the future since Ripley Lane only serves residential dwellings along Lake Washington to the north and there is little/to no area for future development north of the project site. . ............. The Transpo Group I Page 14 30 0 4) 1a� IV 48� 441 (49) Figure 5 Project Trip Distribution and Assignment Seahawks Headquarters MAGG06039 Seahawks Practice 1 aciiaygraphicslSea6awks—graphic0l <E> roherlm OM4106 14:29 A N NOT TO SCALE LEGEND (m = PERCENT TRIP JISTRIDTION PROJLCT TRIP ASSIGNMENT X = PM PEAK HOUR (X) = AM PEAK HOUR The Traw urcup INTERSECTION 1 afo) 25 (11) 1105 (37) 12 (25) J 4, 44 (96) 165 (1035) — — 405 (195) 0j10) f,10(101 10 (0} 0 (0) 10 (0) INTERSECTION 2 5 (5) \ 200 (1 150 (55) 222 (1058) — 259 (1761 63 (29) � 260 (335) A N NOT TO SCALE ' INTERSECTK)N 3 \ 20 25) 320 (3 �(15) 96 (605)) 50 (85) 174 (136) — 166 (134) 100 (372) ) `60 (145) Figure 6 With -Project (2008) AM & PM Peak Hour Turning Movements Seahawks Headquarters M:106106039 Seahawks Practice Faciii"raohicstSeahawks_graphic0l <F> robetn 09114106 09:02 � I r- 33 (64) 150 (70) 245 (85) LEGEND X = PM PEAK HOUR (X) = AM PEAK HOUR i Tra Group Seahawks' Headquarters September 2006 Events " n-Typical Days, A "non -typical day" event will be limited primarily to training camp. Traffic for this event will likely not occur during the commuter AM and PM peak hours. Traffic management plans will be developed for this occasion to provide remote parking location(s) and shuttle services. The Seahawks' training camp will generate increased activity at the site beyond the normal use of the corporate headquarters and training uses. The training camp is typically about 25 days in length and begins approximately August 1" of each calendar year. Training camp activities would take place at the site on approximately 20 of these days. Five of the days the team is playing exhibition games or having full scrimmages, neither of which will occur at the Renton location. Thus, the on -site activity during training camp would be confined to approximately 20 days. Over the course of these 20 days, the Seahawks invite fans and fan groups to the facility for such activities as viewing training camp or seeking autographs. The fans would not park on -site, but would park at a remote Location(s) and be shuttled to the site. At the existing facility in Cheney, Washington, these activities typically attract approximately 200 fans per day. In order to conservatively estimate impacts, the Seahawks have estimated that the Renton facility has the potential to attract 1,500 to 2,000 fans on a weekday and up to 2,500 on a weekend day, but actual attendance may be lower. The potentially larger weekend day numbers may occur 2 or 3 times per year. The fans would not cotrunute to the Renton site, but would drive and park at off - site locations) and be shuttled to/from the facility from that remote location via buses. It is unlikely that two or more buses would be at the project site at any one time. These events would last throughout the day, and arrivals and departures spaced throughout the day (i.e., no large event where the full number would attend and leave at one time). The beginning and end of these activities would not coincide with the commuter AM or PM traffic peaks on surrounding streets. Events world typically begin at approximately 10:30 AM and conclude by 3:30 PM. Therefore, no significant increase in site auto traffic would occur above typical levels. However, to assure that fans are well directed to the off -site parking location(s), it may be appropriate to develop an Event Traffic Management Plan (> TMP) which would include: • Signage • Shuttle bus pick-up and drop-off location(s) • Planned travel route • Communication protocol with the City of Renton, and/or appropriate other stakeholders. The Transpo Group I Page 17 5eahawks' Headquarters September 2006 Mitigation Measures The following summarizes the mitigation measures identified for the 5eahawks' Headquarters: • The addition of project -generated traffic would not cause any study intersection to degrade Level of service below City requirements. No mitigation is required. • The site will host occasional events that will attract more people than projected on a typical day. These events will largely be limited to training camp and would occur not more than 20 days per year, primarily in late July and August. An Event Traffic Management Plan (FITMP) would be developed to provide parking and shuttling services from off -site location(s) for special events. .................. The Transpo Group Page 18 Appendix A: Level Of Service Criteria Highway Capacity Manua[, 2000 Signalized intersection level of service (LOS) is defined in terms of the average total vehicle delay of all movements through an intersection. Vehicle delay is a method of quantifying several intangible factors, including driver discomfort, frustration, and lost travel time. Specifically, LOS criteria are stated in terms of average delay per vehicle during a specified time period (for example, the PM peak hour). Vehicle delay is a complex measure based on many variables, including signal phasing (i.e., progression of movements through the intersection), signal cycle length, acid traffic volumes v,ith respect to intersection capacity. Table 1 shows LOS criteria for signalized intersections, as described in the Highway Capacity Manual (Transportation research Board, Special Report 209, 2000), Table 1. Level of Service Criteria for Signalized Intersections Level of Service Average Control Delay (sec/veh) General Description (Signalized Intersections) A <_10 Free Flow B >10 - 20 Stable Flow (slight delays) C >20 - 35 Stable Flow (acceptable delays) D >35 55 Approaching unstable flow (tolerable delay, occasionally wait through more than one signal cycle before proceeding) £ >55 - 80 Unstable flow (intolerable delay) F >80 Forced flow Qammed) Unsignalized intersection LOS criteria can be further reduced into two intersection types: all -way stop -controlled and two-way stop -controlled. All -way, stop -controlled intersection LOS is expressed in terms of the average vehicle delay of all of the movements, much like that of a signalized intersection- Two-way, stop -controlled intersection LOS is defined in terms of the average vehicle delay of an individual movement(s). This is because the performance of a two-way, stop -controlled intersection is more closely reflected in terms of its individual movements, rather than its performance overall. For this reason, LOS for a two-way, stop -controlled intersection is defined in terms of its individual movements. With this in mind, total average vehicle delay (i.e., average delay of ail movements) for a two-way, stop -controlled intersection should be viewed with discretion. Table 2 shows LOS criteria for unsignalized intersections (both all -way and two-way, stop - controlled). Table 2. Level of Service Criteria for Unsignalized Intersections Level of Service Average Control Delay (sec/veh) A 0-10 B >10-ls C >1 5 - 2s D >25 - 35 E >35 - 50 F >50 Appendix B: Level of Service Worksheets HCM Unsignahzed Intersection Capacity Analysis Seahawk's Headquarters 1: Lake Washington Blvd & Ripley Lane Existing AM Movement :. -- , iW8R :p16L NBT,;;'N@R , $BL S6T-;tu♦3Fi Lane Conflgurattcns 11 ')a 44 4. e{. Sign Control Free Free Stop Slop Grade 4% -4% 3% -3% Volume (vei 10 943 10 10 167 10 0 0 ... 10 - . 30 0 10 Peak Hour Factor 0.92 0.92 0.92 0.67 0.67 0.67 0.90 0.90 0.90 0.75 0.75 0.75 Hourly i rate (vph) 11 1025 11 15 249 15 0 0.: .. 11... 40 0 13 Pedestrians Lane Width (ft) _ Walking Speed (ft!s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) - - i platoon unblocked vC, conflicting volume 264 10$6 1352 1346 1030 1344 1344 257 VC1, stage 1 cent Vol vC2, stage 2 cont Vol vCu,unbiocked vol 264 1036 1352 1346 1030 1344 1344 257 1C, single (s) 4-1 4.1 7.9 7.3 7.0 7.3 6.7 6.4 IC, 2 stage (a) IF (s) 2.2 2.2 - 4.2 4.7 4.0 3.7 4.2 3.5 p0 queue free % 99 96 100 100 95 64 100 98 cM capacity (vehlh) 1306 671 84 103 203 110 - 137 745 Direction. Lade #' .....`-E67.: fB 2.'W8.<:'MB,t SB 1 _ Volume Total 11 1036 279 11 53 Volume Left 11 0 15 0 40 Volume Right 0 11 15 11 13 cSH 1306 1700 671 203 140 Volume to Capacity 0.01 0,61 0.02 0,05 0.38 Queue Length 9511h (ft) 1 0 2 4 40 Control Delay (s) 7.8 0.0 0.8 ' 23.7 45.8 - ... Lane LOS A A C E Approach Delay (s) 0.1 0.8 23.7 45.8 - Approach LOS G E IntetsecHorr9lamm Average Delay 2.2 Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (ruin( 15 M.106106039 Seahawks Practice Facility)SynchrclAM Existing.sy7 Synchro 6 Report The Transpo Group Page 1 HCM Unsignalized Intersection Capacity Analysis Seahawk's Headquarters 2: NE 44th St & 1-405 SB Ramps Existing AM r 4 �, 1 `► 1 koa+emant ' -` EBL`_ EBT,EBR WBL " Wf3T WBR -N61 NiNBFt SBL :; 3BT , SBR Lane Configurations j. 4 jr Sign Control Free Free - Stop Stop Grade 4% -4% 3°! -4% Volume (vehlh) 0 971 12 320 115 0 0 0 0 53 1 72 Peak flour Factor 0.92 0.92 0.92 0.72 0.72 0.72 0.90 0.90 0,90 0.73 0,73 0,73 Hourly flow rate (vph) 0 1055. - 13 444 160 0 0 0 0 73 1 99 Pedestrians Lane Width (ft) Walking Speed (ftis) Percent Blockage. - Right turn Flare (van) 9 Median type None None Median storage veh) Upstream signal (11) - i platoon unblocked vC, conflicting volume 160 --ices - 2161 2111 1062 2111 2117 160 vC 1. stage 1 conf Vol Y02, stage 2 cant vot vi unblocked vol 160 1068 2161 2111 1062 2111 2117 160 tC, single (a) ..4.1 4.1 7.1 6.5 6.2 7.1. 6.6 :'6.2 tG, 2 stage (s) IF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.n 3,3 p0 queue free % 100 31 too 100 100 0 91 89 cM capacity (vehlh) .: 1407 - 64a 13 - 16 _ 271 16 16 880 Direction, Lani ...: ` EB 1 'WR 1 WR 2 Volume Total 1068 444 160 173 Volume Left (1 444 0 73 Volume Right r.43 : 0 0 99 cSH 1700 649 1700 38 Volume to Capacity ...:0-63 ..0.69 0,09 4.59 Queue Length 951h jh) 0 135 0 Err Control Delay (a) 0.0 21.11 0.0 Err Lane LOS C F Approach Delay (s) 0.0 16.0 Err Approach LOS F intersection Summary' Average Delay 940.5 Intersection Capacity UtNzabon .. _ :.. 82.9%. ICU Level of Service E Analysis Period (min) 15 I M:106406039 Seahawks Practice FacilitylSynchrolAM Existing.sy7 Synchro 6 Report The Transpo Group Page 2 HCM Unsignalized Intersection Capacity Analysis SeahawRs Headquarters 3: NE 441h St & 1-405 NB Rarnps Existing AM * Movement WiWOR NBT- 'MBR'° SBi: 8BT ."8BR Lane Configurations ji 4� rjs Sign Control Stop - Slop Stop - - Stop Volume (vph) 56a 113 343 139 121 0 10 8o 68 15 22 304 Peak Hour Factor 0.94 0.94 0.94 0.86 0.86 0.86 p.90 0.90 0.90 0.153 GA3 0.83 Hourly Flow rate (vph) 604 120 365 162 141 0 11 89 76 18 27 366 WB.f.-VM Nl�"� Volume Total tvph) 604 495 162 141 176 411 Volume Left (vph) 604 0 162 0 11 . 16 Volume Right (vph) 0 365 0 0 76 366 Hadj (s) 0.55 -0.48 C.55 0.05 -0.06 -0.49 Departure Headway (s) 8,0 6.9 8.7 8.2 7.8 6.7 Degree Utilization, x 1.34 0.93 0.39 0.32 OAS 0.76 Capacity (vehlh) 454 509 391 422 421 528 Control Delay {6) 190.3 49.9 15.9 13.7 15.6 27A Approach Delay (s) 127.8 14.9 15.6 27.9 Approach LOS F B C p. 1111el�i�tlnn'SummarY ...; Delay 79.8 HCM Level or Service F IntersecLcn Capacity Utilization 72.9% ICU Level of Service C Analysis Period (min) 15 M.VW6039 Seahawks Practice FaciiitylSynchrolAM Exisling.sy7 Synchro 6 Report The Transpo Group Page 3 HCM Unsignalized Intersection Capacity Analysis Seahawk's Headquarters 1: Lake Washington Blvd &Ripely Lane Existing PM -,* , -,,, - 4,- ti t /I- \i 1 r lyIoVement Uzi EST-k�.ESR ,iiJ6LydBi��-W6R INBL- NBT�`*ElR.:i_9BL 'SUT `SOR Lane Configuratiors Mi it 4� Sign Control Free Free - Stop Stop Grade 4% -4% 3% -3% Volume (vehlh) 14 122 0 10 326 30 10 10 10 20 0 10 Peak Hour Factor 0.95 0.95 0.95 0.89 0.89 0.59 0.46 OA6 0.46 0.67 0.67 0.67 Hourly flow rate (vph) 11 128 0 11 366 34 22 22 22 30 ;. 0. 15 Pedestrians Lane Width (ft) - Walking Speed (i Percent Blockage - - Right turn flare (veh) Median type - None None Median storage vei Upstream signal (if) i platoon unblocked vC, conflicting volume 400 12a 570 572 12$ 588 , 555 383 vC1, stage 1 confvol vC2, stage 2 eonf Vol vCu, unblocked vol 4D0 128 570 572 128 558 555 383 i single (s) 4A 4,1 7.3 6.7 6.4 _ 7.1 6.5 - 6.2 10. 2 stage (s) tF (s) 2.2 2.2 3.7 4.2 3.5 3.5 4.0 3.3 p0 queue free % 99 99 94 95 9a 92 100 98 cM capacity (vehlh) 1159 1457 394 402 -..890 389 433 664 fJieeaiionlan@ Ei=W8i:;.N6:1..SBT-.::...... - - Volume Total - 11 128 411 65 45 . . Volume Left 11 0 11 22 30 Volume Right 0 0 34 22 15 - - - cSH 1159 1700 1457 487 451 Volume to Capacity 0.01 0.08 0.01 -0.13 0.10 Queue Length 95th (ft) 1 0 1 11 8 Coniroi Delay (a) 8.1 0.0 0.3 13.5 13.9 Lane LOS A A a B Approach Delay 1 0.6 0.3 13.5 13.9 Approach LOS B B lnteraectiari 5umma Average Delay 2,6 Intersection Capacity Utilization 37.1% ICU Level of Service A - Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis Seahawk's Headquarters 2: NE 44th St & 1-405 SB Ramps Existing PM --*, z - t 4\ t".'. 1 lihayami_.erit :'`"`..EBi::':.: M_ _ EBT�-',EER''WBL;"'-'yJ6T 'WBR`i`"PFHL`'.NBT ,NBR;,a $R1..:fE5BT;."Sl3ft Lane Configurations p rF Sign Control - - Free Free Slop Stop Grade 4% 4% 3% -4% Volume (vehlh) 0 152 - 8 262 189 0 0 0 0 142 3 177 Peak Hour Factor 0.93 1) 93 0.93 0.80 0.80 0.80 0.90 0.90 0,90 0.81 0.81 0.81 Hourly flow rate (vph) . 0 163 9 315 :1:230 0 0 0 0 175 4 219 Pedestrians Lane Width (1`1) - - -- - Walking Speed Iti Percent Blockage Right turn Flare (veh) 9 Median type--.'_ None None. _ Median storage veh) Upstream signal (H) pX, platoon unblocked vC, conflicting volume 236 .172 1145 1034 168 1034 1038 236 vC1, stage 1 conf vol vC2, stage 2 oanf Vol - vCu,unblocked vol 236 172 1145 1034 168 1034 1038 236 IC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6,2 IC, 2 stage (s) IF (s): 2.2 2-2 3,5 4,0 3.3 3.5 4.0 3.3 p0 queue free % 100 78 100 100 100 4 98 73 cM capacity (vehlh). 1337 - 1405 105 181 879 175.. -.-180. 805 VOumeTotal 172 315 = 236 396 Volume Lett 0 315 0 175 Volume Right 9 0 0 219 cSH 1700 14D5 1700 389 Volume to Capacity 0.10 1 1 1.02 Queue Length 95th (ft) 0 22 0 318 Control Delay (a) 0.0 - fIA 0.0 63.6 Lane LOS A F Approach Delay (a) 0.0 4.7 63.6 - Approach LOS F 1A1aFsaadon Average Delay 24.9 Intersection Capacity Utilization 40.5% .ICU- Level of Service A Analysis Period (min) 15 W 06106039 Seahawks Practice FacilitySSynchrolPM Exisling.sy7 Synchro 6 Report M:ID6106039 Seahawks Practice FacilitylSynchrulPM Existing.sy7 Synchro 6 Report The Transpo Group Page 1 The Transpo Group Page 2 HCM Unsignahzed Intersection Capacity Analysis Seahawk's Headquarters 3: NE 44th St & 1-405 NB Ramps existing PM J, l 4-- t-- t *t t f 4 Movement WOJT,, ,WgiR..:NBL PJBT _;'MSR--SBL SWT -SBR Lane Configurations Sign Control Stop Slop Stop Stop Volum© (vph) 81 151 fit 56 139 0 10 236 142 48 17 292 Peak Flour Factor 0.94 0.94 M4 - 0.66 0.86 0.86 0.90 0.90 0.90 0.83 0,83 11.83 Hourly flaw rate (vph) 86 161 66 65 162 0 11 262 158 58 20 352 Ptreetion Law# E$.1 :. E6 2-`.,WB f !7M Volume Total (vph) 86 227 65 162 431 430 Volume Left (vph) 86 0 65 0 11 58 - - - - Volume Right (vph) 4 66 0 0 158 352 Hadl (s) 0.55 -0.16 11.55 . 0.05 -0.03 -0.43 Departure Headway (s) 8,7 7.9 8.9 8.4 6.9 6.5 Degree Utilization, x 0.21 0.50 0,16 - 0.38 0.82 0.78 - Capacity (vehlh) 371 411 372 386 501 529 Control Delay (s) 12.7 17.4 12,4 15.1 34.3 2a.9 Approach Delay (s) 16.1 14A 34.3 28.9 Approach LOS C B o 0 IntersectionSumrnary 1E Delay 25.4 ,.. HCM Level of Service D Intersection Capacity Utilization 71.2 % ICU Level of Service. Analysis Period (min) 15 WM06039 Seahawks Practice Facilily%Synchro\PM Existing.sy7 Synchro 6 Report 7 he Transpo Group Page 3 HCM Unsignalized Intersection Capacity Analysis Seahawk Headquarters 1: Lake Washington Blvd & Ripley Lane Ann 2006 Baseline Movement R ,J;NHL " NBr!:' N13B `56L SETT' 813R Lane Configurations 4. eta fj+ Sign Control Free Free Stop Stop Grade 4% -4% 3% -3% Volume (vehlh) 10 1035 10 t0 195 10 0 0 10 30 0 10 Peak Hour Factor 0.92 0.92 0.92 0.67 0.67 0.67 0-90 0.9n 0.90 0.75 0.75 0.75 Hourly flow rate (vph) 11 1125 11 - 15 _ 291. 15 0 0 11 40 - 0 13 Pedestrians Lane Width (fl) - Walking Speed (Ws) Percent Blockage - - Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 203 . . .... pX, platoon unblocked vC, conflicting volume 306 11136 1494 1488 1130 1486 1460 299 VC 1. stage 1 cent Vol vC2, stage 2 coral Vol vCu, unblocked vol 306 1136 1494 1488 1130 1486 1486 299 1C, single )s) 4.1 4.1 7.9 7.3 7.0. . 7.3. E 6.7 6A tC, 2 stage (s) IF Is) 2.2 2.2 4.2 4.7.'... 4.0 3.7 .. 4.2 - 3.5 p0 queue free % 99 98 100 100 94 54 100 98 cM capacity (vehlh) 1260 615 65 82 '. 175 86- 111 705 Volume Total 11 1136 - 321 11 53 Volume Left 11 0 15 0 40 Volume Right 0 11 15 11 13 cSH 1260 1700 615 175 111 Volume 10 Capacity 0.01 0.67 0.02 0.06- 0.46 Queue Length 951h (ft) 1 0 2 5 54 Control Delay (s) 7.9 0.0 0.8 - 27.0 64.6 Lane LOS A A ❑ F Approach Delay (e) 0A 0.8 27.0 64.6 Approach LOS D F Intersection Summary Average D0lay 2.7 Intersection Capacity Utilization 70.7% ICU Level of Service - C Analysis Period (min) 15 M,106506039 Seahawks Practice FacilitylSynchrolAM 2008 Baseiine.sy7 Synchro 6 RepuH The Transpa Group Page 1 HCM Signalized Intersection Capacity Analysis Seahawk Headquarters 2: NE 44th St & 1-405 SB Ramps AM 2008 Baseline Movement EBL ' EBT EBR WBL `.WBT WBR NBL NBT_ i`:NBR .s561 ., 66T 'SBR Lane Configurations f r ►j t a' N Ideal Flow (vphpl) 1900 1900 1900 19c0 1900 1900 19DO 1900 1900 1900 1900 1900 Grade (%) 4% -4% 3% -4% Total Lost time is) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util_ Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0,85 1.00 1,00 1.00 0.85 Fit Protected "on 1.0D 0.95 1.00 0.96 1.00 Satd. Now (proi) 1790 1522 1707 1882 - 1782 1584 Fit Permitted 1.00 1.00 0.95 1.00 0.96 1.00 Satd.F}cw (porm) 1790 1522 1787 1882 1782 1584 Volume (vph) 0 1055 25 335 120 0 0 0 0 55 5 BO Peak -hour factor, PH 0.92 0.92 0,92 0-72 0,72 0.72 0.90 0.90 0-90 0.73 0.73 (1.73 Ad). Flow (vph) 0 1147 27 465 167 0 0 0 0 75 7 110 RTOR Reduction (vph) 0 0 6 0 a 0 0 0 0 4 ..:, . -. 0- 101 Lore Group Flow (vph) 0 1147 21 465 167 0 0 0 0 0 82 9 Heavy VehiclesCD/ 4°k 4% 4% 3% 3% 3% 2% 2% "2% '- 4% 4% 4% Turn Type Perm Prot Split Penn Protected Phases 4 3 8 6 - 6 Permitted Phases 4 6 Actuated Green, G (s) 49.0 49.0 22.0 75.0 7.0 7.0 Effective Green, g (s) 49.0 49.0 22.0 75.0 7,0 7,6 Actuated WC Ratio 0.54 0.54 0.24 0,83 0.08 0,08 Clearance Time (S) 4.0 4.0 4,0 _ 4.0 4.0 4.0 Lane Grp Cap (vph) 975 B29 437 1568 139 123 Ws Ratio Prat cO.64 cO.26 0.09 CO.OS Ws Ratio Perm Oki 0.01 vlc Ratio 1.18 0.02 1.06 0.11 0,59 0.07 Uniform Delay, d1 20.5 9.5 34.0 1.4 40.1 38.5 Progression Factor 1.00 1.00 1.05 a i 1.00 1.05 Incremental Delay, 02 90.2 0.1 59.4 0.1 11.1 1.1 Delay (s) 110.7 9.5 94.9 1.0 57.2 39-6 Level of Service F A F A E D Approach Delay is) 108.4 70.1 0.0 47.1 Approach LOS F E A D lnlersectiont Sntnma HCM Average Control Delay 90.4 HCM Level of Service F HCM Volume to Capacity ratio 1.09 Actuated Cycle Length (s) Ko Sum of last time (s) 12.0 Intersection Capacity Utilization 87.4% ICU Level of Service E Analysis Period (ntin) 15 - - c Critical Lane Group M:0OW6039 Seahawks Practice Facility%Synchmo AM 2008 Baseline.sy7 Synchro 6 Report The Transpo Group Page 1 HCM Signalized Intersection Capacity Analysis Seahawk Headquarters 3: NE 44th St & 1-405 NB Ramps AM 2008 easeiine _O__. -)t 1- - 4_ t r `► l r Movement "` - ESL", WBR NRL NBT - NBR sHL- s6T - SBR Lane Configurations j► } p j, p Ideal Flow (vphpl) 1900 1900 . 1900 19W 1900 19Ou 1900 1900 1900 1900 190D 1900 Grade (%) -3% 0% 4% 0 % Total Lost time (s) 4.0 4,0 4.0 4.0 41) 4.0 4.0 4,0 4p 4_D Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Frpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 0.98 1.Do 1.00 1.00 1.00 Fipb, pedfbikes 1.00 1.00 1.00 1.00 1.10D 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 1.00 0.86 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 D.95 1.00 0.95 1.0D Said. Flow (proi) 1779 1872. 1591-..1752 1845 1532 1594 1563 1770 1603 Fit Permitted 0.96 1.00 1.00 0.95 1.00 1.00 0.16 1.00 0,57 1.00 Said. Flow (perm) 1779- 1872 1591 1752 1845 1532 296 1563 1058 1603 Volume (vph) 605 135 370 145 130 85 15 85 70 15 25 320 Peak -hour factor, PHF 0.94 0.94 0.94 _ _ LI?.8F - :. p.86. 0.86 - 0.90 0.90 0,90 - 0.83 0.83 ' (1.e3 Adj. How (vph) 644 144 394 169 151 99 17 94 78 18 30 386 RTOR. Reduction (vph)- 0 - : - 0 223-; ,.0 - - 0 84 0 33 0 0 28S 0 Lane Group Flow (vph) 644 144 171 169 151 15 17 139 D 18 133 0 Confl. Peds. (fflhr) - :: ` 1 ::...: . 1 Heavy Vehicles(%) 3% 3% 3% 3% 3% 3% 11% 11% 11% 2% 2%_ 2% Turn Type ... Prot _ Perm Prot Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases - - , 4 - - a 2 - 6 Actuated Green, G (s) 40.0 39.0 39.0 15.0 14.0 14.0 24.D 24.0 24.0 24.0 Effective Green, g (s) 40.0 - 391 39.0 15.0 14.0 14.0 24.0 24.0 24.0 24.0 Actuated gIC Ratio D,44 0.43 043 0.17 0.16 GA 6 0.27 0.27 0.27 0.27 Clearance Time (s) 4A 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 791 811 689 292 2a7 23a 79 417 252 427 vls Ratio Prct c0.36 0.08 c0,10 0.08 CO.G9 0.08 vls Ratio Perm 0.11 0.01 0.06 0.02 v1c Ratio 0.91 0.18 0.25 0.58 0.53 O.D6 0.22 0.33 0.06 0.31 UndDrm Delay, d1 21.8 15.7 16.2 34.6 34.9 32.4 25.7 26.6 24.6 26.4 Progression Factor 0.27 0.20 0.47 1.00 1.00 1.00 1.00 1.DO 1.DO 1.00 Incremental Delay, d2 0.9 0.0 0.1 8.1 6.7 0.5 6.1 2.1 0.4 1.9 Delay (s) 6.6 3.1 7.6 42.7 41.7 32.9 31.8 2a.7 25.1 28.3 Level of Service A A A D D C C C C C Approach Delay (s) 6.6 40.0 29.0 28.2 Approach LOS A D C C Intel;epggn ShrrurkarY `` ; , HCM Average Control Delay 19.0 HCM Level of Service B HCM Volume 10 Capacity ratio 0.60 Actuated Cycle Length (s) 90.0 Sum of €ost time (s) 8.0 Intersection Capacity UMization 77.9 % ICU Level of Service D Analysis Period (min) 15 o Critical Lane Group M.5D6106039 Seahawks Practice FaciljtylSynchrotAM 200E Baseline.sy7 Synchro 6 Report The Transpo Group Page 2 HCM Unsignalized Intersection Capacity Analysis Seahawk Headquarters 1: Lake Washington Blvd & Ripley Lane PM 2008 Baseline 1 -+ � ~*- 1 t,* ti l d MoveYne( ._ -': EBl -BBT-.,EEBft 1WBL. WBTr'-*OR ^ NBL NBT-i:'.'NBR Lane Configurations js 4+ Fk 4. Sign Control Free Free Stop. Slop Grade 4% -4% 3% -3% Volume(vehlh) 10 165 0 10 405 3C 1D 10 1D 20 0 10 Peak Hour Factor 0.95 0.95 0.95 DA9 0.89 0.59 0.46 0.4E 0.46 0.67 0.61 0.67 Hourly flow rate (vph) 11 174 0 11. 455 34 22 22 22.- - 30 - 0. . _ 15 Pedestrians Lane Width (ft) - Walking Speed (ftls) Percent Blockage _ ... Right turn Flare (veh) Median type Nona None' Median storage veh) Upstream signal (ft) 203 PX, platoon unblocked 0.94 0.94 0.94 0.94 0.94 0.94 vC, conflicting volume 489 174 7C4 7D6 - 174 . 722 .689 472 v01, stage 1 ccnf vol vC2, stage 2 conf voi vCu, unblocked val 456 174 605 687 174 704 669 4319 1C, single (s) 4.1 4.1 7.3 6.7 6A ', 7.1 ,. 6.5 6.2 10, 2 stage (s) 1F (s) 2.2 2.2 3.7 4.2 3.5 3.5 , 4.0 3.3 p0 queue free % 99 99 93 93 97 90 100 97 cM capacity (vehfh) 1038 1403 30a 323 830 302 350 582 t3irert�on.Laria#'' 'iEB1 .EB•2:iNB.1=..NB; 1 SB1.;. Volume Toial 11 W4 G00 65 45 Volume Left 11 0 11 22 30 Volume Right 0 0 34 22 15 cSH 103E 1700 1403 398 359 Volume to Capacity 0.01 0.10 0.01 0.16 0.42 Queue Length 95th (11) 1 0 1 15 11 Control Delay is) B_5 0.0 0.3 15.8 16.4 Lane LOS A A C C Approach Delays) 0.5 0,3 15.8 16A Approach LOS C C Intersection Summary..:. Average Delay 2,5 Intersection Capacity utilization 41.2% ICU Level of Service A Analysis Period (min) 15 M M6106039 Seahawks Practice FacllitylSynchrolPM 2008 Baseline.sy7 Synchro 6 Report The Transpo Group Page 1 HCM Signalized Intersection Capacity Analysis Seatlawk Headquarters 2: NE 44th St 8 1-405 SB Ramps PM 2008 Baseline J , ti 1< � � t � '* 1 � Movement ._ E6L EBT.;;:EBfi .:�1Is'B :....lJf3T..: i)IBR-:'s NEli NST .:-NBA _-`58L SBT_-:_.SBA_ Lane Configurations 4 j7 Ideal Flow (vphplj 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (°%) 4% -4% 3% -4% Total Last lime (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.D0 1.00 1.00 1.00 Frt 1.00 0.85 1.D0 1.00 1.00 0.85 Fit Protected 1.00 1-00 0,95 1.00 0.95 1.00 Said. Flaw (prot) 1844 1667 1805 1900 1830 1631 Fit Permitted 1,00 1.00 0.95 1.00 0.95 1.00 Sold. Flow (perm) 1844 1567 1805 1900 1830 1631 Volume (vph) 0 185 15 260 250 0 0 0 0 150 5 195 Peak-hcur factor, PHF 0.93 0.93 0.93 0.80 0.80 0.80 0.90 0.90 '0.90 0.81 Lai 0.01 Adj. Flow (vph) 0 199 16 325 312 0 0 0 0 185 6 241 RTOR Reduction (vph) 0 0 12 0 0 0 0 0. 0 0 0: 181 Lane Group Flow (vph) 0 199 4 325 312 0 0 0 0 0 191 60 Heavy Vehicles % 1% 1% 1% 2% 2% 2% 1°% 1% 1% ...11/6 1% 1% Turn Type Perm Prot Split Perm Protected Phases 4 3 8 - 6 6 Permitted Phases 4 6 Actuated Green, G (s) 14.0 14.0 19.0 37.0 .15.0 15.0 Effective Green, g (s) 14.0 14.0 19.D 37.0 15.0 15.0 Actuated 91C Ralio 0.23 0.23 0.32 0.62 0.25 0.25 Clearance Time (s) 4.0 4.0 4.0 4.0 4,0 4.0 Lane Grp Cap {vph) 430 366 572 1172 458 408 v!s Ratio Prot c0.11 Co.18 0.16 c0,14 via Ratio Perm - 0.00 0.04 vlo Ratio 0.46 0.01 0.57 0.27 0.42 0.15 Uniform Delay, dl 19A 17.7 17.1 5.3 18.0 17.5 Progression Factor 1,00 1.U0 0,67 0.66 1.00 1.00 Incremental Delay, d2 3.6 0.1 3.9 0.5 2.8 0.8 Delay (s) 23.3 17.7 15.4 4.0 21.6 18.3 Level of Service C B ..,..8 �. -. A C B Approach Delay (a) 22.9 9-8 0.0 19.8 Approach LOS C A A B tntersechonSummary HCM Average Control Delay 15.3 HCM Level of Service B HCM Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 12.0 Intersection Capacity Ulilizalion 42.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group M.W&06039 Seahawks Practice FacrftylSynchro%PM 2008 Baseline.sy7 Synchro 6 Report 'I he Transpo Group Page 1 HCM Signalized Intersection Capacity Analysis Seahawk Headquarters 3: NE 44th St 8 1-405 NB Ramps PM 21J08 Baseline l (-- 4_ 1 t I' 1_ 1 d M6iy rrllhrft' T ?:"El3i . ERT "F-BR-WBL' Wi WEIR." i - `h{BT NBR Lane Configurations +f f if +I ? F I'i Ti Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 190o 1900 1900 190D Grade 1%) -3% 0% 4% 0% Total Lost time (a) 4,0 4.0 01 4.0 4.0 4.0 4.0 - 4.0 4.0 4.0 Lane 1,10. Factor 1.00 1.00 1.00 1.01) 1.00 1.00 1.00 1. DO 1.00 1.00 Frpb, pedlbikes -. 1.00 1,00 1,00 1,00 1.o0 0.98 1.00 1.00 1.00 1.00 Flpb, pedlbikes 1.U0 1.00 1.00 1.00 1,00 "Do 1.0D 1.00 1.00 1.00 Frt - 1.D0 1.00 0.85 1.00 1.00 0.85 1.00 0.94 1.00 0.86 Fit Protected U.95 1,00 1.00 0.95 1.00 1.00 0.95 1_.00 0.95 1.00 Said. Flow (prof). 1814 1909 1623 1770 1863 1549 1751 1738 1797 1615 Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.0C 0.44 1.00 0.38 1.00 Said. Flow (perm) 1814 1909 1623 1770 1863 1549 814 1738 712 1615 Votume (vph) 95 170 70 60 165 5c 25 245 150 50 20 320 Peak -hour factor, PHF 0.93 0.93 - 0.93'..0.82 .- 0.82 0.82 0.94 0.94 0.94 0.94 0.94 '0.94 Adj. Flow (vph) 102 183 75 73 201 61 27 261 160 53 21 340 RTOR Reduction (vpll) - 0 0 - 55 -= 0 0 48 0 37 0 0 198 0 Lane Group Flow (vph) 102 183 20 73 201 13 27 384 0 53 163 0 Conn. Pads. (OW) 1 - . 1 Heavy Vehicles ! 1% 1% 1% 2% 2% 2% 1% 1% 1°% 1°% )% 1% Turn Type Prot - -Perm Prat 'Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases - - _ 4 - 8 2 6 Actuated Green, G (a) 10.0 16.0 16.0 7.0 13.0 13.0 25.0 25.0 25,0 25.0 Effective Green, g (a) 10.0 - 16.0 16.0 7.0 13.0 13.0' 25.0 25.0 25.0 25.0 Actuated g1C Ratio 0.17 0.27 0.27 0.12 0.22 0.22 0.42 0.42 0.42 0.42 Clearance Time a 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 302 5W 433 201 4D4 336 339 724 297 673 We Ratio Prot 0.06 c0.10 0.04 c0.11 0.22 0.10 Ws Ratio Perm 0.01 0.01 0.03 0.07 vic Ratio 0.34 0,36 0,05 0.35 0.50 0.04 . o.oa o.53 0.16 0.24 Uniform Delay, d1 22.1 IT8 16.3 24.4 20.6 18.6 10.6 13.1 11.0 11.4 Progression Factor 0.57 0.4a 0,00 1.00 1.00 1.00 1.60 1.00 1.00 1.00 Incremental Delay, d2 2.8 1,8 0.2 4.7 4.3 0.2 0.5 2.8 1.3 0.9 Delay (a) , 15.3 10,3 0.2 29.1 25.0 18.8 11.0 15,9 - 12.3 - 12.2 Level of Service 6 B A C C B B B B B Approach Delay (a) 9.6 24.7 15.6 - 12.2 Approach LOS A C B B tarseQtiph`3umm HCM Average Control Delay 15.3 HCM Level of Service B HCM Volume to Capacity ratio 0.47 Actuated Cycle Length (a) 60.0 Sum of lost lime (s) 8 0 Intersection Capacity Utilization 57.3% _ ICU Level of Service B Analysis Period (min} 15 c Critical Lane Group -- M-106406039 Seahawks Practice FacilityVSynchrolPM 2008 Baseline.sy7 Synchro 6 Report The Transpo Group Page 2 HCM Unsignalized Intersection Capacity Analysis Seahawk Headquarters 1: Lake Washington Blvd & Ripley Lane AM 2006 Wilh-Project EBL EBT- EBR-:WBL= WBT"'WBR`.'-N l.T. "- dBT--NW- SBk 'SBT58R Lane Configuraticns U 4� *4 +T* Sign Control Free Free Stop Stop Grade 4% -4% 3% -3 % Volume (vehlh) 25 1035 10 10 195 96 0 0 10 37 0 - -11 Peak Hour Factor 0.92 0.92 0.92 0.61 0.67 0.67 0,90 0,90 0.90 0,75 0.75 0.75 Hourly flow rate (vph) 27 1125 11 15 291 143 0 . 0 11 49 0 15 Pedestrians Lana Width (ft) Walking Speed (ftls) Percent Blockade Right turn flare (veh) Median type None None - Median storage veh) Upstream signal (ft) 203 pX, platoon unblocked 0.99 0.99 0.99 0.99 0.99 0.99 vC, conflicting volume 434 1136 1692 1649 1130 15835. 1583 :. 363 vC1, stage 1 cent vol vC2, stage 2 conf vol vCu, unblocked vol 429 1136 1597 1655 1130 1586 1588 351 IC, single ts) 4.1 4.1 7A 1.3 7,1) :7.3 6.7 6.4 IC, 2 stage (a) tF (s) 2.2 2.2 4.2 4.7. 4.0 3.7 4,2 35 p0 queue free % 98 98 100 100 94 31 100 98 cM capacity (vehlh) 1125 615 53 61 175.. 72 - 94 647 Llii$cl grl L ne # `: �H `1 . E$-2;:. WB I NB 1 SB 1 Volume Total 27 1136 449 11 64 Volume Left 27 0 15 0 49 Volume Right 0 11 143 11 15 cSH 1125 1700 615 175 9D Volume to Capacity 0.02 0.67 0.02 0.06 0.71 Queue Length 951h (0) 2 0 2 5 88 Control Delay (a) 8.3 0.0 0.7 27.0 110.7 Lane LOS A A D F Approach Delay (a) 0.2 0.7 27.0 110.7 Approach LDS D F Average Delay 4.7 Intersection Capacity Utilization 71.1 % 1CU Level of Service - C Analysis Period (min) 15 M.W6106039 Seahawks Practice FacAitylSynchmo AM 2008 With_Projecl.sy7 Synchro 6 Report The Transpo Group Page 1 HCM Signalized Intersection Capacity Analysis Seahawk Headquarters 2: NE 44th St & 1-405 SB Ramps AM 20U8 With -Project 4, z ~ t ti t,* `- 1 -1 Movement EBL FBT :,. E8€ , NTt3t ... WBT ' WBR NBL` -NBT : _NEIR _ 8BL. SBT SEIR Lane Configurations } If ►f ? 4 IF Ideal Flow (vphpl) 1900 1900 1900 1900 1900 190o 1900 1900 1900 1900 1900 1900 Grade (ro) 4% 4% 3% _4% Total Lost 6me (s) 4.0 4,0 4.0 4.0 4.0 4.0 Lane Ulil. Factor 1.60 11)C 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Fit Protected 1.00 1.00 0.95 1.00 0.96 1.00 Satd. Flow (Prot) 1790 1522 1787 1882 1782 16U Fit Permitted 1.00 1.00 0.95 IX0 0.96 1.00 Said. Flow (perm) 1790 1522 1737 1882 1782 1584 Volume (vph) 0 1058 29 335 176 D 0 0 0 55 5 110 Peak -hour factor, PHF 0.92 0.92 0.92 0.72 0-72 0.72 0.90 0.90 0.90 0.73 0.73 U.73 Adj. Flow (vph) 0 1150 32 465 244 0 0 0 0 75 7 151 RTOR Reduction (vph) 0 0 8 0 0 0 0 0 0 0 0 139 Lane Group Flow (vph) D 1150 24 465 244 0 0 0 0 0 82 12 Heavy Vehicles(%) 4% 4% 4% 3% 31/. 3% 2% 2% 2% -4%. 4% 4% Turn Type Perm Prot Split Perm Protected Phases 4 3 8 6.._.-. 6. Permitted Phases 4 6 Actuated Green, G (a) 49.0 49.0 22.0 75.0 7.0. 7.0 Effective Green, g (a) 49,0 49.0 22.0 75.0 7.0 7.0 Actuated 91C Ratio 0.54 0.54 0.24 0.83 - - .. 0.08 0.08 Clearance Times 4.0 4.0 4,0 4.0 4.0 4.0 Lane Grp Cap(vph) 975 829 437 -1568 - 139 123 v/s Ratio Prot c0.64 c0.26 0.13 c0.05 Ws Ratio Perm 0.02 0,01 v/c Ratio 1.10 0.03 1.06 0.16 0.59 Vol Uniform Delay, di 20.5 9.5 34.0 1.4 40.1 38.6 Progression Factor 1.00 1.00 1.04 0.52 1.00 1.00 Incremental Delay, d2 91.5 0.1 59.5 0.2 17.1 1.5 Delay (s) 112.0 9.6 94.9 0.9 57.2 40.1 Level of Service F A F A E D Approach Delay (s) 109.2 62.5 0.0 46.1 Approach LOS F - - E A D Intersection. summary HGM Average Control Delay 86.7 HCM Level of Service F HCM Volume to Capacity ratio 1.09 Actuated Cycle Length (s) 90.0 . Sum of last time (s) 12.0 Intersection Capacity Utilization 87.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group M:106106030 Seahawks Practice Facilily%SynchrolAM 200S Wilh_ProjecLsy7 Synchro 6 Report The Transpo Group Page 1 HCM Signalized Intersection Capacity Analysis Seahawk Headquarters 3: NE 44th St & 1-405 NB Ramps AM 2008 With -Prefect EBL'-: EBT PBR WO ' YY9i - 1NBii -_N6I_ °. 8 NBR ,<t.SBL '%s'$BT"-BaR Lane Configurations vi + r + tr '� ►j jr Ideal Flow (vphpl) 190D 1900 190o 1900 1900 1900 1960 1900 - 1900 1900 1900 1900 Grade (%) _1% 0% 4% 0% Total Last time (s) 4.0 4.0 4,0 4.0 L0 4.0 4.0 4.0 4.0 LG Lane Util. Factor 1.00 1,Co 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, pecilbikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Flpb, pedlbikes 1.00 1. DO 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 - 1.00 0.86 - Fit Protected 0.95 1. Do 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.D0 Said. Flow (prot) 1779 1872 1591 1752 1845. 1532 1594 1663 1770 1603 Flt Permitted 0.95 1.00 1.00 C.95 1.00 1.00 0.17 1.00 0.57 100 Said. Flow (perm) 1779 1872 1591 1752 1845 1532 288 1563 1058 1603__ _ Volume(vph) 605 136 372 145 134 85 64 85 70 15 25 323 Peak -hour factor, Pi 0.94 0.94.. 0.W 0.6@ 0.66 0.86 0.90 U.90 0,90 0.83 0.93 -0.a3 Adj. Raw (vph) 4544 145 396 169 156 99 71 94 7a is 30 3a9 RTOR Reduction (vph) 0 0 224 0 0 84 0 33 0 D 285 0 Lane Group Flow (vph) 644 145 172 169 156 15 71 139 0 18 134 0 Confl. Pads. (#Ihr) 1 - . - -- 1 heavy Vehicles (%) 3% 3% 3% 3% 314 3% 11 % 11 % 11 % 2% 2% 2% Turn Type Prot Perm Prot 7 Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 _ 6 Actuated Green, G (s) 40.0 39,0 39.0 15,0 14.0 14.0 24.0 24.0 24A 24,0 Effective Green, g (s) 40.0 39.0 39.0 15.0 14.0 14.0 24.0 24.0 24.0 24.0 Actuated g!C Ratio CA4 0.43 0.43 0.17 0.16 0.16 0.27 0.27 0.27 0.27 Clearance Time (s) 4.0 L0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 791 811 689 292 287 238 77 417 282 _ _ 427 v/s Ratio Prot c0-36 0.08 00.10 0.08 0.09 0.06 Ws Ratio Perm 0.11 0.01 c0.25 0.02 vic Ratio 0.81 0.18 0.25 0.58 0.54 0.06 0.92 0.33 0.06 0.31 Uniform Delay, d1 21A 15.7 16.2 34.6 35.1 32A 32.1 26.6 24.6 26.4 Progression Factor 0,27 0,20 0.47 1.00 1.00 1.00 1.00 1.00 - - 1.00 1.00 Incremental Delay. d2 CA ().a 0.1 8.1 7.2 0.5 82.5 2.1 0.4 1.9 Delay (a) - . - 111.8 3.2 7.7 42.7 42.3 32.9 114.6 2a.7 - - 25.1 28.3 Level of Service A A A D D C F C C C Approach Delay (s) 6.7 40.3 53.8 28.2 Approach LOS A D D C lritersactlan.Su�ary ;� , , '`' ' ... HCM Average Control Delay 22.0 HCM Level of Service C FILM Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 90.0 Sum of last time (s) 8.0 Intersection Capacity Utilization 85.0% ICU Level of Service E Analysis Period (min) 15 C Critical Lane Group M %06106099 Seahawks Practice FacilitylSynchrulAM 2008 With_Project.sy7 Synchro 6 Report The Tranepc Group Page 2 HCM Unsignalized Intersection Capacity Analysis Seahawk Headquarters 1: Lake Wasttin ton Blvd & Ripley Lane PM 2008 with -Project Movernent "'EK f3T,;,<EBA„ G` ilfff3l:°:_iN9R ttBL NBA`°`^ii9R "5BL .SOT `Si Lane Configurations 4T* Sign Control Free Free Stop Slop Grade 4% -4% 3% -3% Volume (vehlh) 12 165 - 0 10 - 405 44 10 10 10 105 0 25 Peak Hour Factor 0.95 0.95 0.95 0.89 0.89 0.89 0,46 0.46 0,46 0.67 0.67 0,67 Hourly Slow rate (vph) 13 174 0 11 455 49 22 22 22 157 0 37 Pedestrians Lane Width (fl) - - - Walking Speed ((tls) Percent Blockage - Right turn Flare (vei Median type None- None Median storage veh) Upstream signal ji 203 pX, platoon unblocked 0.94 0.94 0.94 0.94 0.94 0.94 vC, conflicting volume 504 174 739 726 174 - -, 734 701' ' 480 vC1, stage 1 confvol vC2, stage 2 conf vol vCu, unblocked vol 471 174 721 707 174 716 661 444 i single (s) 4.1 4.1 7.3 67 ,. 6A 7,1 6.5 6.2 12 stage (s) IF (a) 2.2 2,2 3.7 4.2 . 3.5 15 4.0 3.3 po queue tree % 99 99 92 93 97 47 100 94 cM capacity tvehlh) 1021 1403 278 312 830 294 342 575 girectlon Zone#`f :.'PB:; E82 _11y!61:A7Bi4. SB1.. Volume Total 13 174 -516 65. 194 - - - Volume Left 13 0 Al 22 157 Volume Right 0 0 49 - 22 37 cSH 1021 1700 1403 375 324 Volume to Capacity 1 0.10 0.01 0.17 0.60 Queue Length 95th (11) 1 0 1 16 91 Control Delay (a) 8.6 0.0 0.2 16:6 31.3 - Lane LOS A A C U Approach Deiay (s) 0.6 0.2 16.6 31.3 Approach I.OS G 0 Intersection StUnrnary, - - Average Delay 7.7 Intersection Capacity Utilization 52.8 % ICU Level of Service A Analysis Period (min( 15 Mf506106039 Seahawks Practice Facil tylSynchro%i 2008 Wilh_Project.sy7 9yrchro 6 Report The Transpo Group Page 1 HCM Signalized Intersection Capacity Analysis Seahawk Headquarters 2: NE 44th St & 1-405 SB Rams PM 2006 With -Project __,, , > - ti 1 t I' 4 _I MovementE13t ; BT` EBI �` WBL ,, WBT- _WBj2 - NBC ..44BT;'m"MBR -=i - (3L ',,-S6T : SBR Lane Configuratiors } r ►f } 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 4% -4% 3% -4% Total Lost lime (s) 4.0 4,0 4.0 4A 4.0 4.0 Lane Util. Factor I M 1.00 1.00 1.00 1.00 1.00 Fri 1.00 0.85 1,00 1-00 1,00 0.85 Fit Protected 1.00 1,00 &95 1.00 0.95 1.00 Said. Flaw (prof) 1844 1567 1805 1900 1630 101 Fit Permitted 1,00 1,00 0,96 1.00 0.96 1.00 Satd. Flaw (perm) 1644 1561 1805 1901) - 1830 1631 Volume (vph) 0 222 63 260 259 0 0 0 0 150 5 200 Peak -hour factor, PHF 0.93 0.93 0.93 0-80 0.80 0.80 0.90 0.90. 0,90 CAM 0.81 0.81 Adj. Flow (vph) 0 239 68 325 324 0 0 0 0 185 6 247 RTOR Reduction (vph) 0 0 52 0 0 0 0 0- u 0 0 105 Lane Group Flow (vph) 0 239 16 325 324 0 0 0 0 0 191 62 Heavy Vehicles(%1 1% 1% 196 211 2% 2% 1% 1% 1%_ 1°A - 1% 1% Turn Type Perm Prot Split Perm Protected Phases 4 3 8 fi 6 Permitted Phases 4 6 Actuated Green, G (s) 14.0 14.0 19.0 37.0 _ 15.0 15.0 Effective Green, g (s) 14.0 14.0 19.0 37.0 15A 15.0 Actuated SIC Ratio 0.23 0.23 0.32 0.62 - 0.25 0.25 Clearance Time (s) 4.0 4.0 4.0 4.0 _ 4.0 4.0 Lana Grp Cap {vph) 430 366 572 1172 - 458 409 vls Ratio Prot 0.13 c0.18 0.17 c0.10 vls Ratio Perm 0.01 - 0.04 vlc Ratio 0.56 0.04 0.57 0.29 0.42 0.15 Uniform Delay, di 20.3 17.6 17.1 5.3 la.0 17.6 Progression Faclor 1.00 1.00 0.67 0.67 1.00 1.00 incremental Delay, d2 5.1 0.2 3.9 0.6 2.8 0.8 Belay (s) 25.4 18.0 15.3 4.1 21.6 18.3 Level of Service C B B A C B Approach Delay (s) 23.7 9.8 0.0 19.6 Approach LOS C A A B 1nlersecfionS mma .....',:> ;• ,::E HCM Average Control Doi 16.0 HCM Level of Servica 6 . HCM Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 80.0 - Sum of last time (5) 12.0 Intersection Capacity Utitzahan 44.7% ICU Level cf Service A Analysis Period (min) 15 - c Critical Lane Group M'106106039 Seahawks Practice Facility�SynchrolPM 211 With_ProjecLsy7 Synchru 6 Report The Transpo Group Page 1 HCM Signalized Intersection Capacity Analysis Seahawk Headquarters 3: NE 44th St & 1-405 NB Ramps PM 21 with -Project 4, 1 t i' �► Movgrt X' : EBL i . $Tf BFt, WBL, <WBT='4YRR -'NBL:.: N8T . NBR SBL,--3BT--'S8R Lane Configurations yj } jr 'i t if "I t4 I S. Ideal Flow (vphpl) 1900 - 1900 1900 1900 4900 1900 1900 190C 1900 1900 1900 19u0 Grade(%) -3% 0% 4% U% Total Last time (a) 4.0 4.0 4.0 4.0 4.0 4,0 4.0 4.0 4.0 4.0 Lane Ulil. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1 1,00 1.00 - - 1.00 - 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Fri 1.00 - 1.00 0.85 1.00 1.00 0.66 LOU 0.94 1.00 0.86 Fri Protected 0.95 1.00 1.00 0.95 1.00 S.OG 0,95 1.00 0.95 1.00 Said. Flow (prat) 1814 1909 1623 1770 1863 1549 1751 1738 1787 1615 Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.44 1.00 0.38 AM Said. Flow(Perm) 1814 -1909 1623-- 1770 1863 1649 614 1736 712 1615 Volume (vph) 98 174 100 60 166 50 33 245 150 50 20 320 Peak -hour factor, PHF 0.93 0.93 0.93 0.82 O.a2. 0.82 0.94 0.94 0.94 0.94 0.94 0.94 Adj, Flow (vph) 105 187 108 73 202 61 35 261 160 53 21 340 RTOR Reduction (vph) _ 0 0 79 - 0 0 48 0 37 0 0 198 0 Lane Group Flow (vph) 105 187 29 73 202 13 35 384 0 53 163 0 Confl. Pads, (Hlhr) 1 1 Heavy Vehicles'/ 1% 1% 1% 2% 2% 2% 1% 1% 1% 1% 1% 1% Turn Type Prot Perm .Prot _ Perm Perm _ Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 a 2 6 Actuated Green, G (s) 10.0 16.0 16.0 7.0 13.0 13.0 25.D 25.G 25.0 25.0 Effective Green, g (s) - 10.0 16.0 16.0 -: 7.0 13.0-_ . 130 :25.0 25,0 25.0 25.0 Actuated g/C Ratio 0.17 0.27 0.27 0.12 0.22 0.22 0.42 0.42 0.42 0A2 Clearance Time s 4,0 4.0 4.0 4.0 C0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap OW 302 509 433 207 404 336 339 724 297 673 via Ratio Prot 0.06 c0.10 0.04 c0.11 0.22 0.10 vfs Ratio Perm 0.02 0.01 0.04 0.07 vlc Ratio 0.35 0,37 0.07 0.35 0.50 0.04 0.10 0.63 0.18 - 0.24 Uniform Delay, d1 22.1 17.9 16A 24.4 20.6 18.6 10.7 13.1 11.0 11.4 Progression Factor 0.56 OA7 0.00 1.00 1.00 1.00 1.00 1.01) 1.00 1.00 Incremental Delay, d2 2.8 1.8 0.3 4.7 4.4 0.2 O.G 2.8 1.3 0.9 Delay (a) 15.2 10.2 0A 29.1 25.0 18.8 11.3 15.9 12.3 12.2 Level of Service 6 B A C C B B B i3 13 Approach Delay (s) 8.8 - 24.a 16.5 12.2 Approach LOS A C B B HCM Average Control Delay 14.9 HCM Level of Service B HCM Volume to Capacity ratio 0,47 Actuated Cycle Length (a) 60.0 Sum of lost Lime l5l 8.0 Intersection Capacity Utilization 57,5% ICU Level of Service R Analysis Period (min) 15 c Critical Lane Group MAM06039 Seahawks Practice FacilitylSynchro%PM 2008 With Project sy7 Synchru 6 Report The Transpo Group Page 2 HCM Unsignalized Intersection Capacity Analysis Seahawk's Headquarters 3: North Access (2) & Ripley Lane AM Sile Access --* --, 4\ t 1 J Movement F�3L .�BR_ `iVBt NBF SBT 'SBR Lane Configurations d 1� Sign Control Slap Free Free Grade 0% 0 h 0% Volume (veh/h) 0 26 48 12 16 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flaw rate (vph) 0 28 52 13 17 0 Pedestrians Lane Width (fl) Walking Speed (fVs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (h) pX, platoon unblocked vC, conflicting volume 135 17 17vC 1, stage 1 roof vel vC2, stage 2 cant vol vCu, unblocked Vol 136 17 17 tC, single Is) 6.4 6.2 4.1 - tC, 2 stage (s) IF (a) 3.5 3.3 2.2 Ito queue free °% 100 97 97 cM capacity (vehlh) 831 1061 1600 Direction Lansi 6B 4 NB i '.:5B 1 s. Volume Total 28 65 17' - Volume Left 0 52 0 Volume Right 28 - 0 0 - cSH 1061 1600 1700 Volume to Capacity 0.03 0.03 0.01 - - - -- Queue Length 95th (fl) 2 3 0 Control Delay (a) 8.5 5.9 0.0 - Lane LOS A A Approach Deiay (a) 8.5 5.9 0.0 - - Approach LOS A Intersection Summary _ Average Delay 5.6 Intersection Capacity Ulilizalinn 20.0% ICU Level of Service A Analysis Period (min) 15 M:106106039 Seahawks Practice FacilitylSynchroWM Site Access.syl Synchro 6 Report The Transpo Group Page 1 HCM Unsignalized InterseCllOR Capacity Analysis Seahawk's Headquarters 5: Middle Access (1) & Ripley Lane AM Site Access l 1 -, t 1 -' Mofvement''_ EBL EBR.,:NBL::;NDT, SB7 Sl3R'"= Lane Configurations ►�► rj f. Sign C4ni Slop Free Free Grade 0% 0% 0% Volume (vehlh) 0 6 - 71 60 42 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 HDurly flow rate (vph) 0 7 77 65 46 0 Pedeslrlans Lane Width (III) Walking Speed (fvs) Percent Blockage - - - Right turn flare (vah) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 265 46 - 46- VC1, stage 1 cont Vol vC2, stage 2 conf vol vCu, unblocked vol 266 46 46 IC, single (s) 6.4 6.2 4.1 IC, 2 stage (s) IF (s) 3.5 3.3 2.2- p0 queue free °/ 100 99 95 cM capacity (vehlh) . 688. 1024 1562 Volume Total - 7 -142 46 - - Voiume Left 0 77 0 Volume Right 7 0 0 cSH 1024 1562 1700 Volume to Capacity 0.01 0.05 0.03 - - Queue Length 95th (it) 0 4 0 Control Delay (a) 8.5 . 4.2 0,0 - -. Lane LOS A A Approach Delay is) 8,5 4.2 0A Approach LOS A Interseti Sumni0 .,: , Average Delay 3A Intersection Capacity Uiilizalion 23.8 % ICU Level of Service A Analysis Period (min) 15 M:106106039 Seahawks Practice FacililyhSynchrolAM Site Access.sy7 Synchro 6 Report The Transpo Group Page 2 HCM Unsignahzed Intersection Capacity Analysis Seahawk's Headquarters 8: North Access Only (Option) & Ripley Lane AM Site Access Movement �: �(�L. ( Fi.:.;:N9L.:,�:1�' E,=SgP-SBR Lane Configurations ►fir Sign Control - Stop Free Free Grade 1 0% 0% Volume (vchlh) 0 32 119 12 16 0 Peak Hour Factnr 0.97 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 35 129 13 17 0 _ .. Pedestrians Lane Width (ft) Walking Speed (fVs) Percent Blockage Right turn flare (veh) Median type None - Median storage veh) Upstream slgnal (ft) i platoon unblocked VC, conflicting volume 289 17 17 VC1, stage 1 conf Vol vC2, stage 2 col Vol .. - vCu, unblocked val 289 17 17 tC, single (s) 6.4 6.2 4.1 - tC, 2 stage (a) IF (s) 3.5 -3.3 2.2 p0 queue free % 100 97 92 cM capacily (vehlh) 645 1081 1600 Volume Total 35 142 17 - - '- Volume Leh 0 129 0 Volume Right 35 0 4 - -- cSH 1061 1600 1700 Volume to Capacity 0.03 0.08 0.01 Queue Length 95th (fit) 3 7 0 Control Delay (s) 8.5 6.8 0,0 - - Lane LOS A A Approach Delay Is) 8.5 6.8 1 Approach LDS A Intersection Surno t.. Average Delay 6.5 Intersection Capacity Utilization 23.9% ICU Level of Servica _ _', A - Analysis Penod (min) 15 Ma0610l Seahawks Practice FacilitylSynchrolAM Site Aocess.sy7 Synchro 6 Report 1 he Transpo Group Page 3 i Unsignalized Intersection Capacity Analysis Seahawks' Headquarters 3: North Access 2 & Ripley Lane PM Site Access J 4N # I I Movement BBL FRR NBL - j+[BT SBT SBR Lane Configurations ►fr a 14 Sign Control Stop Free Free Grade 0% 0% 0% Volume (vehlh) 0 46 35 20 12 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 1 Hourly flow rate (vph) 0 52 38 22 13 0 Pedestrians Lane Width (fl) Walking Speed (rUs) Percent Blockage - - - Right turn Flare (veh) Median type None - Median storage veh) Upstream signal (ft) - - - pX, platoon unblocked vC, conflicting volume 111 13 13-' - - - vC1, stage 1 conf vol vC2, stage 2 cont vol vCu, unblocked vol ill 13 13 tC, single (a) 6.4 6.2 4.1 IC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 95 98 cM capacity jvehlh) 865 1 D67 1605 - Diedciii Lena#. ER 1 Ni '5131 ' Volume Tolat 52 60 13 Volume Left 0 38 0 Volume Right 52 0 0 cSh 1067 1605 1700 Volume to Capacity 0.05 0.02 0.01 Queue Length 95th (11) 4 2 0 Control Delay (s) 8.5 4.7 0.0 Lane LOS A A Approach Delay js) 8.5 4.7 0.0 - Approach LOS A _- Average belay 5.8 Intersection Capacity Utilization 19.7 % ICU Level of Service A - Analysis Period (min) 15 M.106106039 Seahawks Practice Facililyl8ynehrc\PM Site Access.sy7 Synchro 6 Report The Transpo Group Page 1 HCfvl Unsignalized Intersection Capacity Analysis Seahawks' Headquarters 5: Middle Access (1) & Ripley Lane PM Site Access * Mtivemerif ' EBt ` EBR : NBL```fNBT .. SBT ; $BR Lane Configurations Sign Control Slop Free Free Grade 0% 0% 0% Volume (veWh) 0 70 11 55 60 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0,92 Hourly now rate jvph) 0 76 12 . ,. 60. 65 0 Pedestrians Lane Width jfi} Walking Speed (Ns) Percent Blockage - Right turn flare (veh) Median type - None, - .... -. Median storage veh} Upstream signal (ft) - pX, platoon unblocked vC, conflicting volume 149 . - 65 _- 65 vC1, stage 1 conf Vol vC2, stage 2 conf vol vCu, unblocked vol 149 65 65 1C, single (s) 6,4. 6.2 4.1- tC, 2 stage (s) 1F (s) 3.5 3.3 _2.2 p0 queue tree % 100 92 99 cM capacity (vohlh) 837 999 1537 - - Otrection; Lane Volume Total 76 72 65 Volume Left 0 12 0 Volume Right 76 0 0 - ... cSH 999 1537 170C Volume to capacity 0.0B 0.01 0.04 Queue Length 95111 (11) 6 1 C Control Delay (s) 8.9 1.3 0.0 Lane 1.OS A A Approach Delay (s) 8.9 1.3 -. 0.0 Approach LOS A Inters6cfionSuMillafy. ,._ Average Delay 3.6 Intersection Capacity Utilization 21.2 % ICU Level of Service A Analysis Period (min) 15 M:106106039 Seahawks Practice FacilitylSynchrri Site Access.sy7 Synchro 6 Report The Transco Group Page 2 HCM Unsignaiized Intersection Capacity Analysis Seahawks' Headquarters 7: North Access Only (Option) & Ripley Lane PM Site Access 1 Movement r:EBi E8 :,E`1B{87.. SBR Lane Configurations 4t f+ Sign Controi Stop Free - Free. Grade 0% 0% 0 % Volume (vehlh) 0 118 46 20 12 0 - - - - Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 128 50 22 13 0 - Pedestrians Lane Width (h) - Walking Speed JM61 Percent Blockage Right turn flare (veh} Median type None - Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting vaiume 135 13 13 vC1, stage 1 conf Vol vC2, stage 2 conf vol vCu, unblocked vol 135 13 13 1C, single (s) 6.4 6.2 4,1 - 10, 2 stage (s) IF (s) 3.5 3.3 2.2 - - p0 queue free % 100 88 97 cM capacity (vehlh) 832 1067 1605 - irfiClipTF. 1 N0 Tr'.. $B 3 -• Volume Total 128 72 .13- - - - -' Volume Left 0 50 0 Vaiume Right 128 0 0 cSH 1067 1605 1700 Volume to Capacity 0.12 0.03 0.01 - - - - - Queue Length 951h (ft) 10 2 0 Control Delay (s) 8.8 5.2 0,0 Lane LOS A A Approach Delay (s) 8.8 5.2 0,0 - - - Approach LOS A lnteiseclicM Summa .: <. N Average Delay 7,1 Intersection Capacity UtilizaGan 24.2% ICU Level of Service A - - Analysis Period (min) 15 M.106106039 Seahawks Practice Fa&Iily\SynchroTM Site Access.sy7 Synchre 6 Report The Transpo Group Page 3 A.C. Kindig & Co, 71P 'vFFON"•a1-NT SEAHAWKS CORPORATE HEADQUARTERS and TRAINING FACILITY TURF INTEGRATED PEST MANAGEMENT PLAN (IPM) Prepared for: Football Northwest LLC 505 Fifth Avenue South, Suite 900 Seattle, WA 98104 Prepared by: A.G. Kindig & Co. 12501 Bellevue -Redmond Road, Suite 110 Bellevue, Washington 98005 425-638-0358 Fax: 425-455-8365 September 20, 2006 Project No. 283 Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest Management Plan (IP,LI) TABLE OF CONTENTS Page 1.0 INTRODUCTION....................................................................................................................1 2.0 INTEGRATED PEST MANAGEMENT.................................................................................2 2.1 Components and Strategy.................................................................................................2 2.2 Turf Seeding Species and Varieties..................................................................................3 2.3 Turf Fertilization...............................................................................................................3 2.4 Turfgrass Pest Control Under IPM................................................................... .........6 3.0 PRACTICE FIELD STAFF....................................................................................................15 4.0 MAINTENANCE/OPERATIONS CHEMICAL MANAGEMENT.....................................15 4.1 State Requirements for On -Site Chemical Storage and Chemical Handling ..................15 4.2 State Requirements for Maintenance Area Drainage Control........................................19 5.0 REFERENCES.......................................................................................................................20 LIST OF TABLES Table 1 Typical maintenance fertilization program....................................................................... 4 Table 2 Summary of pest control measures................................................................................... 7 Table 3 Pest Tolerance Thresholds................................................................................................ 8 Table 4 Pesticide application rates and intervals......................................................................... 10 Table 5 Pesticide chemical characteristics summary................................................................... 12 APPENDIX A Pesticide Assessments Chipco 26GT Heritage Primo Maxx Prograss September 20, 2006 R.C. KI.I'DIG & CO. Page i Seattle .Seahawks Corporate Headquarters and "Training Facility Turf Integrated Pest -Management Plan 02yf) SEATTLE SEAHAWKS CORPORATE HEADQUARTERS AND TRAINING FACILITY TURF INTEGRATED PEST MANAGEMENT PLAN (IPM) 1.0 INTRODUCTION This IPM addresses management techniques and anticipated chemical uses on the Seahawks Headquarters turf practice fields. While the management of the practice fields is described according to current plans, modification of the management techniques described in this IPM should be anticipated to address site -specific turf needs that develop, new and perhaps superior turf management chemicals that may be developed and approved for turf use in Washington State, or new IPM approaches as they develop. Seahawks turf management will allow for the use of new or alternative products that are shown to be more effective, exhibit greater target specificity, are less mobile, and/or can otherwise reduce environmental risk in the future. Management techniques covered by this 1PM include the following practices: Turf Practice Field Management Techniques • IPM Strategy and Chemicals • Maintenance Chemical Use, Storage, and Disposal + Accidental Spill and Response An IPM program is key to modern turf sports field durability and maintenance and for achieving environmental objectives. IPM focuses on the use of best management practices (BMPs) to create healthy and disease -resistant sports field turf by use of durable and disease resistant turf species and varieties, physical control of drainage and light, adaptive fertilization and watering regimes, and cultural control of soils. Healthy turf minimizes disease which reduces the use of fungicides and herbicides when proper application methods, judicious chemical selection, and proper irrigation methods are employed (Petrovic 1995). In addition, pest damage threshold levels are established under IPM, and chemical treatment occurs on an as -needed basis, if at all, for weed or insect pests as a backup control treatment only cultural controls fail to prevent their outbreaks. Fungus diseases are more ubiquitous and form the exception, requiring routine seasonal prevention treatment to prevent outbreaks that would increase need for higher curative fungicide doses and could render the sports fields unsuitable for the stress of Seahawks practice requirements. Pest damage levels and comparison to response thresholds will be determined through on -site monitoring of the turf by the practice field manager and staff. September 20, 2006 A.C. KLti'DIG & CO. Page l Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest Management Plan (Y.,Vf) 2.0 INTEGRATED PEST MANAGEMENT 2.1 Components and Strategy Chapter 17.15.010 of the Revised Code of Washington (RCW) defines IPM as "a coordinated action process that uses the most appropriate pest control methods and strategy in an environmentally and economically sound manner to meet... programmatic pest management objectives. " IPM is achieved through the use of combined and balanced strategies of cultural, biological, physical or mechanical, chemical, and other control technologies (King County 1993; King County 1999). IPM turf management strategies stress turf disease resistance, turf health, pest tolerance limits, and alternatives to pesticides to minimize their use. For example, the Seahawks IPM seeks to control all insect pests by cultural methods; no insecticides are expected to be necessary. Likewise, IPM is designed to be flexible by including adaptive modifications to optimize turf health and disease resistance while reducing impacts to the surrounding environment. Healthy turf is less susceptible to disease and pests, and in the long-term, requires less fertilizer and pesticide treatment. By its nature, IPM avoids and/or minimizes off -site transport of pesticides and fertilizers. The following approach and steps define the IPM process that will be employed at the Seahawks Headquarters and Practice Fields (Washington State University [WSU] 1980; Berndt 1992; King County 1999; Chapter 17.15.10 RCW): (1) Information Gathering: Regional pests expected to require management on the practice fields have been, to the extent possible, identified and anticipated in this IPM. Pests include insects, plants, and plant pathogens, including fungi, bacteria, viruses, and nematodes. (2) Monitoring: The practice field manager will assess the type, timing, and extent of any observed pest problems on a near -daily basis. These observations will indicate when and what pest control measures are required given pre -defined pest tolerance levels. (3) Thresholds.Determine Fi:onomic In -jury and Aclion The relationship between pest populations, the amount of damage, and the cost effectiveness of various pest control options have been assessed by the practice field manager to establish pest tolerance thresholds below which treatment is not initiated. Cultural, physical or mechanical practices will be employed in preference to chemical control measures to the extent practicable. Chemical controls will be used when they are determined by the practice field manager to be the most environmentally responsible control method, the safest method to address the pest problem, and where other control tactics cannot be relied upon to meet pest tolerance levels. September 20, 2006 .4. C. KI1' DIG & CO. Page 2 Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest Nfanagement Plan (IPM) (4) Record Keeping: Records describing the process and methods employed to address pest problems are kept by the practice field manager. (5) Treatment Evaluation: Evaluations of the strategies employed and their effectiveness in controlling pest problems are part of adaptive management by the practice field manager. 2.2 Turf Seeding Species and Varieties Turf varieties were selected based on their growth habit, vigor, disease resistance, and resistance to weed encroachment. The practice fields will be comprised on three varieties (80%) Kentucky Bluegrass and three varieties (20%) of Perennial Rye. All the varieties selected have been shown to be resistant to fungus diseases (primarily using Leaf Spot as an indicator for resistance), and for superior shear strength to be durable to the turf stresses from Seahawks practice. Use of this turf blend will give resilient turf, reducing weeds and turf diseases needing treatment, and minimizing fertilizer losses from the actively growing root zone. 2.3 Turf Fertilization During fertilizer applications, field maintenance personnel will adhere to all applicable Washington State Industrial Safety and Health Act (WISHA) and Occupational Safety and Health Administration (OSHA) regulations. The three main nutrients in turf fertilizer are phosphorus, potassium, and nitrogen. The potential for adverse impacts to water quality from the delivery of phosphorus and nitrogen to Lake Washington has been considered by the practice field manager. This concern is mitigated by iPM as a source control measure, and by increasing sand depth under the practice fields to 18 inches to equal sand filter treatment for water quality for 100% of the turf drainage. This level of water quality treatment will be superior to that usually employed for phosphorus -sensitive lakes (Lake Washington is not determined to be phosphorus sensitive) and for sensitive fish habitat under the 2005 King County Surface Water Design Manual approved by the Washington State Department of Ecology as ensuring compliance with state surface water quality standards under WAC 173-201A. The fertilization program includes nutrients and trace minrals (Table 1) to maximize turf health and vigor to minimize pesticide need. Off -site nutrient transport will be avoided through reliance on granular slow release fertilizer for most applications, application rates and application frequencies, and through course irrigation and drainage control. Trace minerals and organics will be used to ensure the turf have all requirements necessary to make use of the fertilizer nutrients during the growing season, which minimizes nutrient loss from the turf rooted zone. From time to time, soil chemistry analysis may be conducted by the practice field manager to determine turf growth requirements if warranted. September 20, 2006 A.C. KLVDIG & CO. Page 3 Seattle ,Seahcrwks Corporate Headquarters and Training Facility Turf Integrated Pest Management Plan (IPM) Table 1 Typical Maintenance Fertilization Program Product Soluble % or Slow Release % Application Month Nitrogen (N) Ibs11,000 ftzl ear Phosphorus (P) Ibsl1 000 ft2l ear Potassium (K) ibs11 000 ft21 ear % Liquid % Granular Fertilizer 100% —100% March 1.0 0.25 1.0 April 1.0 0.25 1.0 May 1.0 0.25 1.0 June 1.0 0.25 1.0 July Jul 1.0 0.25 1.0 August 1.0 0.25 1.0 September 1.0 0.25 1.0 October 1.0 0.25 1.0 Roots 1-2-3 100% Soluble — 100% Every 28 days March through December Trace minerals and organics' at 5.87 oz/1,000 ft2 Speedy Green 100% Soluble — 100% ° ° ° Soluble nitrogen (15 /°), iron (6 /°), and magnesium (0.5 / in natural organic acid chelate solution at 5.87 oz/1 000 ft ' liquid humics, seaweed extracts, iron, manganese, zinc, magnesium phosphate -citrate, organic surfactant Septeinber20, 2006 A.C. ICINDIG & CO. Page 4 Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest Management Plan (IPM) Nitrogen M Turfgrass requires nitrogen in the largest amount in terms of physiological functioning relative to other essential nutrients with the exception of carbon, hydrogen, and oxygen (Beard 1973). Nitrogen is required for plant tissue growth, enzyme production, and carbohydrate utilization, and is also an essential component of chlorophyll, amino acids, proteins, and protoplasm (Brady 1984). Nitrogen occurs naturally in soils in four major forms: organic nitrogen, ammonium nitrate (NH4NO;), soluble inorganic ammonium, and nitrate compounds (NO'3). Surface soils are mostly comprised of nitrogen sources associated with the decomposition of organic matter. Some clays have the ability to fix nitrogen between their layers. There are many types of synthetic inorganic and organic nitrogen fertilizers that have slow release forms. Slow release nutrients are insoluble and generally take 4 to 12 weeks to become completely liberated and available for turf utilization. Several types of slow release nitrogen include: urea formaldehyde, isobutylidene diurea (IBDU), sulfur -coated urea, and mixtures using natural organic sources. Nitrate -nitrogen added to soils, either naturally by plants and animals or by fertilizers, may follow four pathways (Brady 1984): (1) incorporation into microorganisms; (2) assimilation into higher plants; (3) loss to subsurface drainage (ground water); or (4) escape to the atmosphere in gaseous form. The rate and frequency of fertilizer application and the type of applied fertilizer are significant factors that affect the potential for applied nitrogen losses from turf and are therefore adjusted to minimize water quality impact (Cohen et al. 1990). Fertilization guidelines will be followed as described in this IPM, thereby allowing for the proper allocation in the amount, distribution, and timing of nitrogen fertilizers to maximize nitrogen utilization by the course turf and, therefore, minimizing the potential for runoff into the drainage system. Phosphorus is an essential macronutrient found in all living cells (Beard 1973). Phosphorus is involved in many physiological functions within turfgrass including: (1) energy transformations in the form of adenosine triphosphate (ATP); (2) incorporation into the genetic material of the cell nucleus; and (3) carbohydrate transformations, such as the conversion of starch to sugar. The probability of phosphorus escaping from the practice field soils and environs is low because of the chemical characteristics of phosphorus and the irrigation system controls to prevent overwatering. Phosphorus is readily mineralized and immobilized (attracted and adsorbed by ionic reactions with cations) by iron, aluminum, and calcium which naturally exist in sand that September 20. 2006 4,C. KIM7IG & CO. Page 5 Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest .Wanagement Plan (IP_L1) will be placed to 18-inch depth under the practice fields. Plant available phosphorus will only be applied in amounts necessary to provide adequate nutrient levels for optimal turf growth. Overfertilization and overwatering are contributing factors to phosphorus leaching and will be avoided through IPM. Potassium (K� Potassium is essential for normal turfgrass growth and development processes (Beard 1973). Physiological functions of potassium within turfgrass include: (1) carbohydrate synthesis and translocation; (2) amino acid and protein synthesis; (3) regulating transpiration; (4) controlling the uptake of certain nutrients; and (5) regulating transpiration. A common form of potassium in fertilizers is potash (K2CO3). which is soluble and readily available to turf. Different forms of potassium fertilizer include: potassium chloride (KC1); potassium sulfate (K2SO4); potassium magnesium sulfate; manure salts (mainly KQ; kainit (mainly KQ; and potassium nitrate (KNO3). The application of potassium fertilizers has little probability of locally altering water quality. In its available form, potassium is not prone to leach from soils. Most potassium fertilizers do not alter soil pH and are held in the soil by cation exchange processes. Once in the soil, potassium (K) replaces other soil elements such as calcium (Ca) and hydrogen (H). There are abundant anion binding sites in soils for the single charge cations such as Ca', K}, and H+. While K* additions would compete with Ca and H* for binding sites, there is no reasonable expectation that this displacement would alter soil chemistry away from the immediate point of application. 2.4 Turfgrass Pest Control Under IPM Overview Turfgrass pests and diseases requiring control on the Seahawks practice fields are identified in Table 2, as are the management methods (i.e. cultural, physical/mechanical, biological, etc.) that will be employed to minimize chemical control methods. Turfgrass pests and diseases not listed in Table 2 are either not expected to occur, or not expected to require chemical control measures on the practice fields. September 20, 2006 A.C. KJNDIG & CO. Page 6 Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest Nfanagement Plan (IP1V) Table 2 Summary of Pest Control Measures to be used for the Seahawks Practice Fields Physical / Disease or Pest Cultural Control Mechanical Chemical Control Control Turfgrass Control Prima Maxx Turf growth suppressant Overseeding with (Trinexapac-ethyl) and Annual Bluegrass desirable during growing Poa annua control turfgrass; Promote vigorous season Prograss turf root growth to (ethofumesate) for with soil nutrient curative post - Weeds and irrigation emergence control Annual Bluegrass control, to out- of annual compete Poa bluegrass in fall annua. and in spring if warranted. Fungus Diseases Brown Patch (Rhizoctonia solani; R. blight) Corticum Red Thread (Laetisaria fuciformis) Dollar Spot (Lanzfa spp. And Moellerodiscus spp.) Fusarium Blight Chipco 26GT (Fusarium spp.) (Iprodio ne) Fusarium Patch (Microduchium nivaie) Good air as preventative GraySnow Mold Promote vigorous circulation; Good drainage; method of control fall and spring (Typhula spp.) Helminthosporium turf root growth to with soil nutrient Avoid shading; (Dreschiera spp.) and irrigation Avoid irrigating in Necrotic Ring Spot control, to out- late afternoon; (Leptosphaeria korrae) Pink Snow Mold compete weeds. Limit thatch; Maintain soil pH (Fusarrum nivale) <7 Rust Puccinia coronata Fungus Diseases Brown Patch (Rhizoctonia solani; R. blight) Heritage Fusarium Patch (azoxystrobin) (Microduchium nivale) as preventative Rust method of control fPuccinia coronata) in fall and winter Take -all Patch Gaeumannom ces raminis September 20, 2006 A, C. KI_rVDIG & CO. Page 7 Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest Management Plan (IP.Lfj Table 3 Pest Tolerance Thresholds Pest Tolerance Threshold Fungus Diseases Zero tolerance Broadleaf Weeds Five weeds per 1,000 ft Na pesticide management proposed Annual Bluegrass Onesquare foot patches Insects Na pesticide management proposed Turf pest or disease tolerance thresholds are established by this IPM plan to determine when curative action is warranted, which may require chemical management (Table 3). With the exception of fungus diseases, pests are not managed for total eradication at all times. Under IPM, cultural control methods (Table 2), in combination with disease and pest tolerance thresholds (Table 3), take priority over chemical control methods to minimize the use of chemicals to manage turfgrass weeds. No chemical control is proposed for insects or broadleaf weeds. Cultural methods include all management activities that prevent pests from developing due to the enhancement of desirable vegetation which out -competes or otherwise resists pests and disease, including but not limited to irrigation, seeding, and fertilizing. Periodic soil testing as warranted, addition of soil amendments (i.e., trace minerals) as indicated, and fertilization at rates that match turf growth requirements are cultural methods whereby the practice field manager will provide for vigorous turf root growth and disease resistance. Vigorous root growth allows turf to crowd out broadleaf weeds and self -repair damage from common turf pests such as European cranefly (Tipula paludosa). Avoidance of phosphorus and potassium deficiencies can prevent or minimize the occurrence of take -all patch (Gaeumannomyces graminis) fungus disease. Irrigation control and avoidance of overwatering, as well as control of the irrigation timing, are other means used by the practice field manager to prevent excessive soil and grass moisture conditions that can otherwise lead to fungus diseases, leaching of nutrients from the rooted zone, and invasion of annual bluegrass (Poo annua). Physical, mechanical, or management methods are also used to control pests. For example, avoiding aerifer holes during the annual period of egg laying by armyworm (Pseudaletia unipuncta) or black cutworm (Agrotis ipsilon) moths prevents the females from depositing their eggs in the turf rooted zone. Taking this precaution eliminates any need for further control of September 20, 2006 A.C. KINDIG & CO. Page 8 Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest Management Plan (IP;W) these pests to prevent turf damage that would interfere with practice field resilience and use. Even allowance for good air circulation through surrounding plantings can help minimize conditions leading to fungus disease, which is one reason some understory trimming (but not of the canopy) of native trees along the Lake Washington shoreline is proposed. Chemical Control of Turf rass Diseases and Weeds Despite the emphasis on cultural and physical/mechanical control practices and pest tolerance thresholds, annual bluegrass that cannot be hand eradicated and diseases are expected to occur on the practice fields, which will require the use of pesticides. A list of pesticides that will be used on the practice fields is provided in Table 4, indicating application rates and preventative or curative strategies employed for each. Preventative applications are those made over the entire practice fields to prevent a disease from occurring. Curative applications are spot -applied only with hand pressure sprayers to diseased areas (fungus) or to broadleaf weeds that cannot be hand pulled because they re -sprout from roots left behind or are too high in number to otherwise control due to invasion by offsite seed stock. This pesticide list may change over time as new chemical products with lower toxicity, greater specificity, less persistence, or less mobility become available. The pesticides that will be used were selected using the following hierarchy: 1. Can cultural controls or alternative control methods be expected to adequately control any diseases or pests without pesticides? a. YES for insects; No insecticides proposed. b. YES for rodents and burrowing animals; No rodenticides proposed. c. YES for most weeds; No broadleaf pesticides proposed. d. NO for annual bluegrass (Poa annua). e. NO for fungus diseases. 1 2. What are the fungus diseases and weed pests expected for the practice fields? a. These are identified in Table 2. b. Tolerance thresholds are identified in Table 3, September 20.. 2006 kC. KI,VDIG & CO. Page 9 Seattle Seohawks Corporate Headquarters and Training Facility Turf Integrated Pest Management Plan (1PAI) Table 4 Pesticide Application Rates and Intervals Product Category Application Rate Application Season & Curative or Comments Frequency Preventative 4.0 fl, oz.11,000 ft Fall through Spring; Preventative applications Chipco 26GT Fungicide Not more than 35ofl. DZI1000 ftz /yr Once per 2 to 3 weeks for Preventative when conditions favor s applications per year preventative control disease development Spring and fall; Two Used in rotation with other Heritage Fungicide 0.4 fl. oz./1,000 ff applications 28 days apart (4 Preventative fungicides to prevent applications total) disease resistance Enhances establishment of Herbicide Through the growing season desirable grasses by Primo Maxx (growth 0.25 fl. oz./1,000 ft2 (March to October); about Curative suppression of Poa ant7ua inhibitor) once every 4 weeks growth. Fall; 2-3 applications at 21- Post -emergence control of Prograss Herbicide 1.5 fl_ oz.11,000 ft� 28 day intervals; One spring application if Curative Poa at7nua (annual bluegrass) needed Curative use means spot applicatons (hand sprayers) after disease or weed problem is detected. 3 Preventative use means application to practice fields to prevent diseases when conditions are prone to their occurrence. September 20, 2006 A.C. KIA+DIG & CO. Page 10 Seattle Seahawlrs Corporate Headquarters and Training Facility Turf Integrated Pest _Management Plan (1P.11) c. The need to treat in advance of a disease known to readily occur, or the ability to only respond with curative treatments to diseased areas after the disease occurs is identified in Table 4. 3. For those pests expected to occur and requiring pesticides to adequately control, what are the appropriate pesticides? a. Only Washington State and U.S. Environmental Protection Agency (EPA) approved management chemicals for specific diseases or weeds on turf are legal to use. b. Among the products legal for a specific disease or weed and for turf application, products with the lowest persistence, lowest mobility, and lowest toxicity to non -target, off -site species such as fish, other aquatic species, birds, and bees were preferred for any specific disease or weed problem (Table 5). i. Lowest mobility is generally ranked with the most importance if all other factors are near equal between choices, because if the product stays where applied, longer persistence is not a problem and toxicity is not a problem. Indeed, longer persistence plus low mobility would mean that a small amount of product will have a lasting intended effect on the turf disease. ii. In some cases, depending on season of expected use (low rainfall periods), low persistence can similarly offset higher mobility, particularly if the aquatic toxicity is very low. iii. For preventative chemicals with broadscale application, low mobility, and/or very low aquatic toxicity were always important criteria. iv. For curative chemicals with spot application only to diseased areas or weeds, moderate to low toxicity was sought in combination with either low to moderate persistence or low to moderate mobility, to the extent possible. See also the discussions and references provided for each proposed product in Appendix A. V. For fungus diseases, rotational use of two or more fungicides is usually required to prevent or respond to disease resistance to any one treatment. September 20, 2006 A. C. KIADIG &. CO. Page 11 Seattle SeahaviIs Corporate Headquarters and Training Facility Tra f Integrated Pest Management Plan (IPAI) Table 6 Pesticide Chemical Characteristics Summary Product/Active Category EPA Registration a Mobility a Persistence Pesticide Movement Toxicity Ingredient No. Ratin 6 Chi co 26GT Fungicide 432-888 Low Short-lived Low Slight Heritage Fungicide 10182-408 Low Short-lived Low" High azox strobin Primo Maxx Turf Growth 100-937 High Very short to short- nla Slight Trinexa ac eth l Su ressant lived Prograss Herbicide for (ethofumesate) Poa annua 45639-00062 High Moderately short-lived Moderate Slight control 'Ranking criteria from King County (1993) 5 Ranking criteria from Vogue et al. (1994); derived from Groundwater Ubiquity Score (GUS) relating pesticide persistence (half-life) and soil sorption coefficients (K..), GUS = log i,(half-life) x (4-logjOK G). 6 Koe data not available for GUS computation, however EPA Pesticide Fact Sheet reports "...field dissipation studies indicate... moderately immobile and relatively non persistent under actual use conditions. " Seplemhet' 20. 2006 A.C. AINDIG & CO. Page 12 Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest llanagement Plan (IRVI) Fungus Diseases The diseases listed in Table 2 are common fungi on Pacific Northwest turf that are expected to require chemical control. There are no effective alternatives to fungicide control for these diseases once they take hold, although careful turf culture will increase turf resistance. If allowed to occur, small patches of fungus disease on the practice fields would be spread by the heavy practice foot traffic and by mowers to all areas of the fields. Because of the intense use of these fields and the need for the turf to stand up to considerable stress from football practice, fungus disease that weakens the turf must be avoided and there is zero tolerance for their occurrence. On the rare occasions when fungus infestations are not readily identifiable by the practice field manager, samples will be sent to Washington State University's Puyallup turf extension service for analysis. Laboratory results are usually available within 48 to 72 hours to guide control measures on the fields. The fungus disease chemicals proposed for preventative use on the practice fields are listed and evaluated in Appendix A. The list of fungicides may change over time as new products become available that meet the environmental objectives of the Lake Washington setting and the practice fields. Weeds Cultural controls or manual removal are expected to be sufficient to control broadleaf weeds. If threshold levels for broadleaf weeds are exceeded and cultural/hand control measures are not effective, use of broadleaf pesticides may need to be considered; however experience with the practice fields in Kirkland indicates this is very unlikely. Over time, annual bluegrass is expected to invade the practice fields from off -site seed stock sources. Because this annual turfgrass species lacks the resistance characteristics necessary for practice field durability but would tend to dominate the turf over time, it will be controlled by curative treatments to kill new seedlings in the fall and if warranted spring, and by use of a turf growth suppressant to impede the ability of annual bluegrass that does establish each year to dominate the desirable turf species and varieties. Insects The European cranefly is the most common Pacific Northwest turf pest (OSU 2006b). The European cranefly larvae feed on grass roots during warmer periods from fall to spring, causing the turf to brown and die. Cultural control measures (Table 2) are expected to control insects below tolerance thresholds (Table 3), and consequently no insecticide use is proposed. Manufacturer application guidelines and directions will be adhered to during all pesticide applications, and all pesticides will be applied by Washington State licensed applicators. See Table 4 for summaries of the pesticides that would be used See Appendix A for detailed September 20, 2006 A.C. KINDIC; & CO. Page 13 Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest Management Plan (IPAf) environmental assessments based on the best available science for each pesticide. Weather forecasts will be used when undertaking any pesticide applications. Sprayers and spreaders would be used according to application rates, intervals, and seasonal applications guidelines noted in Table 4 and Appendix A. Sprayers Two common forms of sprayers exist, tractor -drawn or mounted, and hand sprayers. Tractor - drawn sprayers are only used for large area applications. Maintenance personnel will adhere to all applicable WISHA and OSHA regulations during all management chemical applications. Tractor -drawn or mounted sprayers have a series of down -aimed nozzles that spray directly onto the turf. Tractor -drawn or mounted spray equipment use will only occur on non -windy days to prevent wind -throw off of the turf. Hand Pressured Sprayers Two types of hand pressure sprayers may be used: backpack or hand carried. Hand sprayers are used for curative spot treatments. Due to their target site specificity, application of management chemicals via hand sprayers allow for controlled pesticide applications regardless of wind conditions. Spreaders Spreaders are generally used for application of fertilizers and seed. Tractor units and/or smaller walking spreaders or truckster-mounted spreaders may be used. Identification of Chemical Hazards to Staff and Public Pesticide and fertilizer container labeling will be in accordance with Chapter 16-201-170 Washington Administrative Code (WAC) and Chapter 16-229-180 WAC. Persons applying management chemicals will comply with use regulations described in Chapter 16-228-185 WAC. The practice field manager will keep appropriate chemical information on file for inspection (Chapter 16-228-190 WAC). Cleanup of all spraying equipment will adhere to Washington State Department of Agriculture (WSDA) regulations. Tanks of spray equipment and spreaders will be filled with water three times and sprayed over the turf after pesticide application (Chapter 16-201-190 WAC; Chapter 16-229-400 WAC), before being returned to the wash drain pad. Only as much pesticide as will September 20, 2006 R.0 KI DIG & CO, Page 14 Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest .11anagement Plan (IPM) be used in a single application would be placed in the application equipment. Should excess mixed pesticide occur, the surplus will be immediately collected for reuse (Chapter 16-201-230 WAC; Chapter 16-229-250 WAC), or if not reusable, will be disposed of in accordance with all applicable laws and regulations, including but not limited to the Hazardous Waste Management Act (Chapter 70.105 RCW) and the Water Pollution Control Act (Chapter 90.48 RCW), and King County Code 9.12 (see also the King County Stormwater Pollution Control Manual BMP discussion in Section 6.3). 3.0 PRACTICE FIELD STAFF A qualified turf manager selected by the Seahawks will be responsible for implementation of this 1PM. The manager's background may include education or experience in turfgrass management current with industry standards and science, certification(s) in pesticide application, and awareness of pertinent environmental issues and concerns related to turf management. The practice field manager will be responsible for training permanent and/or seasonal assistants in the Pest management strategies and specific maintenance standards implemented under the 1PM program. All persons who apply pesticides will be licensed per requirements of the Washington Pesticide Control Act (RCW 15.58), Washington Pesticide Application Action (RCW 17.21) and regulations in 16.201 WAC and 16.228 WAC. Such licensing does not apply to grounds maintenance staff using only general use pesticides on an occasional basis not amounting to a regular occupation.. Pesticide applicators must undergo 40 hours of continuing education every 5 years to maintain licensing. Applications of products in Appendix A would be the job of licensed applicators. 4.0 MAINTENANCE/OPERATIONS CHEMICAL MANAGEMENT A permanent operations structure for storage of course equipment and management chemicals will be constructed in accordance with all applicable state and local requirements. 4.1 State Requirements for On -Site Chemical Storage and Chemical Handling; Secondary Containment of Management Chemicals Spill Prevention Turfgrass management chemicals will be stored in a maintenance building in accordance with WSDA's Rules Relating to Secondary and Operational Area Containment for Bulk Pesticide (Chapter 16-229 WAC) and Fertilizer Bulk Storage and Operation Area Containment (Chapter 16-201 WAC). A separate area roofed will be used for the mixing and loading of management chemicals. The area used for such operations, at a minimum, will be a roofed area adjoining the September 20, 2006 A.C. KINDIG & CO. Page 15 Seattle Seahawks Corporate Headquarters and Training Facility Tuiflntegrated Pest Management Plan (IP11I) chemical storage facility. Spill prevention measures will be employed to prevent environmental and human health risks through inappropriate use of management chemicals or accidental spills. Key elements in spill prevention for the maintenance building include the following: • Fungicides, herbicides, insecticides, and fertilizers will be stored in a maintenance building designed to prevent the release of chemicals (Chapter 16-201-020 WAC; Chapter 16-229-020 WAC). The floor of the building will be lined to prevent leakage and sloped to a liquid -tight collection point or sump that allows easy removal of spilled or deposited material (Chapter 16-201-030 WAC; Chapter 16- 229-040 WAC). The facility will also be constructed with a watertight ceiling and walls that prevent chemicals leaking from the building (Chapter 16-201-028 WAC; Chapter 16-229-030 WAC). • Within the secondary storage facility, fungicides, herbicides, insecticides, and fertilizers will be secured in storage containers resistant to corrosion, puncture, or cracking (Chapter 16-201-100 WAC; Chapter 16-229-100 WAC). The storage containers will be labeled (Chapter 16-201-170 WAC; Chapter 16-229-180 WAC) and ventilated (Chapter 16-229-160 WAC) in accordance with state regulations. • Within the storage facility, fungicides, herbicides, insecticides, and fertilizers will be stored in their original containers with labels intact. Copies of the product labels and MSDS will be inserted in a logbook. • The maintenance building will not have discharge outlets or valves (Chapter 16- 201-050 WAC; Chapter 16-229-060 WAC). Fungicide, herbicide, insecticide, and fertilizer mixing will be completed in a site constructed to contain 125 percent the capacity of the largest storage container. The mixing/loading site will use concrete curbs or other means for spill containment (Chapter 16-201-190 WAC; Chapter 16-229-210 WAC). The floor of the mixing/loading site will be constructed of concrete or other material with similar permeability. The floor will be sloped to a liquid -tight collection point or sump that allows spilled or deposited material to be easily recovered (Chapter 16-201-190 WAC; Chapter 16-229-210 WAC). • Discharges of fungicides, herbicides, insecticides, and fertilizers occurring within the maintenance building will be immediately recovered (Chapter 16-201-080 WAC; Chapter 16-229-090 WAC) and reused per product label if possible, or otherwise disposed in an approved off -site location consistent with the Hazardous Waste Management Act (Chapter 70.105 RCW) and the Water Pollution Control Act (Chapter 90.48 RCW). September 20, 2006 A.C. KIIVDIG & CO. Page 16 Seattle .Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest 4anagement Plan (IP.VI) • No other commodity except pesticides (including fungicides, herbicides, and insecticides), pesticide rinsate, or recovered pesticide discharges will be stored within the pesticide secondary containment facility (Chapter 16-229-070 WAC). The pesticide secondary containment facility may share an impermeable wall or portion of a wall with the fertilizer secondary containment facility. Fertilizer rinsate will be stored in the fertilizer secondary containment facility. • All management chemical storage areas will be secured by a locked door to provide reasonable protection against vandalism or unauthorized access (Chapter 16 201-160 WAC; Chapter 16-229-170 WAC). • Precise records of chemical applications will be maintained on Form AGR 4253 as required by the WSDA. • Pesticides will be applied according to regulations specified in Chapter 17.21 RCW, Washington Pesticide Application Act and Rules Relating to General Pesticide Use (Chapter 16-228-190 WAC). Fungicide, herbicide, and insecticide mixing and application will be performed according to the manufacturer's instructions and under the direct supervision of a licensed applicator. • Cleaning and maintenance of chemical application equipment that comes in direct contact with any pesticide or fertilizer will be performed in a site constructed to contain 125 percent the capacity of the largest storage container. The site will use concrete curbs for rinsate containment (Chapter 16-201-190 WAC; Chapter 16- 229-210 WAC). The equipment wash pad located adjacent to the maintenance building will be roofed and drain to the sanitary sewer, not the stormwater system. A spill response plan will be activated for spills or leaks of management chemicals that occur despite prevention measures listed above. This plan would comply with applicable federal, state (Chapter 16-201-260 WAC; Chapter 16-229-280 WAC), and city laws. Major provisions of the proposed accidental spill response plan are the following: Accidental Spill Response Procedure The following items must be in place and an inventory of these items posted in the chemical storage area: (1) Telephone numbers for emergency assistance, including the City of Renton law enforcement and fire departments. September 20, 2006 A.C. KI DIG & CO. Page 17 Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest .Management Flan (IPYVI) (2) Sturdy gloves, footwear, and apron that are chemical resistant to most pesticides, such as foil -laminate gear and protective eyewear. (3) An appropriate respirator, if any of the spilled materials require such during handling activities or for spill cleanup (reference MSDS on file for each product used). (4) Containment "snakes", or booms, to confine the leak or spill to a small area. (S) Absorbent materials, such a spill pillows, absorbent clay, dry peat moss, or sawdust to soak up liquid spills. (b) Seeping compound to keep dry spills from drifting or wafting during cleanup. (7) A shovel, broom, and dustpan made from nonsparking and nonreactive material. (8) Heavy-duty detergent. (9) A fire extinguisher rated for all fire types. (10) Any other spill cleanup items specified on the labels of any products used. (11) A sturdy plastic container with a tightly closing lid that will hold the quantity of spilled material from the largest pesticide container being handled. Soill Responding Employees will be required to have proficiency in spill response procedures. (1) Reporting the Spill As soon as possible after a spill has been identified, the practice field manager will be notified and have responsibility for reporting all spills to the list of responsible parties, the city Emergency Agency responsible for rapid response, and Ecology's Hazardous Substance Information Office. The following will be reported: (a) Name and phone number of reporting party September 20, 2006 A. C. LIN DIG & CO. Page 18 Seattle Seahawks Corporate Headquarters and. Training Facility Turf Integrated Pest Management Plan (IPXf) (b) Time and location of spill (c) Identity and quantity of material released (d) Status of cleanup and containment. (2) Controlling the Spill On -site responders will: (a) protect themselves with appropriate protective clothing and eyewear; (b) stop the source of the spill; (c) protect others by warning them of the spill; and (d) stay at the site until the spill is cleaned up. (3) Containing the Spill On -site responders shall: (a) confine the spill as quickly as possible; (b) protect water sources and water resources; (c) absorb liquids with absorbent material; and (d) cover dry materials to prevent them from becoming airborne or solubilized. (4) Cleaning up the Spill On -site responders shall: (a) cleanup the spill; (b) decontaminate the spill site; (c) neutralize the spill site; (d) decontaminate equipment; and (e) decontaminate themselves. 4.2 State Requirements for Maintenance Area Drainage Control A large capacity, curbed concrete basin will be used for pesticide and fertilizer mixing and be sloped to drain to a sump system to prevent management chemicals and rinsate from escaping the area if a spill occurs. Spill response measures and supplies will be defined and available (Chapter 16-201-260 WAC; Chapter 16-229-450 WAC). Any sump contents will be recovered by manually activated pumps (Chapter 16-229-400 WAC) and properly reused, or if reuse is not possible, disposed in accordance with all applicable laws and regulations, including but not limited to the Hazardous Waste Management Act (Chapter 70.105 RCW) and the Water Pollution Control Act (Chapter 90.48 RCW). Fueling and equipment maintenance areas will be constructed so that outside drainage will be excluded from entering such areas. Fuel storage tank(s) will meet all design, maintenance, and inspection provisions required by Ecology (Chapter 173-360 WAC). An approximately 250- gallon tank of biodiesel with an electric pump for field tractors and vehicles will be located in the maintenance area, along with an approximately 100-gallon gasoline tank and pump for equipment field vehicles. Activities in the equipment garage will include routine equipment maintenance, which may include the changing of oil, brake fluid, batteries, and antifreeze/coolant, and motor or undercarriage cleaning. Closed sump drainage will be provided Septemher 20, 2006 A.0 KINDIG & CO. Page 19 Seattle Seahawks Corporate headquarters and Training Facility Turf Integrated Pest Management Plan (IPM) and any sump contents will be pumped out manually and disposed in an approved off -site location. Washing the exteriors of sprayers, mowers, and paint machines will occur in a roofed bay with a concrete floor, draining to the sanitary sewer. Sprayers will undergo three rinses over the turf before washing in the roofed bay. This equipment will not be washed outside of the wash bay. Wastewater from the wash -down bay will not discharge into stormwater drainage facilities. 5.0 REFERENCES Personal Communications Heintzelman, D. 1998. Rhone-Poulenc Ag Company. Personal communication with Jennifer Goldsmith (Associated Earth Sciences, Inc.), July 1, 1998. Ortega, L. 1998. Rhone-Poulenc Ag Company. Personal communication with Jennifer Goldsmith (Associated Earth Sciences, Inc.), July 7, 1998. Shultz, M. 1998. Zeneca Ag Company. Personal communication with Jennifer Goldsmith (Associated Earth Sciences, Inc.), August 18, 1998. References Cited Abrams, R. 1991. Toxic fairways: risking ground water contamination from pesticides on Long Island golf courses. New York Environmental Protection Bureau, New York State Department of Law, July 1991. Balogh, J.C. and W.J. Walker. 1992. Golf course management and construction: environmental issues. Lewis Publishers, 951 pp. Beard, J.B. 1973. Turfgrass: science and culture. Prentice Hall, Inc., Englewood Cliffs, New Jersey. Berndt, W.W. 1992. A best management practices development manual, turfgrass maintenance section. Prepared for Beak Consultants Incorporated, September lb, 1992. Brady, N.C. 1984. The nature and property of soils, 7th edition. MacMillan Press, New York, New York. September 20, 2006 A. C. KII4DIG & CO. Page 20 Seattle SeahmvL Corporate Headquarters and Training Facility Turf Integrated Pest Management Plan (IPM) Cohen, S.Z., S. Nickerson, R. Maxey, A. Dupay, and J.A. Senita. 1990. A groundwater monitoring study for pesticides and nitrates associated with golf courses on Cape Cod. Groundwater Monitoring Review 10:160-173. Federal Register. July 10, 2000A. 65(132): 42472. Gustafson, D.I. 1989. Groundwater ubiquity score: a simple method for assessing pesticide leachability. Environmental Toxicology and Chemistry 8:339-357. Horsley, S. and J.A. Moser. 1990. Monitoring ground water for pesticides at a golf course — a case study on Cape Cod, Massachusetts. Groundwater Management Research, Winter 1990. King County. 1993. Best management practices for golf course development and operation. Prepared by the King County Environmental Division. Bellevue, Washington. King County. 1999. Tri-County integrated pest and vegetation management: Guidelines. http://www.metrokc.gov/hazwaste/ipm/ipmguide.htm. Oregon State University. 1996. EXTOXNET Extension toxicology network pesticide information profiles. Oregon State University ()SU). 2006a. Pacific Northwest plant disease management handbook. Extension Service. Oregon State University (OSU). 2006b. Pacific Northwest weed control handbook. Extension Service. Revised Code of Washington (RCW). Chapter 15.58 RCW. Washington pesticide control act. Washington State Department of Agriculture, Olympia, Washington. Revised Code of Washington (RCW). Chapter 17.15 RCW. Integrated pest management. Washington State Department of Agriculture, Olympia, Washington. Revised Code of Washington (RCW). Chapter 17.21 RCW. Washington pesticide application act. Washington State Department of Agriculture, Olympia, Washington. Revised Code of Washington (RCW). Chapter 70.105 RCW. Hazardous waste management. Washington State Department of Agriculture, Olympia, Washington. Revised Code of Washington (RCW). Chapter 90.48 RCW. Water pollution control. Washington State Department of Agriculture, Olympia, Washington. September 20, 2006 .4.C. KINDIG & CO. Page 21 Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest Management Plan (IPM) Sygenta. 2000. Material Safety Data Sheet and Label for Prima Maxx. EPA Reg. No. 100-937, Svgenta. 2006. Material Safety Data Sheet and Label for Heritage Fungicide. EPA Reg. No. 100-1093. U.S. Environmental Protection Agency (EPA). 1998. Pesticide fact sheet for Heritage fungicide. Office of Prevention, Pesticides, and Toxic Substances, Office of Pesticide Programs. Vogue, P.A., E.A. Kerle, and J.J. Jenkins. 1994. Extension properties database. Oregon State University. Washington Administrative Code (WAC). Chapter 16-201 WAC. Fertilizer bulk storage and operational areas containment rules. Washington State Department of Agriculture, Olympia, Washington. Washington Administrative Code (WAC). Chapter 16-228 WAC. Pesticide Regulations. Washington State Department of Agriculture, Olympia, Washington. Washington Administrative Code (WAC). Chapter 16-229 WAC. Secondary and operational area containment for bulk pesticide. Washington State Department of Agriculture, Olympia, Washington. Washington Administrative Code (WAC). Chapter 173-360 WAC. Underground storage tank regulations. Washington State Department of Ecology, Olympia, Washington. Washington State University (WSU). 1980. Revised 1991. Concepts of integrated pest management: Extension Bulletin 0753. Cooperative Extension. College of Agriculture. Watershed Company, The. 1993. Fish habitat assessment and anticipated fisheries -related impacts of the proposed Blakely Ridge master plan development. Prepared for Blackhawk/Port Blakely Communities. Wauchope, R.D., T.M. Buttler, A.G. Hornsby, P.W.M. Augustijn-Beekers, and J.P. Burt. 1992. The SCS/ARSICES pesticide properties database for environmental decision -making. Review of Environmental Contamination and Toxicology 123:1-171. September 20, 2006 .A.C. KJM7IG & CO. Page 22 Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest Management Plan (IPAf) /:11» 811011KIWI PESTICIDE ASSESSMENTS September 20, 2006 A.C. KINDIG & CO. Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest .Management Plan (IP,M) PESTICIDE ASSESSMENT — Chipco 26GT Categorv: Fungicide. Active ingredient is 1prodione (23.3%) Application Target: Preventative foliar treatment fungicide recommended for the control of a large number of fungus diseases on turf. Label Recommended Application Frequency: Chipco 266T should be applied when conditions favor disease development, or when the disease is first noted. Applications are recommended at label instructed rates as long as required. Label Recommended Application Rate: Application rate is dependent on the fungus disease. The application rate varies between 3 and 8 fl. oz per 1,000 fe. See the label application rates for the fungus disease to be targeted. Do not apply more than 35 fl. oz per 1,000 ft' per year or more than 6 applications per year. Mobility- Using the ground water ubiquity score (GUS) method of Gustafson (1989). iprodione has a "low" pesticide movement rating (Vogue et al. 1994). The GUS score includes soil half life, water solubility, and sorption coefficients as factors, and has correlated well with monitoring data once point sources of contamination are ruled out. Other investigators, the U.S. EPA and the USDA Soil Conservation Service have also attributed low mobility potential of Iprodione (Horsley and Moser 1990, Abrams 1991). A ground water monitoring study for pesticides from golf courses over sandy deposits on Cape Cod included iprodione, but it was never detected in any of the monitoring wells (Cohen et al. 1990). Persistence: Iprodione has a soil half-life of 14 to 30 days and an aquatic half life of 3 to 7 days (Heintzelman, D., personal communication, July 1, 1998). These range from "very short lived" to "moderately short lived" in classification (King County 1993). Vogue et al. (1994) and Wauchope et al. (1992) both list a soil half-life of 14 days for iprodione. Toxicity: The LC5096 for rainbow trout is 92.2 mg/L (Ortego, L. personal communication, July 7, 1998), which is classified as only "slightly toxic" by King County (1993) and Balogh and Walker (1992). Evaluation Summary: Based on (1) low mobility and movement ratings, (2) short-lived persistence, and (3) slight toxicity to rainbow trout, Chipco 26GT is an excellent fungicide for preventative and curative control of some of the most ubiquitous turf fungus diseases without risk of unintended environmental impact. September 20, 2006 A.C. KINDIG & CO. Page A-1 Seattle Scahawks Corporate Headquarters and Training Facility Turf Integrated Pest Ylanagement Plan (IPM) PESTICIDE ASSESSMENT - Heritage Categork. Fungicide. Active Ingredient: azoxystrobin (50%). AQolication Target Preventative treatment fungicide with systemic and curative properties on turf Label Recommended Application Frequency: Heritage should be applied prior to disease development. Applications are recommended at label instructed rates as long as required. Label Recommeuded Annlication Rate: Application rate is dependent on the fungus disease. The application rate varies between 0.2 and 0.7 fl, oz per 1,000 fC. See the label application rates for the fungus disease to be targeted. Do not apply more than 3.7 fl. oz per 1,000 fC per year. Mobility. The chemical structure of azoxystrobin would suggest moderate mobility in sand and loamy sand soils. The potential mobility and persistence of some of its degradates, based on laboratory and some field studies, are similar to pesticides with known potential to leach into ground water under some conditions. For this reason the EPA placed a ground water advisory on the label. However, the EPA (1998) also notes that "upgradable, supplemental field dissipation studies indicate that Azoxystrobin was moderately immobile and relatively non persistent under actual use conditions." Azoxystrobin has relatively low binding affinities on coarse, textured soils (loamy sand and sand), but approximately five times higher binding affinity on finer - textured soils (EPA 1998). Data supplied by the manufacturer lists the Koc as 1,690 (Schultz, M., personal communication, 1998), which ranks as low mobility using the King County (1993) system. Using the GUS index method of Gustafson (1989), azoxystrobin has a low pesticide movement rating. The GUS score is an empirically derived value that relates sorption in soil based on the sorption coefficient (Koc) and pesticide persistence (half-life). Persistence: .Azoxystrobin is stable to hydrolysis, but does photo -degrade with a half-life of 11 to 17 days in aquatic environments (EPA 1998). Photo -degradation on soil results in a half-life of 11 days. Both of these degradation rates in the presence of sunlight are characterized as short lived (King County 1993). The dissipation of azoxystrobin is mainly dependent on sunlight (photo -degradation), and secondarily dependent on microbial metabolism. In the absence of light, degradates, but not the azoxystrobin itself, could be more persistent and mobile. However, these degradates prove to be nearly nontoxic. Toxicity: Azoxystrobin is considered highly toxic to rainbow trout (LC5096 of 0.47 mg/L) {EPA 1998; Syngenta (2006). The EPA (1998) notes that azoxystrobin is of low acute and chronic toxicity to humans, birds, mammals, and bees, but is highly toxic to freshwater fish and invertebrates. However, its degradate products are practically nontoxic to only slightly toxic to rainbow trout and daphnids. Degradate R234886 has an LC5096 of greater than 1.50 ppm for rainbow trout and greater than 190 ppm for daphnids. Degradates R401553 and R402173 have LC5096 values of greater than 50 ppm to daphnids. September 20, 2006 .4.C. KL DIG & M Page A-2 Seattle Seahawks Corporate headquarters and Training Facility Turf Integrated Pest Management Plan (IPM) Evaluation Summary: Based on the relative immobility of the parent compound azoxystrobin, and the relative non -toxicity of its degradates, Heritage is environmentally safe for use on the practice fields. Restrictions to Use: • The label recommends Heritage be restricted to two applications, 28 days apart in the spring and fall for curative/preventative treatment on turf. • The label recommends that application be restricted to a 48-hour forecast of dry weather. September 20, 2006 A.C. KINDIG & Co. Page A-3 Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest .Management Plan (IP,YI) PESTICIDE ASSESS MENT — Primo 'Maxx Category: Turf growth suppressant. Active ingredient is Trinexapac-ethyl (Cyclopropyl) (11.3%). Appli&ation Target Slow the rate of turf growth and aid suppression of invasive Poa annua. Label Recommended Application Frequency: Multiple applications can be made as needed by local conditions of grass growth rates, but should not exceed the maximum described below. Label Recommended Application RaeS7 Approximately 50% growth suppression is likely to occur without grass yellowing for 4 weeks at rates of about 0.25 to 0.50 fl. oz. / 1,000 fe per 4 weeks. Applications at half these rates are recommended where Poa annual control is a primary objective in order to prevent yellowing, and can be made at higher rates for brief periods durini periods of very rapid grass growth. Multiple applications should not exceed 7.0 fl. oz. / 1,000 ft per year. Mobility: Cyclopropyl mobility is rated as "high" with Koc values that range from 59 (sandy loam) to 629 (clay) based on data supplied by the manufacturer, Syngenta (2000). Persistence: The soil half-life for cyclopropyl at between pH 5 and 7 is 8 days in the dark and about 4 days in the light. These half-lives rate as `very short-lived" to "short-lived" persistence (King County 1993). Toxicity: The manufacturer reports an LC5096 for rainbow trout as 68 mg/L and greater than 142.5 mg/L for water fleas (Daphnia magna) (Syngenta 2000) . This toxicity rates as "slightly toxic"to "practically nontoxic", respectively (King County 1993). Evaluation Summary: Although highly mobile, the use of Primo MAXX for routine treatment as a growth inhibitor is an environmentally safe product for use on the practice fields due to its low persistence and slight- to non -toxicity. September 20, 2006 AC. KI DIG & CO. Page A-4 Seattle Seahawks Corporate Headquarters and Training Facility Turf Integrated Pest Management Plan (IPM) PESTICIDE ASSESSMENT: Prograss Category_ Herbicide. Active ingredient ethofumesate (19%). W: Curative post -emergence control of annual bluegrass. Label Recommended Application Frequency: Maximum of four applications per year; two to three in the fall at 21 to 28 day intervals, and one subsequent application in the spring if needed. Label Recommended Application Rate: 1.5 fl. oz per 1,000 f 2 per application, to a maximum of four applications per treated area. Mobility: Ethofumesate has Koc values ranging from 210 for sand up to 160 for silt clay loam (U.S. EPA 1995). These would be classified as "high mobility" (King County 1993). Ethofumesate has a "moderate" pesticide movement rating using the GUS index method of Gustafson (1989) reported by Vogue et al. (1994). Persistence: Ethofumesate has a reported field dissipation half life of 21 days (Balogh and Walker 1992). Microbial and chemical degradation accounts for 66 percent of the dissipation, and leaching accounts for 31.2 percent. Half life in sandy load soils is reported to range from 122 days to 285 days, which is highly persistent. However, Vogue et al. (1994) report a soil half life of 30 days for this product, which is more consistent with the moderately short-lived ranking from field dissipation studies. Toxicity: Ethofumesate has a rainbow trout LC5096 of 17.5 mg/L, which is classified as "slightly toxic" (King County 1993). Evaluation Summary: Although highly to moderately mobile, and moderately persistent, the slight toxicity of this product combined with the proposal to limit applications to greens on a curative basis combines to make it an environmentally safe element of the IPM. September 20, 2006 A. C. KINDIG & CO. Page A-5 he RETEC Group. inc. 1011 SW Klidtitat Way Suite 247 Seattle, WA 98134-1162 tNRETEC August 30, 2006 Ray Colliver Project Manager Football Northwest, LLC 505 Fifth Ave South, Suite 900 Seattle, Washington 98104 RE: Shoreline and Wetland Survey, north and South Baxter Parcels Seahawks Headquarters and Training Facility, City of Renton Dear Mr. Colliver: (206) 624-9349 Phone (246) 624-2839 Fax www.retec.com This letter summarizes the results of a shoreline and wetland survey conducted on the approximate 20-acre Baxter property, located to the west of the 441h Avenue Exit from I-405, within the City of Renton, Washington (Township 24 North Range 05 East Section 29, W.M.), The Baxter property consists of two adjacent parcels, Parcel #292459001 and 42924059015 (Figure 1). Lake Washington (Lake), a Class 1 Inventoried Shoreline of the State, bounds the western portion of the property. A BNSF rail line bounds the eastern property boundary. Currently an abandoned open field, the North and South Baxter properties were formerly used for the operation of a wood treating plant and storage yard, as shown in Figure 2. Photos I and 2 show recent conditions of the property. After the plant's closure in 1981, a portion of the property was used to store bark mulch. Remediation actions were prescribed via Consent Decree for the North Baxter and South Baxter properties (#00-2-11778-7KNT and #00-2-11779-5KNT, respectively) with the Washington Department of Ecology (DOE) under the Model Toxics Control Act (MTCA). Cleanup of South Baxter resulted in the excavation and replacement of soils in the Baxter Cove area and stabilization of soils in the uplands. North Baxter remediation will consist of capping at the time of development of the property. Two previously delineated on -site wetlands, Wetlands "D" and "E", were excavated and filled in association with the remediation plan as described in the February 2000 Mitigation Analysis Memorandum (MAM) report for the Quendall and Baxter Properties, prepared by Associated Earth Sciences, Inc (AESI) of Kirkland, Washington (Figure 3). Approximately 0.46 acres of mitigation wetland was restored in November 2002 within the former footprint of Wetland "E" along the shoreline of the Lake near the southwest comer of the property, as shown on Figure 4. Current features of the North and South Baxter properties are shown on Figure 5. Few developed features are present on the South Baxter parcel. The Baxter Cove wetland is present along the shoreline, and an open field is present on upland areas where remediation has been completed. Developed features on the North property consist of a paved area along the shoreline in the southwestern portion of the parcel. A paved driveway also extends from the northeast entrance to the site around a house located on the northwestern corner of the property. The driveway extends to the south along the shoreline, as shown in Figure 5. Other features of note Mr. Ray Colliver August 30, 2006 Page 2 on the North parcel include several abandoned gravel roads extending parallel to the shoreline and railroad tracks. Historical use of these roads is shown in Figure 2. 1 Shoreline Survey Dan Berlin of The RETEC Group, Inc. (RETEC) delineated the Ordinary High Water Mark (OHWM) of the Lake located along the western boundary of the subject property on May 19, 2006 (Figure 5). The OHWM was marked with a total of 41 sequentially numbered orange pin flags in preparation for a professional survey. The OHWM along the Lake's shoreline was determined according to the protocols of the Washington Department of Ecology (WAC 173-22- 030) and the Washington Department of Fish and Wildlife (WAC 220-110-020) The OHWM survey was conducted based on the presence of biological and physical indicators along the Lake shoreline. Biological indicators consisted of the transition from aquatic to terrestrial vegetation. Vegetation was classified based on the indicator status designated for northwest plants. Physical indicators included sediment deposition and flood debris. Vegetation identified along the shoreline consists primarily of Himalayan blackberry (Rubus armeniacus), Scot's broom (Cytisus scoparius), and red alder (Alnus rubra). A few black cottonwoods (Populus balsamifera) and willows (Salix sp.) are also present along the shoreline. All of these plants are rooted on top of a steep bank between two and three feet high. Himalayan blackberry extends out over the water's edge several feet. Very little other vegetation is present below the top of the bank. Lake water elevations along the Baxter shoreline range from approximately 18.8 to 19.5 feet above sea level (NAVD 88 datum). The US Army Corps of Engineers (USACE) controls lake elevation with the Lake Washington ship canal, generally keeping it at its highest elevation during June (18. 8 feet) and at its lowest during December and January (16.8 feet). Although lake elevation is generally maintained at a high of 18.8 feet, some areas experiencing erosion showed an OHWM of 19.5 feet because of the absence of vegetation along a steep bank. The OHWM survey results are mapped on Figure 5. Wind and boat generated waves tend to contribute to shoreline erosion along the North and South Baxter properties. Along Baxter Cove, large woody debris has been anchored along the cove opening as part of wetland restoration, as shown in Photos 3 and 4. Other logs have washed up against the shoreline just north of the cove opening. Some piles are present along the northern portion of the South Baxter shoreline (see Photos 3 and 4). Details of those piles are shown in Photo 5. A series of piles and log seawalls are present in varying densities along the entire North Baxter shoreline, as shown from an aerial perspective in Photos 6 and 7. These piles help to dissipate wave energy against the shoreline, which show obvious signs of erosion. Wind and boat generated waves are common along the entire length of shoreline. A covered boathouse along with a dock is present on the north end of the North Baxter property (see Photos 6 and 7). Other Mr. Ray Colliver August 30, 2006 Page 3 features include a small 10 foot by 10 foot dock with a chain link fence is also present along the southern portion of North Baxter (Photos 6 and 7). 2 Wetland Survey Dan Berlin and Tina Mirabiie of RETEC conducted a wetlands site assessment on the Baxter parcels on May 26, 2006. Wetland identification was conducted according to the Washington State Wetland Identification and Delineation Manual 1997 (Ecology publication #96-94) (DOE, 1997), which is based on the USAGE 1987 Wetland Delineation Guidance (Environmental Laboratory, 1987). This methodology requires that evidence for each of three wetland indicators for vegetation, soils and hydrology must be present to make a regulatory wetland determination. Four sample plots, SPI to SP4, were established on the subject property during the site visit, as shown in Figure 5 (see Photos 8 to 11). Dominant and subdominant plant species were identified at each sample plot based on visual estimates of 20 percent or more real cover within a 5-foot radius for herbaceous and shrub layer plants and 30 feet radius for canopy species_ A sample plot was determined to have hydrophytic-dominated vegetation when more than 50 percent of the dominant species present had an assigned indicator status, based on USFWS designations of obligate (OBL), facultative wet (FACW), and/or facultative (FAC). Typically soils are observed to depths of 18 inches or more at a sample plot. The compaction of the site's soils however, limited the ability to dig beyond certain depths as indicated on the dataforms. A Munsell soil color chart was used to determine soil color. Hydrology of sample plots was evaluated by determining the depth to free standing water in soil pits, secondary characteristics, and a review of historical data. Sites which have saturated soil conditions within the upper twelve inches of the soil horizon for five to twelve percent of the growing season typically meet the positive wetland hydrology parameter. The site investigation was conducted during the growing season_ Past land use disturbances have altered the site's vegetation, soils and natural hydrology. Details regarding the site's vegetation, soils, hydrology and wildlife habitats as recorded during the site visits are summarized below. Datasheets are attached for additional reference. Photos depicting the existing conditions at the time of the site visit are also attached. 2.1 Vegetation Hydrophytic species of non-native grasses and weedy herbaceous plants, typical of disturbed meadows, dominate the vegetation on the subject property. Past industrial land use activities on the property have disturbed the site's native vegetation and limited the ability for canopy species to mature. A historical aerial photograph indicates that the southern portion of the Baxter property was devoid of much of its vegetation (Figure 2). This figure also shows that vegetation on the northern portion was portioned between multiple roadways. Vegetation clearing also occurred on the Baxter property in 1990 (AESI, 2000). In 1996, during a David Evans and Associates, Inc. (DEA) on -site field investigation, weedy herbaceous plants and sapling- and Mr. Ray Colliver August 30, 2006 Page 4 seedling -sized deciduous canopy species of red alder, black cottonwood and willows were re- colonizing portions of the property. Representative grass species currently present on the Baxter property include bent grass (Agrostis sp.), velvet grass (Holcus lanatus), tall and red fescue (Festuca arundinacea, F. rubra) and reed canary grass (Rharalis arundinacea). Representative weedy herbaceous plant species present include soft rush (Juncus effusus), sickle -leaved rush (Juncus falacatus), bird's foot trefoil (Lotus corniculatus), white clover (Trifolium repens), western dock (Rumex occidentalis), vetch (Viccia sp.) and hairy cat's ear (Hypochaeris radicata). Young black cottonwood and red alder trees and Scouier's and Pacific willow (Salix scouleriana, S. lucida spp. lasiandra) shrubs are present along the property's eastern boundary. Non-native and invasive purple loosestrife (Lythrum salicaria), Himalayan blackberry and Scot's broom are present in some areas, including the shoreline edge. 2.2 Soils The Soil Survey of King County Area (USDA 1973) indicates Bellingham silt loam (Bh) as the dominant soil type on the subject property, as shown on Figure 6 (USDA 1992). Bellingham silt loams are listed as hydric on the King County Area, Washington Hyric Soils List (USDA, MRCS Oct. 30, 2001). Typical Bellingham silt loams are located within depressions on upland glacial till plains with slopes less than two percent, slow permeability, and high available water capacity_ However, based on the field survey, the soils on the site have been altered from those described in the Soil Survey_ None of the soils observed at any of the four sample plots constituted undisturbed hydric soils. Highly compacted fill, including gravel, sand and wood chips, was observed at each of the sample plots. Non-hydric grayish brown (2.5 Y 5/2) gravelly silty sandy loams with no mottles was observed at SP4, located near the southeast property corner. Some indicators of hydric soil were observed at some sample plots, including mottled gray or dark gray soils displaying low matrix chromas within gravelly and woody fill materials at SP 1 and SP3. Gravelly sandy loam fill displaying low matrix chromas and mottles was observed at SP2, Which was located in a shallow swale with wood chips present on the ground surface. Although plots SP 1, SP2, and SP3 contained potential indicators of hydric soil, soils are all disturbed and compacted with wood fill and rocks as a result of historic industrial activity on the property. 2.3 Hydrology No positive indicators of wetland hydrology were observed at SP2 and SP3, located in the central portion of the property (Figure 5). Water was observed seeping along the interface between the organic "O" horizon and the compacted fill "A" horizon at a depth of two inches from the surface at SP4, located near the southeast corner of the property. Surface run-off appears to be unable to penetrate the compacted soil and the roots of the vegetation only extended two to three - inches from the surface. Water was observed seeping within the highly compacted fill at SP 1 at Mr. Ray Colliver August 30, 2006 Page 5 a depth of 10 inches from the surface. SP 1 was located within a remnant roadway on the northeast portion of the property (Figure 5). 2.4 Wildlife Habitat No federally Endangered, Threatened or Sensitive animal or plant species were observed on the subject property during the site visit. Turtles were observed near the Baxter Cove wetland, however species were not identified. Common turtles that are associated with the Lake include painted (Chrysemys picta) and red -eared sliders (Trachemys scripta elagans). A killdeer (Charadrius vociferus) was observed on the central portion of the property. Canadian geese (Branta canadesis) were observed on the adjacent property to the north. 2.5 Baxter Cove Wetland The Baxter Cove wetland was restored in November 2002 along the Lake shoreline in accordance with the Consent Decree and Mitigation Analysis Memorandum negotiated with the Department of Ecology_ The 0.46 acre wetland was designed to be a forested wetland with open - water and emergent components in the cove area. A 50-foot vegetated buffer was also restored in 2002 with the restoration of this wetland. The restored wetland was not delineated because it was constructed in the fall of 2002 and it has complied with performance standards. Monitoring of the wetland vegetation was conducted following construction (AESI, 2002), and during years 1, 2, and 3 (RETEC, 2003a, 2004, and 2005, respectively). Plant survival of trees and shrubs and emergent vegetation was low during the Year I survey, and therefore in the fall of 2003, goose exclusion devices were installed and additional tree, shrub, and emergent plants were planted as described in the Mitigation Plan (RETEC, 2003b). Performance goals have been attained in each of the subsequent years of monitoring. A wetland rating was performed on the mitigation Baxter Cove Wetland during the site visit. The rating was conducted according to the Washington State Wetlands Rating System for Western Washington (Ecology, 2004) and according to the City of Renton classifications in Section M of RMC 4-3-050. The HGM classification of the Baxter Cove mitigation wetland is lake -fringe (Lacustrine Fringe). Wetlands that receive scores between 30 and 50 points on the Washington State rating forms are classified as Category 3 wetlands. The wetland received a score of 46 points and is therefore classified as a Category 3 wetland. The wetland received a score of 18 points in the Habitat Functions section of the rating system. 2.6 Wetland Regulatory Summary No jurisdictional wetland areas were identified on the subject Baxter property during the site investigation, with the exception of the Ecology -regulated Baxter Cove mitigation wetland located near the southwest corner of the property. The National Wetland inventory (NWT) maps indicate the presence of lake -associated wetlands within the vicinity of the Baxter Cove mitigation wetland and further off -site to the south, as shown in Figure 7. No wetlands are indicated on the NWI map as being present along the subject property's northern shore or within Mr. Ray Colliver August 30, 2006 Page 6 its central and eastern portions. The City of Renton wetland maps do not indicate any wetlands on or within the immediate vicinity of the Baxter property. The target vegetation and wetland classification for the 0.46-acre Baxter Cove mitigation wetland is a Class 2 forested wetland (AESI, October 2000). A 50-foot vegetated and enhanced buffer was designated around the restored wetland during negotiations with Ecology. This buffer may be subject to buffer -width averaging, however the minimum buffer width shall not be less than 40 feet and the total area contained within the buffer after averaging shall be equal to amount of the total buffer area established within a standard 50-foot wide buffer. The wetland was observed to have three types of vegetation structure: aquatic bed; emergent plants; and scrub/shrub. Although trees have been installed in seasonally saturated wetland areas, they have not obtained the required height to contribute towards a forested classification. The open water component represents less than forty percent of the total wetland. During periods when lake levels are lowered, a major portion of open water areas in the wetland become exposed. These areas as well as an emergent fringe along the cove during high water meet the emergent classification. The City of Renton classifies wetlands into three classes: Category 1, 2 and 3. The City of Renton requires a standard protective buffer of 100-feet, 50-feet, and 25-feet for Category 1, 2 and 3 wetlands, respectively. The City of Renton defines Category 1 wetlands as those wetlands that provide essential habitat for fish and wildlife species listed by Federal or State governments as endangered or threatened or include the presence of plant associations of infrequent occurrence; and/or have 40% to 60% permanent open water with two or more vegetation classes; and/or is equal to greater than 10- acres in size with three or more vegetation classes, one of which is open water. Category 2 wetlands are those wetlands that: 1) do not meet the criteria of Category 1 or 3 wetlands and that have heron rookeries or osprey nests; or 2) are wetlands of any size located at the headwaters of a water source; or 3) are wetlands having minimum existing evidence of human -related physical alteration such as diking, ditching, or channelization, Category 3 wetlands are severely disturbed; newly emerging or; are those wetlands that do not qualify as a Category 1 or a Category 2 wetland, such as smaller, high quality wetlands. The Baxter Cove wetland appears to qualify as a Category 3 wetland under City of Renton regulations. Mr. Ray Colliver August 30, 2006 Page i I hope that this information will assist you with your development planning. If you have any further questions or comments regarding this letter, please do not hesitate to contact me at (206) 624-9349. Sincerely, The RETEC Group, Inc. Dan Berlin �b Wetland Scientist Attachments: Reference List, Figures, Dataforms, Photos cc, Grant Hainsworth, File VULCI-19589-300--RETEC References Reference List Associated Earth Sciences, Inc. February 2000. Mitigation Analysis Memorandum Quendall and Baxter Properties, Renton, Washington. Kirkland, WA. 60 pps. Associated Earth Sciences, Inc. October 2000. J.H. Baxter Property Mitigation Analysis Memorandum. An Addendum to the Quendall and Baxter Properties Mitigation Analysis Memorandum, dated February 17, 2000, Kirkland, WA. 7 pps. Associated Earth Sciences, Inc. 2003. As -Built Monitoring Report, Baxter Cove Remediation Project. Prepared for Port Quendall Company. January 8. City of Renton. December 2005. Title 4 Chapter 3 Sections 010 - 090. Renton, WA. Cooke, S. S., 1997. A Field Guide to the Common Wetland Plants of Western Washington and Northwestern Oregon. Seattle Audubon Society — Traiiside Series. Seattle, WA_ David Evans & Associates, Inc. Revised May 1997. Wetland Determination Report on the JAG Development Property, Renton, Washington. Bellevue, Washington. 51 pps. Environmental Laboratory. 1987. U.S. Army Corps of Engineers Wetland Delineation Manual. Technical Report Y-87-1. Army Waterways Experiment Station, Vicksburg, Miss. Hitchcock, C.L. and A. Cronquist. 1973. Flora of the Pacific Northwest. University of Washington Press. Seattle, WA. 730 pp. Hruby, T. 2004. Washington State Wetland Rating System for Western Washington -Revised. Washington State Department of Ecology Publication # 04-06-025. Olympia, Washington. Kollmorgen Corporation. 1975. Munsell soil color charts. Baltimore, MD. National Geographic Society. 1987. Field Guide to the Birds of North America_ 2"1 Edition. The National Geographic Society. Washington, D.C. Pojar, J, and A. Mackinnon, 1994. Plants of the Pacific Northwest Coast — Washington, Oregon, British Columbia and Alaska. Lone Pine Publishing. Reed, R.B. Jr. 1988. National List of Plant Species that Occur in Wetlands: 1988 Northwest Biological Report 88 (26.9), U.S. Fish and Wildlife Service, St, Petersburg, Florida. RETEC, 2003a. Baxter Cove Wetland Monitoring Report, Year 1. Prepared for Port Quendall Company, October 14. RETEC, 2003b. Baxter Cove Wetlands Mitigation Plan, Addendum to Year 1 Wetland Monitoring Report. Prepared for Port Quendall Company, November 18. VULC1-19589-300 Pagel oft RETEC, 2004. Baxter Cove Wetland 1'vIonitoring Report, Year 2. Prepared for Port Quendall Company, November 3. Soil Conservation Service. 1973. Soil Survey of King County Area, Washington. United States Department of Agriculture. Soil Conservation Service. 1973. King County Areas Hydric Soils List. King County, WA. United States Department of Agriculture. Washington State Department of Ecology. March 1997. Washington State Wetlands Identification and Delineation Manual. Publication No. 96-96. Olympia, Washington. USFWS, 1996. National List of Vascular Plant Species that Occur in Wetlands. 1996 National Summary Indicator by Region and Subregion. United States Fish and Wildlife Service Website: http://www.nwi.fws.gov/bha/download/1996/national.pdf. VULC1-19589-300 Page 2 of 2 Figures IA 14 4 �'J �•'i'iF � f _ ' f 1= m Lake Washington ton �' 7 ' i a North & r•. ��' '�� :- �-..," I� �-'�-' •r" South ` L BaxterYSE riFi;ST a - Property ' E EL 7-L I SE I3CIT'M�7y`. lu5 z I �- _- -�� > . F, r'rn z Ll ' `.rip (C) XC6_Kng C=Mj 38 T RL s3�• bpi ���� � - 't _. N Figure 1- Vicinity Map - North and South Baxter Property, Renton, WA Parcels 292459001, 292459015 Figure 2 Historic Aerial Photo of North and Baxter Property (date unknoW� Map Legend �{ Interstate Major Roads Intarstatfi . , Slate I lghway �,f llShighway Roads g Cities I:: I tJSGS Quad index 24K Lower AS Avallabio Welland Data Han -Digital Digital Na Data Stan NHS Streams Counties tODK States LOOK O South America 0 North America GYPSY SuaRAMN 9`r�Q LEGEND %Av%^ v Area of remediation impact along the shoreline Less than 50% wood waslo (n) action, capping, partial capping, paitial dredge, or complete dredge; to be determiners) 0 Dredge tots' and replaced with clean material to original grade Dredge to 3' end replaced with clean rhatenal !1Q I T tooriginalgrade 0 , ` T cap with clean matcmW or cap with C9� VMTCAND NORTH ' redevelopment `� �- o P�,js � J.H. BAXTER Excavated to required depth to remove contaminants orsludgo; in situ stabilized to 1a' below ground surface or replaced with clean material to capped grade (See Nate 2) Blackberry f % Shrubs W_rO�LT_H i Trees WETLAND NOTE: 1. ALL HABITAT, WETLAND, AND PROJECT FEATURE F J. H BAXTER LOCATIONS AND QUANTITIES ARE APPROXIMATE. 2. SEE FINAL CLEANUP ACTION PLAN FOR ACCURATE off, CLEANUP DETAILS. CO a - a QUENDALL a TERMINALS ; 4 ' V/ r t;: / � + NORTH r — %' I APP RD%WNTE aCNE IN FEET C ABB0C7IATED REMEDIATION ACTIVITY AND WETLANDS AND SHORELINE VEGETATION FIGURE 7 1EAFITH 50t rH J.H. BAxTER PARCEL DATE A,tsoo ftT JAMUCIalyciume, INC. RRENTO ,W HINGT N RENTON, WABHINGTON pgp,r. Np, KBgpr ylg I 3 // //�/ec •9F n �r ESTABLISHED SMALL FRUITE s r AIR RUSH AND AOOITIO II \ �� TWINBERRY-PACIFI(=WRL R -OSIER DOGWOOD s LEGEND BOUNDARY O WATER PERMANENT MONITORING � BOUNDARY ON NET PLOT NOVEMBER 11, 2003 1WRETEC PERMANENT PHOTOGRAPH n �2• STATION 1 COMMONNAME SCIENTIFICNAME PLANT SIZE QRICINAL REPLACEMENT SUPPLEMENTAL I QUANTITY PLANTS QUANTITY !E!F ZTREES or morel+=-er c..ueordge mrrrrw ,-1 m ,s ParpeeH P.xaWwp men4e¢rt A' v litMbwbp ,6 ` ^ D nwern reeoeeer rspp.lcelerpplryle IbZ-getan 1T 19 (� rnw:p4a.r. ,wzq.lan xo ,e zs \ 55 3itla euuw P�.ttA Nr11ed9H t.b Zg°la" 16 is ,\ tigbefineWe Awrrrtecnq,Y9mr Ppw. 39 0 Cdecl rmerwveod oh Hw arye 1 Ia 2gYm 53 0 le ® Otegm ash Frulnus L.nkA t loa-pe.sr 12 as 30 ® red eWar Arnv¢n4s t.b2pMw• 25 19 O Petllcvwow Stkc leerarrWa I.bi-plot 9T IT ,ll A\.NIIMSHO LINE HUFFER Iilw CFrlry Hsmpe sewpiut I b2yellai 4 0 ZO ~ Eg, oa,crra RTwr✓n,s prehwu I-m?-geYon 5 13 f0 `SHRUBS 9 wx rrrege Apw c. xrww. I.w2.gwwr 93 9 \\ � r.dnew aep.om camp¢ aldarper. I.la z-pawn ge s3 � crel.ype dapgr.,o 1.1e zg.len ,o to � weaem aeeewle P�+I¢ rww I. a zg¢.a1 s \1 � BMla waw SeFs aifdrarsaa ,b2yeewr l,T 54 i e huarul Caylps miwpt 1. b 2-galwl 51 n � uumrcyr.y Rrmucpeue6x6 Iw2-peal leg 512 .bgka rasa Ro¢enufkene I— 2-Rabe 49 20 Osegan TG A9Ahmir r»r,.e, 1-Ic2-Del- as 0 ¢world r..r Pdy.erp.,mm�rawrr I -gm. 106 e n --ls rry Synybdicarpoa woos I gallon 35 32 30 atNparry I.gedat w 94 • eaa G¢rYlrwge sfreYwr I-g¢1pr 'us 11 M EMERGENTS - I.d2"am "n"s„"d°'-r"'""° Iq'd°" as 9 21 -- ® ebugl, seep. Grsys errrrpf¢ &hcn pep am 425 '^':'� hardelsm blkuelr Sarpus xr.4us 6acaasy 1" 115 errWFfirbebulruN 5c6ppenriwrapue &xrcl, qrq 41s 239 EM wow Pelna¢ Cw9wwn sAwr¢,9oaa tubrwbaramc! l 990 © NII mennegiwe Glym ..lsU ea.erool a. 11h NOTES FOR dlSIGATION EONDl1C,E0 IN 2003: Pbnt.: All willow and red— .6' dogwood ah.11 hurn of heel 3 stem:. Mdiliorway, olr Nootkn rose .Iwo na•c pt leo-sl 4 stoma. / 2D supplemenlol aoloi and 20 xupplcmental snow berry will be acplter,d in arces whcic sw wd I—1 and Orcgpn prep, dcrnpn.Vut,d law 1 / J survival in the IowlprW buffer. 2 All Iacetionn ere alprnximate. col—d plant symbols I ... Ua, of sappy"—1 pbnbnge fa. 2003 mibgetion. Ell and while plcnt symbols ore pppm motc col of or=gir,olly pbn[ed malcriols. t..d and dying pl Dols will be replocad according la the l li¢ne in lhie plc•. unless�otharw ce specified in tht mitigalipn plan. OW. AND 20 0 SCALE IN FEET 40 BAXTER COVE - RENTON, WASHINGTON I 21 RESTORED WETLAND WITH 2003 REPLANTING LOCATIONS VULAN-,fil i21/04 sam: A.S./SEA �oyou _ - IIj MlI CCV[ CCNDpMINIUM CC FLEX II ROCKS SEAWALL r / �• ��� 1 ���I�{III ����� �� � i j I � ��P•1 I 7 1 1 II- a. I APPROXIMATE GYPSY I\ SUBOW- N J I ' r ij DRAIi�AGE C U LVE RAT ORDINARY HIGH i k4, T ER MARK JP-cN- ITCH a BAXTr R w' k nY SY z 'SP-3 SJUDA IN !CUVE S ,�7 N 58'13olN ( /,.^rYr� 1f J 1 JOUTd BAXTE 4 5C' BUFFER i -------- - - - - - —X1, f ! T 77 x� LEGEND FIELD INVESTIGATION PLOT +SP3 WETLAND AREA �+ PROPER'" BOUNDARY CHAIN LINK FENCE EXISING PAVEMENT/:ROADWAY --P- -i—I RAILROAD TRACKS NOTE: SHMEUNE CH AND A0 N SSTGA`D k PLOTS LO AT(] FR 6%1/O6 TO fi/16%06, r�RETEC VVLAN.,fi75C 100 DAMCB/D8/M vrv: C.M./SEA I f, II;T I II 1 li 11 I I I m Ir I ��jj I Z II 11 N 1 II W I�11 'II 60 0 120 1"=120, BAXTER PROPERTY WITH ORDINARY HIGH WATER MARK AND FIGURE 6 SOIL SURVEY OF KING COUNTYAREA, WASHINGTON N ' O h rN , 4& OF i d King Washington o _ • i x o r v LL I 559B00 559900 560000 560100 660200 560300 560400 560500 560600 560700 Meters Feet 0 45 90 180 0 100 200 400 600 800 lJ5CaA ti2INFRI llnaurea Web Soil Survey 1.1 7/3/2006 adim—f'naarrra�6intirnirc National Cooperative Soil Survey Page t of 1 i Figure 7 NWI Map 122-12-5 W 122-12-0 W 122-11-55 W 122-11-50 W 122-11-45 W �' P5SC _ % Yras�ti� is a 4Ei Mercer I land Digital to r` r� . A N Z V N O Z ti w U 122-12-5 W 122-12-0 W 122-11-55 W 122-11-5D W 122-1145 W Map center: 476 32' 3.1" N, 1220 11' 55.3" W Legend Interstate Major Roads Other Road tnternlate State highway �V US highway Roads t.ItIE4 USGS Quad Index 24K Lower 48 Wetland polygons -- Estuarine and Marino Deepwaler Estuarine and Marine Wetland Freshwater Emergent Welland Freshwater Forestett'Shrub Wetland : Freshwater Pond Lake Other t - Riv4rine Lower48 Available Wetland Data Non -Digital Digilal No Data Scan NHD Waterbodies NHD Streams r Counties iom ® States 100K 0 South America C) North America e Scale: 1:5,852 This map is a user generated static output from an Internet mapping site and is for general reference only. Data layers that appear on this map may or may not be accurate, current, or other.,.Ica.reh�r_rf11SAQAPIS.➢14T3Q�EUSE€�F.GRfIA�IG4T1Di1.. _.- _ �...._�_ - Dataforms Data Forth - Roulinc Wetland Delcmination Mtthad (Revised loom 19V COMS Wetland I)cllneation Manual or WA State Delirealion Manuai) Projcct Site: Vucan • Baxter Property ApplicanUownes; Mr. Tat Fowlct. Project Manager, Vulcan Irsvestigmor(s}: Dan Bcriin, Tina Mirabiie,11w RETEC Group, Jac. Date SR6f2006 County. King Scam WA Location: T24N1R05E1524 Do Noma] Circumstances exist an ti)e site? Is she Site significantly dislurbed(atypical situation)? Is the area a potomtial Problem Arca? NO NO NO Community ID: UPLAND, FELL Transco ID: Plot 1D: I. Dominant plant Speeics Stratum Indicator Pdaralitanulinacea (55%) LIF.RB FACW Fesnrea mbrn 2n°-A) KERB PAC Lonna _urmlarw (20%) HERB FACW hinny lraruc 10% HERB FACW- hnrens a erns S-ip°b HERB FACW Fesrueu ancndinacea VERB FAC- Trfolitwrreperrs(TRACE) HERB FAC of species that are OBL, FACW, and/or FAC: Hydrophtyie vegetation present? YES Rational for dccisianlRemarks: Mydrophytic vegetation is dominant. Weedy species, typical ordislmbed areas, are present. NOTES: • - Assumed lndicaior S cores- Doiainaxtt spccies are these with 20 or more cover HYDROLOGY IS it the growing season? YES Based on: SCSSoil Surve- Depth of inundation: NIA incites Depth to free seater in pit. lc" inches Dcpth to saturated soil: NIA inches Water Marks: NO Drill Lines: NO Oxidized Rools: Channels <12" NO FAC Neutral: YES Scdimcnl Deposits: P.ainage Patterns: Local Soil Survey Water staira:d leaves: NO NO NO NO Check ail that apply & &.plain below: Stream, Lake or gauge data: NIA Acnal photographs: NIA Other: NIA Other; Welland hydrology present? NO Rational for dccision/Remarks: Recent precipitation, Surface water is pouding on compacted fill material, NOTES: Sample plot located within shallow swate in tetrlint roadway on industrial impacted properly. SOILS- Drainage Class: Map Unit Name (Scrics & Phnso): (Bh)Bcllingham sill loam poorly Ficid cbsovations confirm mapped type? NO Profile Description Mettle Moltic rriars Abundance Tesmre, Drawing ofsoil Matrix Color (Monscll stzc & concrclions. profile {thatch Dcyth Horizon (Munwil moist) moist) constrast streture, etc. descn 'on) clayey loam With sand , gravel and 0-13" y0YRJfl 10YR4I4 +good fill. Companion ofsoits limited ability to obsrcvc roils at dcxper depths. y a,, .J Kydric Soil Indicalors: (check all that apply) HWs cl Histic Epipedon Sulfidic Odor Aquie Musilure Regime Reducing Cnndiiions YF_5 Ghyed or Low-Chronm Colors Concretions Organic Content in Sandy Soils Organic Streaking in Sandy Soils Listed on Local Hydric Soils Lists Listed on Nat. Hydric Soil lists Other (explain in remarks) I lydric soils pce—r! NO - Oiswrbtd - Compacted Fill Rational for decisinoA caiuks: Soils ace disturbed and consists of 30%grrvel and sand and 2040%wood till. Soils arc cum aLIcd. Wetland Dctemtinalion. llydk vegetation present'? YES- Disturbed Is the sampling point Hydric soil present? NO - Fill within a iectland' NO Wetland hydrology resent? NO - Pundin •due to comp —lion. of fill manorial RalicnAlkemarks: Sac is disturbed due to gravel, sand & wood fill & compaction From industrial use, Pending of sutrace run-u(Iand precipitation occurs due to to lack of infiltration within com soled fill matenais. Aata Foran- Roulinc Wetland Dcicrrnkwtion Mcihud (Revises; froml487 Corps Wctkmd Dcl ncation Manual oc WA Stalc Dchncation Manua;) PrajWSite: vtrlcao- Bas.taProperty Applicwri+.+sttcr: M11r,'Pa3Fowla. Projat Manages. Vukan lnvcstigalar(s): Dan Berlin. Tuts Mimbk, The RETEC Croup. Inc. Dalc:5126r2006 County. King Slatc: WA i.awtion: T:4NIR05FJS24 Do Normal Circumslances exist on the site? Is the 5irc aignificwilly disturbed (Ayl:c tW Situation)? Is the area a potnttial Problem Arm? NO WO NO Community 10: IJPL\ND - FILL Tr =e 10: Plot ED: 2 Dnminazu Plant Spates Stratum Indicotor Agmsfis sp. (8W.) FlbtR FAC Hafeus iamfur(40%) HERE} FAC rrmcrazffitsra (30-/) EIE3RB FAC R.ftWoceidenmfis (30%) 1.1EIt.6 FACWt LontsComirtere7utus (20'i) HERB FAC Rypoedaeria adfcom (10%) HERB NI .henna fa Ica frer(15%) HERB PA(-W- ?rs'ofiumr¢ ens TRACT) HERB FAC £feeacharss palushis (TRACE] HERB Q$1, °! ofspeeies that are OBL, FACW, an&or FAC: >5Q% H)druphLrl; vegetation prtaettt? YL•S Rational ArdtxisiotJRnnarks llydrophytwvegetatianisduminmi. Wecdyspais. typical of d'ututbcd areas. are pre tt. NOTES: *,AssurnedladicalorSpocies. Daminantspecicsarcthosc s+ith 20% or more cover A"D [c it the growing staamit YFS Based on: SCSSoif Sunxy IXVth of utwtdation: WA utebos Depth to free +rater in pit: NIA inchv5 Drvtb to saturated soil: NIA inches Water Marker: Drift Lines: Qxid z d Roots: Channels<12' FAC Neutral: NO NO NO YES Scdimrnt Deposits: Drainage Pattans: "cat Soil Survey Waterslamcd kzvw: NO NO NO NO Check all that apply & explain hc?ov: St:cam, Lake or gauge dot& NrA Aerial photographs: WA Other: �VIN Othor: Welland hydrology presrnf? NO Rational for docisiadRcmarks: Ev;.dence of past pondittg on surfaces recent pre+eipital;on. Soils are not saturated or inunddued cvcn wA NOTES: Sample ptot located within shallow suate on industrial impacled property. SOIIS: Drainage Class: Map Unit Name (Scties & Masc): (i3h) Scllingharn sill loam poorly Field obs aliorva confirm mapped ()pc? NO Profile Dacriptian Mottle Moule colors Anunda lea Tcxturc, Ding of soil Matrix Coksr 1is{uavcll 3i7c & cancrv7iom. profile (match Depth Itorixon (Munsell moist) tnorsl) eo:sI—t srtctute, ttc. description) grm,clly sandy Macy. fiat. loam rill. Wood 0-9" 2.5 Y d+l 5 Y 44 rtumem cfi an surf., Compaction of soils limilcd ability to obsrerc soils at dccper depths, H)dric Soil Indicator- (cheek all that apply) Histosoi Concrctioas flistie Epipedon Organic Coaster[ in Sandy Snits Sulfidic Wor Organic StrcAirg in Sandy Soils Aquic htcsiiusc Rcgi. Listcd nn Local Hydric Soils Lists Reduciog Condilions Listed on NoL 1-I5dric Sail Lists YES Gtcyed or l.ow-Chroma Colors thher (explain in remarks) Hydric soils present? NO- isturbed • Compacted Fill Rational for dccisioWl(mirks: Sods arc dutarbcd end consists of 10V. gwvcl andsvtd and 2040 % wood fdl. Snils arc compacted W nlanQ _ D�tcmm in a [ io n Hydric vcgetalwn present'? YtS- Disturbed Is the samplir+g point Hydric it present? NO- Fill within a wetland? NO 1Vel land hvdrolo cserll? NO - Pund'm due to com lotion of fill material Rational•Rcmarks: Site is disturbed due to gravel, sand & wood fill & compacliort franl irdtutnal uae. Footling of surface run-off and precipitation occurs cl rc to to lack of inf fintwn within compacilal fill matcials. r)ata Furies _ Q—ti r Wsrte°at — %11 a elm°.. LI..Y.,..., f».. ae —ii Projecl Site: Vulcan - Baxter Property Applicandowner: Mr. Tat Fowler, Project Manager, Vulcan Investigator(s): Dan 8alin. Tina Mirabile ,The REfLC Group, Inc. Date S12612006 County; King Stotc: %VA Location: T24W05FIS29 Do Normal Circumstances exist on the siW? Is the Site signitioaunlydisturl°od (atypical situation):' Is the area a petcatial Problcm Arcs? NO NO N() Community 111 UPLAND - FILL Tmnsccl ID: Plot ID: 3 Dominant Plant Spocits Stratum Indicator Ancus jalcatus(411%) HERB F,iC ,4grusris sp. (30%) HERB FAC+ lfbfr sfammnrs(20%) DIFRB FAC Ju— e-f/suus (20%) He" FAC Lomscorninvdalus (20%) FiFR8 PAC Rumeroccidenlalu (15°h) HERB FAC1V+ %of species that are OBL, FACW, and/or FAC: Hydrophtyie vcgelation present? YES Rational for decisiorVRemarks: 8ydrophytie vegetation is dcminanl. Weedy species, typical 317dislurbed areas, arc present. N(JTES: +- Asmumed Indicator Spcdirs. Dominant slimes are those with 200/. or mure corer HYF)ROI.00i V Is it Ehc growing season! YES Water Marks: Based on: SCSSoilSurey Drill Lines: Depth orinundauon: N/A inches Oxidired Rnats: Depth to free water in pit: NIA inches Channels <12" Depth to saturated soil: WA inches FAC Ncutral: NO NO NO YES Sediment Deposits: Drainage Pnttarns: Leta] Soil Survey Water stained leaves: NO NO NO NO Check all that apply & explain below_ Stream, lake or gauge data: N)A Acirial photographs: N1A Other: N1A Other: Wetland hydrology present? NO Evidence ofpast ponding on surface. Soils are not saturated or inundated even with RalionalfwdecisionlRemarks: roUnlprccipitatierl. NU I I:S: Sample plot located within shallow ssvale on industrial impactod property. SOILS: Drainage Class: Map Unit Name (Seri.. & phase), (Bh) Bellingham gill loans poorly Field observalions confirm mapped lype? NO Profile Deseriplion Mottle Idorlic Matrix Color colors Abundance Texture, Drawingofsail (Munsell (Munsell vzc& conrrcrions, prohic(Mich Ocpih Horizon moist) moist) canstmsl WOLI c, Cie- description) Feu, coarse, gravelly clayey 0-12w 2.5 Y 5A i YR 3/4 tamimcnt loam fill Compaction ofsoils Ima(ed ability to absreve soils at deeper depths. llydric Soil indicators: (check all that apply) Hislosol Concretions Hislie F,pipedon Organic Content in Sandy Soils Svlfdic War Organic Streaking in Sandy Sails Aquic Mositure Regime 1. fisted an Loeal Hydne Soils Lists Reducing Condi6oas Listed on Nat. H)rlric Soil Lists YES Olcyxd or Lou•-Chmina Colors Ohhcr (explain in remarks) H)dric sails present? NO - Disturbed - Compacted Fill Rarional foT dcciston/Rcmarks: Soils arc disturbed and consists of 30%gra•:dt acid sacd and 2046%wood fill. Soils are cam aged. IVctlad Dcicrminalion Hydric vegetation present? YES-nisrurbod Is die sampling point Elydric soil prcwnl'? NO - Fill within a wcdand? NO Welland hydroloff yresenl? NO - PoDding due to coin aclien oftill material RahonalfRcmimks: Site is disturbed due to gravel, sand & wood fill & compacton From industrial use. Pooding ofsurfacc run-oifand precipitation occurs due to to lack of infiltration within com acted fill materials. n,m Pi,..., - P2 r_ W.le..d T]m,.....Ine G.... M..n -A fn..,a"..A &—Ia49 !`,...... U1.1,..1 rr..G...,d.,.. AA—... ,, ,- r...Y....,.u... r Prolccl Silc: Vulcan - Baxter Property Applimifowner: Mr. Tat Fowler. Project Manager, Vulcan lnvestigator(s): Dan Balin, Tina Mirabile , The RETEC Group, Inc, Data: 3n6P006 �,itils Stara: WA Location: T24NIR05US29 Do Normal Circtanstancas Grist on Ike site! Is the Size signiftcahlly disturbed (atypical situalion)? Is the area a potenliai Problem loci! N4 NO NO CommunityID: !JPLAND - FILL Tfansccl 1D: Plot lD: 4 Dominant Punt Species Stratum indicator Juncus e,(jruur (40%) HERB FACW Agrosris sin. (40A) HERB FAC a farus cornihculofus (151/.) IIGRB FAC W+ IiO1G4Y tQnvlrrs(i0°�) HERB FAC afspecies that arc OBL. FACW, andlor FAC %SU4o Hydrophlyie vegetation present? YES Ralior ) for dccision/Remwks: Hydrephytie vegetation is dominant. Roots are only growing 2 to 3 inches within NOTES: a - Assumed Indicator Species. Dominant species are those with 20% or more cover aril prufile. HYDRarztxY IS it Me growing stason? YES Based on: SCSSailSu,se Depth ofinundmiun: N?A inches Depth to free %valer in Fir. 2' inches Depth to saturated Soil WA inches Water Marks: NO DriftLincs: NO Oxidized Roots: Channels <!2' NO FAC Ncuual: YF$ Scdimcin Deposcs: DrainagcPallcrns: Local Soil Survcy Water stained leases: NO NO NO NO Check 41 that apply & ..plain below: Stream, lake or gauge data: NfA Aerial photographs: NlA Other; NA Otbcr: Welland hydnolagypresent? NO Rational for deeisionlRemarks: Reccntprceipilation, Surface water is Funding on compacted fit material. NU I CN: aarnple plot toCatCd wtlhln $hal 1pvv sw'ale near SQu[twcst Wrncr o[ property. SOILS: Drainage Class: Map Ursii Namc (Series & Phase): (Rh) Bellingham sill loam poorly Field observations contirm mapped type! NO Profile Description M.We Mimic Matrix Color colors Ahundance Tcxlere, Drawing ofsril (Munscll (Monscll size& concrclions, prChICImatch Dcpth Horizon moist) moist) cansuast strclure, etc. dcscriptinnl 0 :" O f4 YR 211 Or Die sail -- Gravel - and tarndy 2"-7" A ?.iY5P sill loam fill i }- CempAcrion ofsoih limited ability to obsreve soils at (12mr depths. Sys Hydric Soil (check all that apply) Histosol Ilimic Hpipedon Sulfidic Odor Aquie Moshurc R4mc R.du.ing CoMitiaos YES (ilcyed or Low-Chrnma Colors Concretions Organic Content in Sandy Soils Organic Streaking in Sandy Soils Lislcd on local Hydric Soil; List$ Listed on Nat. Hydric Soil Lists Other (cspluin in remarks) Hydric soils present? NO - Disturbed - Compacted rill Rational for dccisiurJR=arks: Soils are disturbed and consists of 30%gravel and sand and 20-406/9woad fit. Soils are eom acted. Wetland getcrrnination Hydric vegetation present? YFS- Disturbed Is the sampling po nl Hydric soil present-! NO - Fitt within a wctSand'! NO Wetland hydrology went? NO - Pondin due to compaction of fill material Rational/Remuks: Silc is disturbed due to grave(, sand & wood fit i mmpantinn from industrial use. Pandmg of surface rim -off and precipilation occurs duo to to lack of wFiluatioa within com acicd fill materials. Classification of Vegetated Wetlands for Western Washington Wetland Name: C`l= J'.r. rate: ?•� �fi Afc thewater levels in the wetland usually controlled by tides (i.c. except during floods)? `•` NO/go to 2 YES — the wetland class is Tidal Fringe If yes, is the salinity of the water during periods of annual low flow below 0.5 ppt (parts per thousand)? YES -- Freshwater Tidal Fringe NO — Saltwater Tidal Fringe (Estuarine) Ifyour wetla�7d can be classified as a Freshwater Tidal Fringe use the forms for Riverine wetlands. If it is Saltwater Tidal Fringe it is rated as an Estuarine wetland Wetlands that were called estuarine in the first and second editions of the rating systenn are called Salt Water Tidal Fringe in the Hydrogeomorphic Classification. Estuarine wetlands were categorized separately in the earlier editions, and this separation is being kept in this revision. To maintain consistency between editions, the terra "Estuarine" wetland is kept. Please note, however, that the characteristics that define Category I and II estuarine wetlands have changed (see p. )• 2. Is the�tcpography within the wetland flat and precipitation is only source (>90%) of water to it, NO;� go to 3 YES —The wetland class is Flats t. If your wetland can be classified as a "Flats" wetland, use the form for Depressionai wetlands. 3. Does the .retland meet both of the following criteria? t4,/The vegetated part of the wetland is on the shores of a body of open water (without any vegetation on the surface) where at least 20 acres (8 ha) are permanently inundated (ponded or flooded); U/At least 30%ref tffie open water area is deeper than 6.6 ft (2 m)? NO — go to 4 tYES -The wetland class is Lake -fringe (Lacustrine Fringe) 4. Does the wetland meet ail of the following criteria? The wetland is on a slope (slope can be very gradual), The water flows through the wetland in one direction (unidirectional) and usually comes from seeps. It may flow subsurface, as sheetflow, or in a Swale without distinct banks. The water leaves the wetland without being impounded? NOTE: Surface water does not pond in these type of wetlands except occasionally in very small and shallow depressions or behind hummocks( depressions are usually <3ft diameter and less than 1 fool deep). NO - go to 5 YES — The wetland class is Slope S. Is the wetland in a valley, or stream channel, where it gets inundated by overbank flooding from that stream or river? The flooding should occur at least once every two years, on the average, to answer "yes. " The wetland can contain depressions that are filled with water when the river is notflooding. NO - go to 6 YES — The wetland class is Riverrine Weiland Rating Form —westem Washington 3 August 2004 WATER QUALITY FUNCTIONS - Indicators that wetland functions to improve water quality L L 1. Does the wetland have the potential to improve water quality? (see p. 59) L L 1.1 Average width of vegetation along the Lakeshore : Vegetation is more than 33ft (10m) wide poin = Vegetation is more than 16 (5rn) wide and <33ft points = 3 Vegetation is more than Eft (2m) wide and <16 ft points = I Vegetation is less than 6 ft wide points = 0 L L 1.2 Characteristics of the vegetation in the wetland: choose the appropriate description that results in the highest points, '',and do not include any open water in your estimate of coverage. In this case the herbaceous plants can be either the dominant form (called emergent class) or as an understory in a shrub orforest community_ Herbaceous plants cover >90% of the vegetated area point6 Herbaceous plants cover >2/3 of the vegetated area points - 4'' Herbaceous plants cover > I /3 of the vegetated area points = 3 ' Other vegetation that is not aquatic bed in > 2/3 vegetated area points = 3 Other vegetation that is not aquatic bed in > 1 /3 vegetated area points = I Aquatic bed cover > 2/3 of the vegetated area points = 0 L Add the points in the boxes above L L 2. Does the wetland have the opportunity to improve water quality? (seep. 61) Answer YES if you know or believe there are pollutants in the lake water, or surface water flowing through the wetland to the lake is polluted. Note which of the following conditions provide the sources of pollutants. — Wetland is along the shores of a lake or reservoir that does not meet water quality standards — Grazing in the wetland or within 150ft — Polluted water discharges to wetland along upland edge — Tilled fields or orchards within 150 feet of wetland multiplier — Residential or urban areas are within 150 ft of wetland --- Parks with grassy areas that are maintained, ballfields, golf courses (all �x+ithin 150 ft. of lake shore) Power boats with gasoline or diesel engines use the lake 'Other YES multiplier is 2 NO multiplier is X L TOTAL - Water Quality Functions Multiply the score from Ll by L2 �] Add score to table an . 1 !� Comments Wetland Rating Form - western Washington 9 August 20G4 HYDROLOGIC FUNCTIONS - Indicators that wetland functions to reduce shoreline erosion L L 3. Does the wetland have the potential to reduce shoreline erosion? (seep. 62) L L 3 Average width and characteristics of vegetation along the Iakeshore (do not include aquatic bed): (choose the highest scoring description that matches conditions in the weilana) > 3/4 of fringe vegetation is shrubs or trees at least 33 ft (I Om) wide points >'/A of fringe vegetation is shrubs or trees at least 6 ft. (2 m) wide points = 4 >'/< of fringe vegetation is shrubs or trees at least 33 ft (I Om) wide points = 4 Fringe vegetation is at least 6 ft (2m) wide points = 2 Frin e ve etation is less than 6 ft 2m wide points = 0 L ,Record the points from the box above L L 4. Does the wetland have the opportunity to reduce erosion? (seep. 63) Are there features along the shore that will be impacted if the shoreline erodes? Note which of the following conditions apply. - There are human structures and activities along the upland edge of the wetland (buildings, fields) that can be damaged by erosion. — There are undisturbed natural resources along the upland edge of the wetland (e.g. mature forests other wetlands) than can be damaged by shoreline erosion Other. rv`` -SL ` ' - -- YES multiplier is 2 10 multiplier is 1 L TOTAL - Hydrologic Functions Multiply the score from L 3 by L 4 Add score to table on p. I Comments Wetland Rating Form — western Washington 10 August 2004 multiplier HABITAT FUNCTIONS - Indicators that wetland functions to provide important habitat H 1. Does the wetland have the potential to provide habitat for many species? H 1.1 Vegetation structure (seep. 72) Check the types of vegetation classes present (as defined by Cowardin) if the class covers ore than 10% of the area of the wetland or % acre. Aquatic bed Emergent plants _;�!L5crub/shrub (areas where shrubs have >30% cover) Forested (areas where trees have >30% cover) Forested areas have 3 out of 5 strata (canopy; -sub -canopy, shrubs, herbaceous, moss/ground-cover) Add the number of vegetation types that qualify. If you have: 4 types or more points = 3 types point -�) 2 types points = 1 1 type points = 0 H 1.2. Hydroperiods (see p. 73) Check the types of water regimes (hydroperiods) present within the wetland. The water regime has to cover more than 10% of the wetland or'/ acre to count. (see text for descriptions of hydroperiods) Permanently flooded or inundated 4 or more types present points _ �5easonally flooded or inundated 3 types present points Occasionally flooded or inundated 2 types present point = I �P=anently ated only flowing stream or river in, or adjacent to, the wetland _ Seasonally flowingstream in, or adjacent to, the wetland _. Lake fringe wetland = 2 points--- -.-----------_ - ---- _ - ._.___.� -- Freshwater tidal wetland = 2 points 1.3. Richness of, Plant Species (seep. 75) Count the number of plant species in the wetland that cover at least 10 f�. (different patches of the same species can be combined to meet the size threshold) You do not have to name the species. Do not include Eurasian Milfoil, reed canarygrass, purple loosestrife, Canadian Thistle If you counted: > 19 species points List species below if you want to: S - 19 species points Q-2 < S species points = 0 Wetland Rating Form — western Washington 13 August 2W H 1.4. Interspersion of _habitats (see p. 76) Decide from the diagrams below whether interspersion between types of vegetation (described in H I -1), or vegetation types and unvegetated areas (can include open water or mud#Iats) is high, medium, low, or none. None = 0 points Low = l point Moderate = 2 points (riparian braided channels] High = 3 points NOTE: If you have four or more vegetation types or three vegetation types and oven water the ratine is always "high"_ H 1.5. Special Habitat Features: seep. 77) Check the habitat features that are present in the wetland. The number of checks is the number of points you put into the next column. Large, downed, woody debris within the wetland (>4in. diameter and 6 ft long). Standing snags (diameter at the bottom > 4 inches) in the wetland Undercut banks are present for at least 6.6 ft (2m) and/or overhanging vegetation extends at least 3.3 ft (Im) over a stream for at least 33 ft (i0m) Stable steep banks .of fine material that might be used by beaver or muskrat for denning (>30degree slope) OR signs of recent beaver activity are present At least'/ acre of thin -stemmed persistent vegetation or woody branches are present in areas that are permanently or seasonally inundated (structures for egg -laying by Invasive plants cover Iess than 25% of the wetland area in each stratum of plants H 1. TOTAL Score - potential for providing habitat Add the scores in the column above Comments Wetland Rating Form — westem Washington 14 August 2004 Lam_ H 2. Does the wetland have the opportunity to provide habitat for many species? H 2.1 Buffers (seep. 80) Choose the description that best represents condition of buffer of wetland. The highest scoring criterion that applies to the wetland is to be used in the rating. See text for definition of "undisturbed " — 100 m (330ft) of relatively undisturbed vegetated areas, rocky areas, or open water >95% of circumference. No developed areas within undisturbed part of buffer. (relatively undisturbed also means no -grazing) Points = 5 — 100 m (330 ft) of relatively undisturbed vegetated areas, rocky areas, or open water > 50% circumference. Points = 4 — 50 m (170ft) of relatively undisturbed vegetated areas, rocky areas, or open water >95% circumference. Points = 4 100 m (33Oft) of relatively undisturbed vegetated areas, rocky areas, or open > 25% circumference, . Points Lu - 50 in (170ft) of relatively undisturbed vegetated areas, rocky areas, or open water for > 50% circumference. Points = 3 If buffer does not meet any of the criteria above — No paved areas (except paved trails) or buildings within 25 rn (80ft) of wetland > 95% circumference. Light to moderate grazing, or lawns are OK. Points = 2 — No paved areas or buildings within 50m of wetland for >50% circumference. Light to moderate grazing, or lawns are OK. Points = 2 — Heavy grazing in buffer. Points = 1 — Vegetated buffers are <2m wide (6.6ft) for more than 95% of the circumference (e.g. tilled fields, paving, basalt bedrock extend to edge of wetland Points = 0. — Buffer does not meet any of the criteria above. Points = 1 H 2.2 Corridors and Connections (seep. 81) H 2.2.1 Is the wetland part of a relatively undisturbed and unbroken vegetated corridor (either riparian or upland) that is at least 150 ft wide, has at least 30% cover of shrubs, forest or native undisturbed prairie, that connects to estuaries, other wetlands or undisturbed uplands that are at least 250 acres in size? (dams in riparian corridors, heavily used gravel roads, paved roads, are considered breaks in the corridor). YES = 4 points (go to H 2.3) NO go to H 2.2.2 H 2.2.2 Is the wetland part of a relatively undisturbed and unbroken vegetated corridor (either riparian or upland) that is at least 50ft wide, has at least 30% cover of shrubs or forest, and connects to estuaries, other wetlands or undisturbed uplands that are at least 25 acres in size? OR a Lake -fringe wetland, if it does not have an undisturbed couider-as in the question above? YE5 = 2__points (go to H 2.3) NO = H 2.2.3 H 2.2.3 Is the�tland: within 5 mi (Skm) of a brackish or salt water estuary OR within 3 mi of a large field or pasture (>40 acres) OR within 1 mi of a lake greater than 20 acres? YES =1 point NO = A points Wetland Rating Formµ western Washington 15 August 2004 3 H 2.3 Near or adjacent to other priority habitats listed by WDFW (seep. 82) Which of the following priority habitats are within 330ft (100m) of the wetland? (see text for a more detailed description of these priority habitats) Riparian: The area adjacent to aquatic systems with flowing water that contains elements of both aquatic and terrestrial ecosystems which mutually influence each other. Aspen Stands: Pure or mixed stands of aspen greater than 0.8 ha (2 acres). Cliffs: Greater than 7.6 m (25 ft) high and occurring below 5000 ft- Old-growth forests: (Old -growth west of Cascade crest) Stands of at least 2 tree species, forming a multi -layered canopy with occasional small openings; with at least 20 trees/ha (8 trees/acre) > 81 cm (32 in) dbh or > 200 years of age. Mature forests: Stands with average diameters exceeding 53 cm (21 in) dbh; crown cover may be less that 100%; crown cover may be less that 100%; decay, decadence, numbers of snags, and quantity of large downed material is generally less than that found in old -growth; 80 - 200 years old west of the Cascade crest. Prairies: Relatively undisturbed areas (as indicated by dominance of native plants) where grasses and/or farbs florin the natural climax plant community. Talus: Homogenous areas of rock rubble ranging in average size 0.15 - 2.0 m (0.5 - 6.5 ft), composed of basalt, andesite, and/or sedimentary rock, including riprap slides and mine tailings. May be associated with cliffs. Caves: A naturally occurring cavity, recess, void, or system of interconnected passages Oregonwhite Oak: Woodlands Stands of pure oak or oak/conifer associations y where canopy coverage of the oak component of the stand is 25%. Urban Natural Open Space: A priority species resides within or is adjacent to the open space and uses it for breeding and/or regular feeding; and/or the open space functions as a corridor connecting other priority habitats, especially those that would Otherwise be isolated; and/or the open space is an isolated remnant of natural habitat larger than 4 ha (10 acres) and is surrounded by urban development. Estuary/Estuary-lake: Deepwater tidal habitats and adjacent tidal wetlands, usually semi -enclosed by Iand but with open, partly obstructed or sporadic access to the open ocean, and in which ocean water is at least occasionally diluted by freshwater runoff from the land. The salinity may be periodically increased above that of the open ocean by evaporation. Along some low -energy coastlines there is appreciable dilution of sea water. Estuarine habitat extends upstream and landward to where ocean -derived salts measure less than 0.5ppt. during the period of average annual low flow. Includes both estuaries and lagoons. MarinelEstuarine Shorelines: Shorelines include the intertidal and subtidal zones of beaches, and may also include the backshore and adjacent components of the terrestrial landscape (e.g., cliffs, snags, mature trees, dunes, meadows) that are important to shoreline associated fish and wildlife and that contribute to shoreline function (e.g., sand/rock/lag recruitment, nutrient contribution, erosion control). If wetland has 3 or more priority habitats = 4 points If wetland has 2 priority habitats = 3 points If wetland has i oriority habitat =1 point No habitats = 0 points Wetland Rating Form — western Washington 16 August 2004 it 2.4 Wetland Landscape (choose the one description of the lanciscape around the wetland that hest fits) (see p. 84) There are at least 3 other wetlands within '/2 mile, and the connections between them are relatively undisturbed (light grazing between wetlands OK, as is lake shore with some boating, but connections should NOT be bisected by paved roads, fill, fields, or other development. points = 5 The wetland is Lake -fringe on a 'ake with little disturbance and there are 3 other [ake- fringe wetlands within'/z mile points = 5 There are at least 3 other wetlands within '/2 mile, BUT the connections between them are disturbed points = 3 The wetland its Lake -fringe on a lake with disturbance and there are 3 other lake - fringe wetland within % mile points 3 There is at least l wetland within '/z mile. points = 2 There are no wetlands within `f:2 mile. points = 0 H 2. TOTAL Score - opportunity for providing habitat Add the scores in the column above Total: Score for Habitat functions — add the points for l-i 1, H 2 and record the result on P. 1 r 3 Wetland Rating Form — western Washington 17 August 2004 Photo 1 A Aerial view looking south at north and south Baxter properties. Historic gravel roads extend parallel to the shoreline and railroad tracks (upper left side of photo). Photo 2 _i tit Aerial view looking north at south Baxter and part of north Baxter. The restored wetland and associated buffer is present along the shoreline on the left side of the photo. Page 1 of 8 a Photo 3 Aerial view looking east at south Baxter and part of north Baxter. Baxter Cove is shown to the lower right. Photo 4 Aerial view looking south at south Baxter and part of north Baxter. Piles and a log seawall are present along the shoreline. Page 2 of 8 1 k Photo S Photo of pilings (background) and washed up logs (foreground) along the northern portion of the restored Baxter Cove wetland. Photo 6 Aerial view looking east at north Baxter. Piles and a small dock are present along the shoreline. Page 3 of 8 Photo 7 Aerial view looking south at north Baxter. Piles and washed up logs are present along the shoreline. A covered boathouse and dock are shown at the lower left. Photo 8 Photo of SPl soil pit. Soils are heavily compacted and consist of clayey loam with substantial components of wood fill and gravel. Page 4 of 8 Photo 9 Photo of SP2 soil pit. Soils are heavily compacted and consist of gravelly sandy loam fill. Wood chips were present on the surface. Photo 10 Photo of SP3 soil pit. Soils are gravelly clayey loam rill with substantial gravel. Page 5 of 8 Photo It Photo of SP4 soil pit. Organic soils are present on the upper 2 inches, with gravel and sandy silt loam fill below. Page 6 of 8 r i *4 Form WA-5 (6i76) Commitment Face Page Fiie No.: NC5 2.36628 WAL COMMITMENT FOR TITLE INSURANCE Issued by FIRST AMERICAN TITLE INSURANCE COMPANY First American Title insurance Company, herein called the Company, for valuable consideration, hereby commits to issue its policy or policies of title insurance, as identified in Schedule A, in Favor of the proposed Insured named in Schedule A, as owner or mortgagor of the estate or interest covered hereby in the land described or referred to in Schedule A, upon payment of the premiums and charges therefor,- all subject to the provisions of Schedules A and B and to the Conditions and Stipulations hereof. This Commitment shall be effective only when the identity of the proposed Insured and the amount of the policy or policies committed for have been inserted in Schedule A hereof by the Company, either at the time of the issuance of the Commitment or by subsequent endorsement_ This Commitment if preliminary to the issuance of such policy or polities of title insurance and all liability and obligations hereunder shall cease and terminate six (6) months after the effective date hereof or when the policy or policies committed for shall issuer whichever First occurs, provided that the failure to issue such policy or polities is not the fault of the Company. This Commitment shall not be valid or binding until countersigned by an authorized officer or agent. IN WITNESS WHEREOF, the Company has caused this commitment to be signed and sealed, to become valid when countersigned by an authorized officer or agent of the Company, all in accordance with its By -Laws. This Commitment is effective as of the date shown in Schedule A as "Effective Date." First American Title Insurance Company By: President 59i6 [li it 018��'•r `••.�., � J Attest: Secretary By-,% 7. •-� Countersigned f� First ,An?e ican Title .Insurance Company Form WA 5 (6)76) Commitment a`r^. -4 First American Title Insurance Company National Commercial Services Z101 Fourth Avenue, Suite 800, Seattle, WA 98121 (206)728-0400 - FAX(206)448-6348 Mike Cooper (206)615-3107 mcooper@firstam.com File NO.' NCS-236628-WA1 Page No. 1 Vincent Nguyenpham (206)615-3267 vnguyenpham@firstam.com To: Vulcan Fife No.: NCS-236628-WA1 SOS Fifth Avenue S, Suite 900 Your Ref No.: Baxter parcel Seattle, WA 98104 Attn: Clint Chase SCHEDULE A 1_ Commitment Date: May 25, 2006 at 7:30 A.M. 2. Policy or Policies to be issued: AMOUNT PREMIUM TAX Standard Owner's Coverage $ To Fallow $ To Follow $ To Follow Proposed Insured: To Follow 3. The estate or interest in the land described on Page 2 herein is Fee Simple, and title thereto is at the effective date hereof vested in: Port Quendall Company, a Washington corporation 4. The land referred to in this Commitment is described as follows: The land referred to in this report is described in Exhibit "A" attached hereto. First American Title Insurance Compai7y Form WA-5 (6j76) Commitment EXHIBIT 'A' LEGAL DESCRIPTION: He No.: NCS-236628-VVA1 Page No. 2 "BAXTER PARCEL NORTH" AND "BAXTER PARCEL SOUTH" OF CITY OF RENTON LOT LINE ADJUSTMENT NO. LUA-00-044, RECORDED JANUARY 5, 2001 UNDER RECORDING NO. 20010105900005, IN KING COUNTY, WASHINGTON- First American Title Insurance Company Forill WA-5 (6175) Commitment SCHEDULE B - SECTION 1 REQUIREMENTS The following are the Requirements to be complied with: File No.: NCS-23b62S-WA1 Page No. 3 Item (A) Payment to or for the account of the Grantors or Mortgagors of the full consideration for the estate or interest to be insured. Item (B) Proper instrument(s) creating the estate or interest to be insured must be executed and duly filed for record. Item (C) Pay us the premiums, fees and charges For the policy - Item (D) You must tell us in writing the name of anyone not referred to in this Commitment who will get an interest in the land or who will make a loan on the land. We may then make additional requirements or exceptions SCHEDULE B - SECTION 2 GENERAL EXCEPTIONS The Policy or Policies to be issued will contain Exceptions to the following unless the same are disposed of to the satisfaction of the Company. A. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records. B. Any facts, rights, interest, or claims which are not shown by the public records but which could be ascertained by an inspection of said land or by making inquiry of person in possession thereof- C. Easements, claims of easement or encumbrances which are not shown by the public records- D. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by public records. E. (1) Unpatented mining claims; (2) reservations or exceptions in patents or in acts authorizing the issuance thereof; (3) Water rights, daims or title to water; whether or not the matters excepted under (1), (2) or (3) are shown by the public records; (4) Indian Tribal Codes or Regulations, Indian Treaty or Aboriginal nights, including easements or equitable servitudes. Any lien, or right to a lien, for services, labor, materials or medical assistance theretofore or hereafter furnished, imposed by law and not shown by the public records. G. Any service, installation, connection, maintenance, construction, tap or reimbursement charges/costs for sewer, water, garbage or electricity. H. Defects, liens, encumbrances, adverse claims or other matters, if any, created, First appearing in the public records or attaching subsequent to the effective date hereof but prior to the date the proposed insures) acquires of record for value the estate or interest or mortgages thereon covered by this Commitment. First American Title lnsurance Company Form WA-5 (6i76, File No-: NCS 236628-WAL Commitment Page No- 4 SCHEDULE B - SECTION 2 (continued) SPECIAL EXCEPTIONS 1. Lien of the Real Estate Excise Sales Tax and Surcharge upon any sale of said: premises, if unpaid. As of the date herein, the excise tax rate for the City of Renton is at 1.7811/0. Levy/Area Code: 2151 For all transactions recorded on or after July 1, 2005: • A fee of $10.00 will be charged on all exempt transactions; • A fee of $5.00 will be charged on all taxable transactions in addition to the excise tax due. 2. General Taxes for the year 2006. Tax Account No.: 292405-9001-04 Amount Billed: $ 39,042.77 Amount Paid: $ 32,137.78 Amount Due: $ 6,904.99 Assessed Land Value: $ 3,267,500.00 Assessed improvement Value. $ 0,00 (As to Baxter Parcel South) 3. General Taxes for the year 2006. Tax Account No-: 292405-9015-08 Amount Billed: $ 97,492.88 Amount Paid: $ 51,308.66 Amount Due: $ 46,184.22 Assessed Land Value: $ 8,159,700.00 Assessed Improvement Value: $ 1,000.00 (As to Baxter Parcel North) 4. Facility Charges, if any, including but not limited to hook-up, or connection charges and latecomer charges for water or sewer Facilities of King County Water District No. 107 as disclosed by instrument recorded April 1, 1981 under recording no. 8104010618. 5. Easement, including terms and provisions contained therein: Recording Information: April 23, 1963 under Recording No. 5573335 In Favor of: Puget Sound Power and Light Company For: Power line Affects: as described therein 6. Easement, including terms and provisions contained therein: Recording Information: April 25, 1963 under Recording No. 3042108 In Favor of: Puget Sound Power and Light Company For: An electric transmission and distribution line Affects: as described therein First American 77tle Insurance Company Form WA-5 (Q76) Comm OneiiL File No.: NCS-236628-WAI Page. No. 5 7. Easement, including terms and provisions contained therein: Recording Information: September 24, 1964 under Recording No. 5790408 In Favor of: Municipality of Metropolitan Seattle, its successors and assigns For: A sewerline with all connections, manholes and appurtenances Affects: as described therein S. Easement, including terms and provisions contained therein: Recording Information: December 15, 1964 under Recording No. 5823182 In Favor of: Puget Sound Power and Light Company, a Washington corporation For: Ingress and egress to tax parcel 12 across existing roadways Affects: as described therein 9. Easement, including terms and provisions contained therein: Recording Information: December 15, 1964 under Recording No_ 5823184 In Favor of: Puget Sound Power and Light Company, a corporation For: The construction, maintenance, operation and repair of submarine power cable Affects: The Southwesterly portion of said premises This easement is given to correct the description of that certain easement recorded April 23, 1963 under Recording No. 5573336, in Volume 4399 of Deeds, Page 461, records of King County and will supersede and terminate said easement. 10. Easement, including terms and provisions contained therein: Recording Information: December 15, 1964 under Recording No. 5823185 In Favor of: Puget Sound Power and Light Company, a corporation, its successors and assigns For: The construction, maintenance, operation and/or repair of power lines Affects: The Southerly and Southwesterly portion of said premises 11. Easement, including terms and provisions contained therein: Recording Information: January 11, 1973 under Recording No. 7301110427 In Favor of: City of Renton, a municipal corporation For: Public utilities (including water and sewer) with necessary appurtenances Affects: A portion of Northeasterly 10 feet of said premises 12. Easement, including terms and provisions contained therein: Recording Information: October 8, 1975 under Recording No. 7510080739 In Favor of: City of Renton, a municipal corporation For: Public utilities (including water and sewer) with necessary appurtenances Affects: as described therein First American Title Insurance Company Form WAS (b176) commitment File NC._ NCS-236628-WA1 Page NG. 6 13. The terms and provisions contained in the document entitled "Land Use Agreement", exceuted by and between J. H. Baxter & Co., a California corporation and Lakeside Associates, a limited partnership and Ripley Lane Investments, a limited partnership, recorded January 7, 1950 as Recording No. 8001070208 of Official Records. 14. The terms and provisions contained in the document entitled "Boundary Line Agreement", exceuted by and between J. H. Banter & Co., a California corporation and Lakeside Associates, a limited partnership and Ripley Lane Investments, a limited partnership, recorded February 27, 1980 as Recording No. 8002270469 of Official Records. Said instrument is a re-record of Recording No, 8001070207 recorded January 7, 1980. 15. The terms and provisions contained in the document entitled "Agreement", exceuted by and between ). H. Baxter & Co., a California corporation, its successors and assigns and The Municipality of Metropolitan Seattle, a municipal corporation, its successors and assigns, recorded November 3, 1981 as Recording No. 8111030611 of Official Records. 16. Cavenants, conditions, restrictions and/or easements: Recorded: February 15, 1996 Recording No.: 9602150689 17. Conditions, notes, easements, provisions contained and/or delineated on the face of the Survey recorded February 9, 2000 under Recording No. 20000209900005, in King County, Washington. i8_ Terms, covenants, conditions and restrictions as contained in recorded Lot Line Adjustment (Boundary Line Revision) LUA-00-044-LLA : Recorded: January 5, 2001 Recording Information: 20010105900005 19. Any question as to the true location or the lateral boundaries of the second class shorelands. 20. Any question that may arise due to the shifting and/or changing in the course of Lake Washington. 21. Rights of the general public to the unrestricted use of all the waters of a navigable body of water not only for the primary purpose of navigation, but also for corollary purposes; including (but not limited to) fishing, boating, bathing, swimming, water skiing and other related recreational purposes, as those waters may affect the tidelands, shorelands or adjoining uplands and whether the level of the: water has been raised naturally or artificially to a maintained or fluctuating level, all as further defined by the decisional law of this state. (Affects all of the premises subject to such submergence) 2Z. Right, title and interest of City Investors as to the herein described property as disclosed by the Order Sheet. We find no record of the party(ies) having an interest in the premises. 23. Evidence of the authority of the officers of Port Quendali Company, a Washington corporation, to execute the forthcoming instrument, copies of the current Articles of Incorporation, By -Laws and certified copies of appropriate resolutions should be submitted prior to closing FirstAmencen Tine Insurance Company Form WA-5 (6J76) File No.: NCS-236628-WA1 Commitment Page No. 7 24. Title to vest in an incoming owner whose name is not disclosed. Such name must be furnished to us so that a name search may be made. 25. Unrecorded leaseholds, if any, rights of vendors and security agreement an personal property and rights of tenants, and secured parties to remove trade fixtures at the expiration of the term. First American TiNe Insurance Company Fnrrn WA-5 (6176) File No.: NCS-236628-WA1 Comniltntent Page No. 8 INFORMATIONAL NOTES A. Effective January 1, 1997, and pursuant to amendment of Washington State Statutes relating to standardization of recorded documents, the Following format and content requirements must be met. Failure to comply may result in rejection of the document by the recorder. B. Any sketch attached hereto is done so as a courtesy only and is not part of any title commitment or polity. It is furnished solely for the purpose of assisting in locating the premises and First American expressly disclaims any liability which may result from reliance made ugor it. C. The description can be abbreviated as suggested below if necessary to meet standardizations requirements. The full text of the description must appear in the document(s) to be insured_ Baxter Parcels North and South, LLA No. LUA-00-044, Rec No. 20010105900005 APN: 292405-9001-04 APN: 292405-9015-08 D. A fee will be charged upon the cancellation of this Commitment pursuant to the Washington State Insurance Code and the filed Rate Schedule of the Company. END OF SCHEDULE B First American 77tle Insurance Company Form WA-5 (6126) commitment First American Title Insurance Company National Commercial Services COMMITMENT Conditions and Stipulations He No.: NCS-23b628-WA1 Page No. 4 1. The term "mortgage" when used herein shall include deed of trust, trust deed, or other security instrument. If the proposed Insured has or acquires actual knowledge of a defect, lien, encumbrance, adverse claim or other matter affectng the estate or interest or mortgage thereon covered by this Commitment, other than those shown in Schedule B hereof, and shall fail to disclose such knowledge to the Company in writing, the Company shall be relieved from liability for any loss or damage resulting from any act or reliance hereon to the extent the Company is prejudiced by failure to so disclose such knowledge- If the proposed Insured shall disclosure such knowledge to the Company, or if the Company otherwise acquires actual knowledge of any such defect, lien, encumbrance, adverse claim or other matter, the Company at its option, may amend Schedule B of this Commitment accordingly, but such amendment shall not relieve the Company from liability previously incurred pursuant to paragraph 3 of these Conditions and Stipulations. Liability of the Company under this Commitment shall be only to the named proposed Insured and such parties included under the definition of Insured in the form of Policy or Policies committed for, and only for actual loss incurred in reliance hereon in undertaking in good faith (a) to comply with the requirements hereof, or (b) to eliminate exceptions shown in Schedule B, or (c) to acquire or create the estate or interest or mortgage thereon covered by this Commitment. In no event shall such liability exceed the amount stated in Schedule A for the Polio or Policies committed for and such liability is subject to the Insuring provisions, exclusion from coverage, and the Conditions and Stipulations of the form of Policy or Policies committed for in favor of the proposed Insured which are hereby incorporated by references, and are made a part of this Commitment except as expressly modified herein. Any claim of loss or damage, whether or not based on negligence, and which arises out of the status of the title to the estate or interest or the lien of the Insured mortgage covered hereby or any action asserting such claim, shall be restricted to the provisions and Conditions and Stipulations of this Commitment. First American Title Insurance Company Form WA-5 (6/76 Commitment The First American Corporation First American Title Insurance Company National Commercial Services PRIVACY POLICY We Are Committed to Safeguarding Customer Information File No.: NCS-236628-WAL Page No. 10 In order to better serve your needs now and in the future, we may ask you to provide us with certain information. We understand that you may be concerned about what we will do with such information particularly any personal or financial information. We agree that you have a right to know how we will utilize the personal information you provide to us. Therefore, together with our parent company, The First American Corporation, we have adopted this Privacy Policy to govern the use and handling of your personal information. Applicability This Privacy Policy governs our use of the information which you provide to us. R does not govern the manner in which we may use information we have obtained from any other source, such as information obtained from a public record or from another person or entity. First American has also adopted broader guidelines that govern our use of personal information regardless of its source. First American calls these guidelines its Fair Information Values, a copy of which can be found on our websRe at www.firstam.com. Types of Information Depending upon which of our services you are utilizing, the types of nonpublic personal information that we may collect include. Information we receive from you on applications, forms and in other communications to us, whether in writing, in person, by telephone or any other means; Information about your transactions with us, our affiliated companies, or others; and' Information we receive from a consumer reporting agency. Use of Information We request information from you for our own legitimate business purpmes and not for the benefit of any nonaffiliated party. Therefore, we will not release your information to nonaffiliated parties except: (t) as necessary for us to provide the product or service you have requested of us; or (2) as permitted by taw. We may, however, stare such information indefinitely, including the period after which any customer relationship has ceased. Such information may be used for any internal purpose, such as quality control efforts or customer analysis. We may also provide all of the types of nnnpuhlic personal information listed above to one or more of our affiliated companies. Such affiliated companies include financial service providersr such as title insurers, property and casualty insurers, and trust and investment advisory companies, or companies involved in real estate services, such as appraisal companies, home warranty companies, and escrow companies, Furthermore, we may also provide all the information we collect, as described above, to companies that perform marketing services on our behalf, on behalf of our affiliated companies, or to other financial institutions with whom we or our affiliated companies have joint marketing agreements. Former Customers Even it you are no longer our customer, our Privacy Policy will continue to apply to you. Confidentiality and Security we will use our best efforts to ensure that no unauthorized parties have access to any of your information. we restrict access to nonpublic personal information about you to those individuals and entities who need to know that information to provide products or services to you. We will use our best efforts to train and oversee our employees and agents to ensure that your information will be handled responsibly and in accordance with this Privacy Policy and First American's Fair Information Values. We currently maintain physical, electronic, and procedural safeguards that comply with federal regulations to guard your nonpublic personal information. c 2001 The First American Corporation - All Rights Reserved First American Title Insurance Company 0 CV WREN RECORDED RETURN TO FOSTER PEPPER & SHEF"ELMAIti PLLC; ATTN Joseph E Delaney I I I I Third Avenue, Suite 3400 Seattle, Washington 98101 Is Am 2ST MAN LM 90004896 �5/ra oil /2eee 2 kIHG coupirYl='ii E1754029 AO/Ia/2000 12 36 KING COUNTY, UA TAX SALE t615�d0e00 STATUTORY WARRANTY DEED Grantor: 01 3v 5( I - 0 Grantee: 1ST AM-S Legal Description: Assessor's Tax Parcel ID Numbers: PA(;; 8el OF Oe4 J.H. BAXTER & CO., a California limited partnership PORT QGENDALL COMPANY, a Washington corporation Section 29, Township 24N, Range SE, SW Quarter Additional Legal on Exhibit A 292405-9015-08 292405-9001-04 THE GRANTOR, J H BAXTFR & CO, a CaLforma limited partnership, For and m consideration of Tell Dollars ($1000) and other valuable consideration, in Hand paid conveys and warrants to PORT QL`ENDALL COMPANY, a Washington corporation, the real property situated in the County of Kink, State of Washington described on EXHIBIT A attached hereto and make a part hereof by ties reference 5006n5 of rn c� 0 CT) 0 ca CAt_I. FORK IA STATE OFWA-SrHVW-T ON ss COUNTY OF SAN MATEO l certify that I know or have satisfactory evidence that GLORGIA KAXTFR 4ul_ >k- the persons who appeared before me, and said persom— acknowledged that said persons sued this instiurnem on oath stated that said person were authorized to execute the mstrument and acknowledged it as the Executive vice--PIeszdenr and of I H BAXTER & CO , INC. , a California corporation, to be the free and voluntary act of such corporation for the uses and purposes mentioned in the tnstnun en t 1097671S 41 Dated dus 15 th day of May __ 12000 "' (S��eluT of Fi ery CHIYE HORIYE (Lepbly Pn i w S1.ny I+— �f Nape�dry) I1EOCI1La Notary public in and for the state of Viashtngton, restchng at San Mateo My appomtment exptres June 9, 2000 CHIYE HORIYE COMM #t too7.s2 �'Ltx nor�Pv�.seiC e.:,waral� v x wATEC) cAUNry IkYGpnrtT E�7b6�,1unur9 �DO� -3- 7 BEGINNING AT THE NORTHEAST CORNER OF SAID GOVERNMENT LOT 4, WHICH POINT IS MARKED BY AN IRON PIPE AND IS 920 FEET, MORE OR LESS, FORTH OF THE SOUTHEAST CORNER OF SAID GOVERNMENT LOT, THENCE SOUTH ALONG THE EAST LIME THEREOF, 156 FEET, THENCE EAST 62 FEET TO THE WESTERLY LINE OF SAID RIGHT Of WAY, THENCE SOUTHWESTERLY ALONG SAID RIGHT OF WAY LINE I56 FEET TO THE BEGINNING POINT OF THE LIME TO BE DESCRIBED, THENCE NORTH 58020' WEST 460 FEET, THENCE NORTH 67*40' WEST 210 FEET TO TfiE INNER HARBOR LINE OF LAKE WASHINGTON AS NOW ESTABLISHED AND THE TERMINUS OF THE LINE, ALSO THAT PORTION OF GOVERNMENT LOT 5, SECTION 29, TOWNSHIP 24 NORTH, RANGE 5 EAST, W M , IN FLING COUNTY, WASHINGTON, AND ADJACENT SHORE LANDS OF THE 5ECOND CLASS IN FRONT THEREOF LYING WESTERLY OF THE NORTHERN PACIFIC RAILWAY COMPANY'S RIGHT OF WAY, DESCRIBED AS FOLLOWS CT, BEGINNING AT THE QUARTER CORNER ON THE SOUTH LINE OF SAID SECTION 29, c THENCE NORTH 89'58'36" WEST ALONG THE SOUTH LINE OF SAID LOT 5, A DISTANCE OF 1113 01 FEET TO THE: WESTERLY LINE OF SAID NORTHERN PACIFIC RAILWAY COMPANY'S c� RIGHT OF WAY, THENCE NORTH 2944'54" EAST, ALONG SAID RIGHT OF WAY LINE, 949.63 FEET TO AN IRON PIPE WHICH POINT IS THE TRUE POINT OF BEGINNING, c� THENCE SOUTH 29944'54" WEST, ALONG SAID RIGHT-OF-WAY LINE, 10001 FEET, THENCE NORTH 59°24'36- WEST l039 I6 FEET, MORE OR LESS, TO THE INNER HARBOR LINE Q OF LAKE WASHINCTON, THENCE. NORTH 44620'00" EAST ALONG SAID INNER HARBOR LINE 102 95 FEET TO A POINT FROM WHICH THE TRUE POINT OF BEGINNING BEARS SOUTH 59024'36" EAST, THENCE SOUTH 59024'36" EAST 1013 23 FEET, MORE OR LESS, TO THE TRUE POINT OF BEGINNING, EXCEPT PORTION THEREOF DESCRIBED AS FOLLOWS BEG1A'N1NG AT THE TRUE POINT OF BEGINNING OF THE ABOVE DESCRIBED PROPERTY THENCE SOUTH 29'44'54" WEST ALONG THE WESTERLY LINE OF THE NORTHERN PACIFIC RAILWAY COMPANY'S RIGHT-OF-WAY 100.01 FEET, THENCE NORTH 59*24*36" WEST 100.01 FEET; THENCE NORTH 56°28'50" EAST 111 16 FEET TO A POINT FROM WHICH THE TRUE POINT OF BEGINN'NNG BEARS SOUTH 59024*36" EAST A DISTANCE OF 50 FEET, EKIHBIT H Permitted Excerptions FACTLFTY CHARGES, FF ANY, INCLUDING BUT NOT LIMITED TO HOOK-UP, OR CONNECTIONS CHARGES AND LATECOMER CHARGES FOR WATER OR SEWER FACILITIES OF KING COUNTY WATER DISTRICT NO, 107 AS DISCLOSED BY INSTRUMENT RECORDED APRIL 1, 1981 UNDER RECORDrNG NO 8104010618 EASEMENT, MCLUDING TERMS AND PROVISIONS cowATNED THEREIN RECORDED APRIL 25, 1963 RECORDING NO 3042108 TN FAVOR OF PUGET SOUND POWER AND LIGHT COMPANY FOR AN ELECTRIC TRANSMISSION AND DISTRIBUTION ra o LIME AND APPURTENANCES THERETO AFFECTS 30 FOOT STRIP OVER THAT PORTION OF THE rn PROPERTY HEREIN DESCRIBED IN GOVERNNIFNT LOT _ 4 Lr-3 EASEMENT, TNCUUMING TE€LMS AND PROVISIONS CONTAINED TH1:U1111 o RECORDED APRIL 23, 1963 o RECORUTNC; NO 5573335 cr. IN FAVOR OF PUGr:T SOUND POWER AND L)GIIT COMPANY FOR POWER LINE AH F=S PORTION OF THE PROPERTY I4FREIN DESCRI131q) NYITHIN GOVERNMENT LOT 5 F SENIENT, MCIAIDING TERMS AND PROVISIONS CONTAINE-0 THEREIN RECOR-DEO DECENSB R 15, 1964 T,ECC�KS.)TNG NO 5323) 94 IN FAVOR OF pj�C ;T SOUND POWER AND LIGHT 4COMPA14Y FOR THE CONSTRUCTION'[, MAINTENANCE, OPERATION AND REPAIR OF SUBMARINE POWER CABLE AFFECTS SOUTHWESTERLY PORTION OF PROPERTY 1ifkFIN DESCRIBED THIS F.1SEMFNT IS GIVEN TO CORRECT THE DESCRIPTION OF I RAT CERTAIN EASEMFNT AS RECORDED IN VOLUME 4399 OF DEEDS, PAGE 161, RECORDS OF KING COUNTY. RECORDTNG NO 5573336 AND WILL SUPERSEDE AND TERMPNATE SAID FASENLENT EXHIBIT B-1 C�a c-D c� FOR PUBLIC UTILITIES (INCLUDING WATER AND SEWER) lti:FECTS AN EASEMENT FOR UTILITY PURPOSES OVER, UNDER, ACROSS AND-fRROUGH THE NORTHERLY 140 FEET OF THE EASTERLY 25 FEET OF THAT PROPERTY CONVEYED TO J.H. BAXTER AND CONTPANY BY DEED RECORDED UNDER RECORDING NO. 5491576, RECORDS OF KING COUNTY, WASHINGTON, SAID EASEMENT BEING CONTIGUOUS WITII THE WESTERLY RIGHT-OF- WAY LINE OF BURLINGTON NORTHERN RAIL ROAD, SAID 140 FEET BEING MEASURED ALONG SAID RIGIIT- OF-WAY. BOUNDARY LINE AGREEMENT AND THE TERMS AND CONDITIONS THEREOF BETWEEN 111, BARTER & CO, A CALLFORNLA CORPORATION AND LAKESIDE ASSOCIATES, A LIMITED PARTNERSHIP AND RIPLEY LANE INVESTMENTS, A LIMITED PARTNERSHIP DECEMBER 12, 1979 FEBRUARY V, 1980 8002270469 THE PARTIES BEING UNCERTAIN OF THE LOCATION OF THIS COMMON BOUNDARY LINE AND DESIROUS OF ESTABLISHING THE LINE. CONCLUSIVELY SO THAT A FENCE MAY BE MALNTALNED AND IMPROVEMENTS MADE ON BOTH THEIR PROPERTIES, DO AGREE: ON AIND FLN THE COMMON BOUNDA-RY LINE BETWEEN -1IIETR RESPECTRT PROPERTIES DATED RECORDED RECORDING NO I'[;"OS E SAIL] INSTRUMENT IS A P-E-RECORD OF RECORDING NO 8001070207 LAND USE AGREEMENT At, D THE TERMS AND CONDITIONS THI REOI= I3ETWEE•N J II BAXTER & CO, A CALIFORNIA CORPORATION AND LAKESIDE ASSOCIATES, A LIMITED PARTNERSHIP AND RIPLEY LANE INVESTMENTS, A LIMITED PARTNER,SIIIP DATr-D DECEMBER 12, f979 RECOR.DtD JANUARY 7, 1980 RECORDING NO 3001070208 -01701i 91 EXHIBI r B-3 F11SCLOSED BY THE ALTA/ACSh1 RECORD OF SURVEYOR T fE PRI;,MISES PREPARED BY BUSK ROED & HITC1IINGS, DATED AUGUST z2, 1996, UNDER JOB NQ 96145 ao NOTICE OF A. ENCROACHMENT OF 6 (SIX) FEET HIGH WOOD FENCE OF OF TO 3.2 (TH EE.TWO) FEET ALONG NORTEEAST BOcr"ji�RY EXHIBIT B-5 ,03,6'1, Al (:CUNT'i, WASKINGTO''4 ' 01 -)V n.101TIONAL TAP OR (07NN .C:TION MARW Nocka is hor_whh nrvcn ghat ferny Countm Water gist: in No. 107, K=q County, WaQinq*on, 1.0s, on Urch 25, L98L, Q unW r Resilution No. } determined 'hat a tdo U connection charge, to t;,, derermiw d prior to construction of nov water facilities, will to assessed against the real estatc described on Exhibit "a" hereto Attached. t)ATim this day of Herd,, 1981. 30ARD OF C01-tMJ5SIONERS KIN,C COUWY WATER ❑[iTR:CT NO L07 By Henry F_ McCullough, President `IATS OF wnSHLtiGTalS :ss COUNTY OF KING } Orr this day aer:onalLy appearr^d be Fore me, a duly corrm!issioned Notary Public in and for the State A Washington, HENRY t'_ McCULLOUGH, �o me known to he the President of the Board of Commissioners of King Covnty Hater- District No, 107 and, bein; duly authorized, acknoyiedged to me than he signed the foregoing document as his iren and voluntary act and dead Far the uses and purposes therein mentioned- CIvk,N under rnf hand and seal this _s.;_day cf 199L_ NOTARY Pr3BLIC in n -Ebri n - Aa` F' r of washington, residing at _LatLle, t i ,::n, , '4,ttef Uis, *'kCC NO.107 _Peal ptIon 440 Gradient ServicT Area CO. pav, Two CD THENCE tiaESTERL, ALONG THE LCYTERLINE 0; S.C. BOTH SIREET TO TltE CENTERLINE Oi IHE PUGET SOUND POWER AND LICHT C("MPAN`! TRARSM[SSION LIEF (hFVERLY-R(NTON) EASEMENT; THENCE NORIIEfASTSRL' Alu" SAID LLNTERLINF.. TO [N.E IASTERLY CCRNIR Of L07, 7, BLOCK 2 Of NEWPORT HILLS N0.9 AS RECORDED IN VOLUME 69 OF FLATS, PAGE S7, RECORDS OF KING COiiKTY, NASHINGTON; Ti LNCE NORTHERL) ALONG THE EAST ;[FIE OK SAID BLOCK 2, TO THE NORTHEAST CORNER THEREOF; THENCE WEST ALONG THE NORTH LINE OF SAIL BLOCK 2 TO THE EAST LINE OF NEWPORI FILLS NO.5 AS RFCORDE7 IN YOLUAl 66 OF PLATS, PAGE 90, RECORDS OF SAID COUNTY; THENCE NORTHERLY AJ''G SAID EAST LINE TO THE NORTHEAST CORNER THEREOF; THENCE WEST ALONG THE NORTH LINE OF SAID NEWPORT HILLS NO.5 TO THE SOUTHEAST CORNER OF 3LOCK 4, NEWPC9.T HILLS NO.13 AS RECORDED IN VOLOME 73 OF PLATS, PAGES S3 AND 54, RECORDS 0: SAID COUNTY; THENCE NORTH ALONG THE EAST LINE OF SAID ULOCK 4 TO T11F NORTHEAST CORNER THERFOf, THENCL WES, ALONr THC RORT' LINE OF SAID BLOCK A, AND ALONG THE WESTERLY EXTENSION THEREOF TO THE SURVEY LINE OF THE MERCER ISLAID PIPE LINE RIGHT-OF-WAY (126TH AVENUE S.E_); THENCE SOUTHERLY ALONG SAID SURVEY LINE TO THE CENTERLINE OF 127TH PLACE S-E.; [HENCE NORTHWESTERLY ALONG SAID CENTERLINL TO THE EASTERLY EXTENSION OF THE SOUTH L.NE OF WT 13. BLOCK 3 OF SAID NEWPORT HILLS NO,13; THENCE WE5TLRLY ALONG SAID tMfl LINE TO THE SOUTHCAST CORNER Of LOT 21s IN SAID BLOCK 3; THENCE NORTHWESTERLY ALONG THE SCUTHWfSTERLY LINE OF SAID LOT Za AND ALONG THE NORTHWESTERLY EXTENSION THEREOF TO THE CENTERLINE OF 126TH AVENUE S.C.; THENCE NORTHERLY ALONG SAID CENTERLINE TO THE EASTERLY EXTENSION Of THE SOUTHERLY LINE Of LOT 5, CLOCK 1, Of SAID NEWPORT HILLS NO.13; THENCE WESTERLY ALONG SAID EASTERLY EXTENSION AND ALONG THE SQUIH LINE THEREOF TO THE SllkMWEST I c. - az i Kiml Eater DiStr.tt `io_307 l."al AeStfiption 440 &-adient +erviee Area Page Four Wi SI 142. ,3 FEET OF TPE SGU713u('5T')UARTFk DV THE NCMKWEiT ()DARTER OF SECTIt1N 26. TOWNSHIP 24 NGRT". RANGE 5 EAST, 1I.M, (ALSO KNOWN AS THE FAST LINE OF TAX LOT 46 ')F SAILS SUBDIVI5i0N); THENCE SOUTH ALONG SALO EAST LLNL TO THE NORM; LINE OF T'i SOISTH 504.02 FIET 0i 5AID SUBDIVISION; THEHCE WEST ALGNG SAID NORTH LINT. TO THE EAST LINE X THE WEST 300 FEET OF SAID SECTION 28, THENCE SLEUTH ALONG SAID EA,T LINE TO THE SL'UTH LINE OF SAID SECTION ?R; TAER(.E EAST ALONG SAIL SOUTH LINE TO Tfi[ NORTMM Y EtTENS10N OF THE NEST LINE OF LOT 1, BLOCK 5 OF C.D_ M LLHAN'S LAKE WASHINGTON GAROEN OF EOLN ADD{TEON TO SEATTLE, REVISION RO.8 AS RECORDEO IN VOILML is OF PLATS, PAGE G1, RECORDS OF SAID COUNTY; THENCE 50079 ALONG 5AID NORMERLY EXTENSION AND ALONG THE WCST LINE OF %L13 LOT 1, AND ALONG t4E NEST LINE OF LOT 4 OF $AID BLOCK 5 TO THE hGRTHN£ST CORNER OF LOTS 5 OF SAID 3LOCG S; THENCE EAST ALONG THE NORTH LINE OF SAID LOT 5, AND ALONG THE EA, .RLY EXTENSION THEREOF TD THE CENTERLINE OF 120TH AVFVIIE S-E.; THENCE SOUTH ALONG SAID CENTERLINE TO THL CEMMLINE OF S.L. 34TIS STREET. TIIFNCE EAST ALONG THE CENTERLiNZ OF S.E- 84TH STNEFT TO TH`_ NORTHERLY EXTEN510N OF THE BEST LINE OF LOT 1, BLOCK 9 OF 5AID C.P- HILLMAN'S PLAT; THENCE SOl1THFFILY ALONG SA30 NORTHE.:-Y EXTENSION AND ALONG THE WF-51 LINE Of SAIL? LOT 1 A;;D ALONG THE NEST LINES OF LOTS 4. S MID 8 IN SAID BLOCK 9 TO THE SOUTHWEST CORNER OF SAID LOT B; THENCE EAST ALONG THE SOUTH LINE OF SAID LOT 8, AND ALONG TINE EASTERLY M ENSION OF SAID SOUTH LINE TO THE CINTER11L.INF OF I22fiD AVENUE S.E-. THENCz. NORTH ALONC SALO CENTERLINE 70 'THE CENTERLINE OF S.I. 84TH STREET; THENCE EAST ALONG THE CENTERLINE OF S-E. 84TH STREET TO A LIRE PARALLEL WITH AND 300 FEET FAST OF (MLASUR(13 AT RIGHT ANGLES TO) THE CLNTERLIN£ OF 122NO AVENUE S.E.; THENCF SOUTH ALONG SAID PARALLEL LINE 10 THE SOUTH LINE OF LOT 2, -A- i Kinq Colloty kaLFr Legal Gescr,ption 440 Grad+=nt Service Rrza Pane Six .i CD �7 C SAiD SOUTH LIFE TO THE NEST LINE OF THE SOUTHEAST QUARTER OF THE '10 SOUTHWEST QUARIFR OF SAID SECTION 11; THENCE NORTH ALONG SAID WEST INE TO A POIN' ON A LINE PARALLft WITH ANT] 10C FEET NORTHEASTERLY OF (MEASURED AT RIGHT ANGt ES TO) ME CFNTERLIFIE OF S.E. RAY VALLEY ROAO; MEN'[ SOUTHEASTERLY ALONG SAID PARALLEL LINE rG rfif EAST LIME OF THE SOf HWEST QUARTER OF THE SOUTHEAST QUARTER �)r SAID SECTION 34; THENCE SOUTH ALONG SAID EAST LINE TO DIE SOUTH LINE OF SAID SECTION 34; THENCE WEST .ALONG SAID SCNJTH LINZ TO THE EAST LINE OF SHORT PLAT NO.677OU7 AS RECORDED UNDER KING COUNTY AUDITOR'S FILE NO.171ZO90795; VENFE NORTH, WEST AND SOUTH ALONG THAT PORTION OF I-DT 1 IN SAID SHORT PLAT LYING WITHIN THE SOU'4WEST QUARTER OF THE SOUTHEAST G1IARTFR OF SAID SECTION-34 TO THE SOUTH LINE OF SAID SECTION 34; THENCE WEST ALONG SA M SOUTH LINE TO THE NURTHEAST CORNER OF THE NORTHWEST QUARTER OF SECTION 3, TOWNSHIP 23 NORTH, RANGE 5 EAST, THENCE SOUTH ALONG THE EAST LINE OF THE NORTHWEST QUARTER OF SAID SECTION 3 TO THL SOUTH LINE OF THE NORTH 530 FEET OF SAID SUBDIVISION; THENCE WE51 ALONG SAID SOUTti LINE TO TIRE CENTERLINE OF 136TH AVENUE S.E.; THENCE NORTHEE57111-Y ALONG SAID CENTERLINE TO THE CENTERLINE Or MAL CREEK PARKWAY S.L_; THENCE NORTHEASTERLY ALONG THE CENTERLINE OF COAL CREEK PARKWAY S.E. TO THE NORTH LINE OF SAID SECTION 3; THENCE WEST ALONG SAID NORTH LINE AND ALONG THE 14ORTH LINE OF SECTION a, TOWNSHIP 23 NORTH, RANGE 5 EAST, 'r.M- TO THE NORTHEAST CORNER OF TH£ NORTHWEST gUARTtR OF SAID SECTICN 4; THENCE SOUTH ALONG THE EAST LINE OF THE NORTHWEST QUARTER OF SAID SECTION 4 TO THE SOUTHEAST CORNER PARADISE ESTATES N0.2 AS RECORDED IN VOLUME 102 OT PLATS, PAGE 31, RECORDS Of SAID COUNTY; THENCE WESTERLY ALONG THE SOUTH LINE 09; SAID PLAT AND ALONG THE SOUTH LINE OF PARADISE ESTATES AS RECORDED IN VOLUME 95 Or PLATS, PAGE 93, RECORDS OF SAID COUNTY TO THE SOUMEST CORNER OF SAID PARADISE ESTATES; TH£IIC' NORTH ALONG THE WBi LINE OF -6- p Kinq County ka-_er 4iStrfct No.l l iegai )escription `D 440 Grddient Service area Page Eight C3 p THE EAST SHORELINE OF LAKE WASHINGTON; THENCE NORTHERLY ALONG SAID INNER HARBOR LIK TO THE CENTERIINE OF PRIMARY STATE HIGHWAY N0.2; THENCE EAST- ALONG SAID C:NTERLINE TO THE POINT Of REGINKING. 8- 'hr'+T The grantor, J. H.-Bmztar Co., a o oti, far and in aonaaiderstion of for .suinof One Dollar (tl.00) and other good and v*luabla aonaidarstioi*-, in hand paid, ro celpt AhereoC La hereby_sekrw,iledged. does haraby grant, sell, and convey to Puget sound pswer k Light Company, a corporation. its auccesaors and sa■igne, a permanent saaarasnt for the construction, operstLon, maintenance arvi/or repair, of power linen over and acroun a po_•tion t J of the following described real property situated in king '-iunty, Washington, to -wit: That Portion of fovernment Lax 5, Sectlon 29, Town- ship 24 N,. Bangs 5 $.Yf.;J., and adjacent shore lands or the second claeo In front thereor lying wemterly of the Kortharn Pacific Railway Company'a right-of-way, de- ■criLed as follora: Beginning at the gWarter corner of the line of said Section 29; thence N 89°58'36" a along the line of said Lot 5. a distance of 1113.01 feet to the line of said ucr''*I-rn PRSLfLc T !1way Company's rlgh t-o£-way; thence N z9'44+54" E along said rlght- of-:ray line 949-63 feet, to !Ln iron p.pe whlon point Is the true poin= of beginning; thence S 29°4t'54" W, along said r.gh .-of-way line 100.01 feet; thence N 594' 136" z 1039.16 feet -mare or leas, to the -Inner Harbor Llne of I.eke Washington; thence fl 441201()C' F along said Inner Harbor Line 102.95 feet to a point from which the true point or beginning bears 5 514' 24'36°'E; thence 5 59'210 36' E to the true point of bcglnnsng; EXCEPT portion thereof described as follows: Beginning at the true point of beginninE E of the above described property; thence 5 23'44,54" along the Wly line of the Northern Pacific flal lway Company's right-of-way 100.01 feet: thence N 59'2y'36" •. 100.01 feet; thence N 56'.2`3'50F 111.16 feet tc a point rrom which the true point of beginning "aesrs S 54'._4'36 F: a distanae of 5o felt; Shance _i 5-7'24'36" F Jv feeL to the true point of beginning. end EXCEPT that portion Of sold shore lands lying Mly of the Illy line of as.-: ¢overnarenr. Lot 5 produced illy and EXCEPT that portion of Cova.'nment 14t S, Sset'--rn .,r. Townshlp 24 N, flange S E. W. S., end adjacent shore lands of the second clan: In from thereof lying W.Jy of the Northern Pacific Railway Company's right-of-way, described as follows: Beginning at the quarter corner on the S line or said 3eoLion 29; thence N 8�?'58136" 'W alorag the S line of **id hat 5, a distance of 1113-01 feet to the vly line of maid Northern Pacific Railway Company'-i rIEht-of-way; thanoo N 29444151r" E aion said right-cf-HAy < line 849,62 teet; t"naa-K 59'24'36" u 4C tact to the true point at b• rMLn� Chance N 5'3't4'36" A!10C Pest - thence t' 3Q•3g+24" R 1L'0 'fast; thence , F t JW fast; thetsea S 30435+.24" W 100,feat Lo the true point of baginning. 4 1 E3�SE�lEhtT � 1 H44 o"u&tm rU fi£, .m�d6 thl. Jpr t_ twecn �11t1'� - r'lli. i'U=• 1-L'. - a . r'n alr rr co[-r4 Swa a.ranln• hart „/ cf tI''C M1rrr VdTt- F+uLE, r 'rU I1VK&I{ » �- LeC.r1T CQ MPAIy Y, � .�1.,... � ♦.,e + 1•.a �slrtJ lY� f�I•anS.re�o.,rrr P( 4t,z ►.`. � C [, �...1..-.. .I ,S fir• _F+-a_�Hr ..n rw tn� Ml..,--fq�r!.•r, nn a r.r [I.n rh,r.r r'+. •--r .1 r�_�T, - - * �r Ir.. .t,.[w,. _ tnt' anal In � w .rr.rrSrRn Rr to t' ♦. . . i ._. � 1 ) - � - _ ! ..-s 'S !L. - , , n -rti« .•a •u.lo•r co„e,d •"!•ur',. -., 0 1. � _ _ "rY ac b_n n..a w19 Ptl, r,crrr.r . '• r 4•ae r i. l..rr C- .[ r. ., .r '4: •• _ - 17 •_• _ iC .. -� _ w1. •.y - ... ,t_s n Jr[ c er" tr1r,-.. „ , an i - r i .ri - 1n. 1 .. 11 -'1 :3 Sn 41 t ,� ... TV - , c C l - ♦- nqr ' -• tl +�nt..� �_."a ,v.-r. sin �. v+ r .. .. ., -r. � .,,. .. �-• _ r.c r• � . r ru ;!� err . v • w-rr-cl. Q.,. ..en,d �,.,. ..- ._r , -_•1_. rr _ y`JS.�n L. •4,a, p.rm.,ne ^er,'_t-� .^ a, __��. .___ �11�...1 _. ♦ .....�.. i_ t-r .- r.�-T---'��;''---�--tl-�----� --- r -'- _ r r.c .[• WhISF 1.,n,c .11' LYGh r(�titi [ . [.. r 1 •u ,• - , '.I�i - Ir•,•! t-r� �Y, .,'i rC rn,[,[a'C •ray r.--SfIM1 7� en 't,,F �.tl-L�4r,trar. nr-IU hr 4hT MOrY •S. �-c •G•. ,rC nd �,�A .1 f,c -bv rn•eQdrV SP the c�lll.i. 4,+� ♦ -. r_ '.. r'-•u.�.rr 4 c.+L�-o:wst* lAa ..aw w...-sax pr Ir, tr,c r. re nr » .. w-+„ . . +4 rTNE66 tnrHCRFO F_ th[a [r: a[r u.nc••L hnx r f r v - - e.eeu •r I »c o:l, anc , ra r•��c nr~ writie n. - - 1 rr, - T , - _ .17 •;� y, . _ >/.r7' � I%rwt parr[. PUGET SOUND PoWER 4L LigHT ~. . WYTNESSETHc- h -- �� - LFa-FC �•iY- flYil cde and aulharlEli.45jyy_a'� ' 11 fnf dlstrlhvtlon ti"et, �ta4}r>•p=ptikT- ina err PAkIL With JJY ! auspand from sltCl�' p6lcatr�nsini55lan: d:str;huti�n ali$.;lgnal wi�' . „�, - #�lMtit'�be Ceriyi�j4��p pumarz�nccs. acroasdv 3nrt upon the fu3fowin9 d.,' r6ed 1 - ...j."p�' - IL?'t4y�rct zfrO �-YII of ,Kt'Jt1CIaMlanti Lot' 4r Sect'), rll1 r r �r�],i(y►l.:i:- -A V-io-t 3;rip of lend' hFizi- Lie.: Frinn�n� !.t: R ,pout �4 - thr+ Er. r ,{ . ; • t , I i y^•-�ii'. 3Ai..� e.p�r�z�ittatelfti'�� ief�.: �tr7-� ,` _ - r� -, - _ _. - r - �: - - Y'(r'+ ar+r:nl�rY. r. t.;•anr!wi ` n .� _ - - T - _ _. Lt .teal i�nF F. !. 7etesoe3 P cjl t ,aCr. fvr,. ?rest -,r f .69. ; -L -: i• I' • --. - - _ - !�'."rSt�irit .1 , i LI' •n_.'•i,f-n ,... ,.. of cc--rtru': ••i„ � _. _ .p'. .. r---lns - r;: .: i:rratin7T::.�r Itf1t. itld tl,v right at_I qnl r. v,-.i:3" �-.__ i �m� _ __ -_._•' -_,.. '- - - --. _ �uLiirilon f tU �tltxi7�r_����FYirF�ictf7tin...n dietmtac of zhrcc _i,Nr, d,-r.; (.1 [hl, - - .r„cl _ -._ ._... 'r•"CE --: a'ij I. .r wrt>'i.�GE [il �'. r•IJ rvC�50fli%�l' Gd'_. �' _ —_ "F�•�_ ltgrrvr` 3ssrgrrs,. �f intrrrtian s.. -tn rto. J -- ___? and aUiha';t) h�retr F1:1 ran LT:;l��i ;7n-C CT! ni __ - _ ..._ � •. - nc G:. .. - .< _ -._ . r�-•4- _ E Al arma�cntly rcmore said PDLZ:. ,,.r,es i.�d w' .,. r. nr 6h Il=oN:e rr+r_c'i:r'" wk�.•rl.... -,1.1 15�� « �5� 'Pp v-scr.-r .d I�-rtdS.- � „v 4580 rAGE326 s7W)40� I RTX"7,f EMSe!marr The Undora.igned Ora t-or, tta hairs, aucCegsara and dasigna, (kaaretnafter Cagvther raKarred to na "Grdmtor"), for ant to cuneidara,tlon of tiro awn of S�E;VBl4 n(JIMRRO & _ is t3 0L3 DO {$750_42}Atrsd othar V&JUabLLR ConMLderaClon' the rac,elpt of Which is hereby acknawle:d94d, hereby convey* find granta to time HVUICIPAL120Y CY I-MT=POLITAN SEATTLE, lto succenaarn -xnd auestgna, {here:inafter toc3ather rafarred to AS-DtV=Cw`PAJ6XrY"}, a P'�=�anen eaaera4s:tC ovmr, rcrooa' etl"ng. in. upon ay3d ussJt::r Y-hr following d4oucribed property= A porr-lon of Covernme nt Lots 4 and 5, Section 29. Tvuraahlp [4 North, Riga 5 a4ut. m_li.. Klrtq cotanCy. was4hington, 4aid por- tion being a amp caf land 10 feet in -idtli IyXng a feat an each sida of tho following c#ascrlbad cent3r linet Bogirming at a point on the mouth line of doverru"nt Lot 5 at the inr-ersuction oY said south zin& with the vent line of the h.icjht 09 tray of the Northern Vaclflc IUXtiway Companyr fence Nord% 29o444 54.E East es4,GZ foot along bald want line: thence florth 59o2443(,,, W04t. to tho True Paint of 16eginaing, said True Point of Regknaing bming on a ling which bearcn south 5G'J`2E3`S0^ %1Q& , frcm a F:olnt on GAId ~rent 11ne of the Right of Way of the Uorthcrn Paclric Railway company dintaat 1049.63 feet along said wont, Sine from the tittaraocrion thereof wltth the sunt-IL llna of Gorworrrmant fat Sr thancS [tor” 59p241' ]6'• Wcat. 460 foati: thence North 14�44635" scat 12:.3 feet to point of torwlnue dis- tartt S feet auuth of trlc northeast corner on trim east Line of a hereina tee desccLb-ad luo-00-foot nquara parcel cf property t:nvwn an Parcel. "A"- tllionce tfeginning at a Paint dlatant- 5 feet sottttt of time north llnc 4nd 15 fset cast of the wosat lino of Sala Parc.*I "A••, -kn4 co:ttl.rauing North 39 29'tr3" Want to a texMinus A?- thv 1nA.Cr Harbor [.Inc. Lance Washington, FXCEPT any partl.Lan thereof lying within said Parcel "A", The hC£are-mentfonlad Percez 'A" le deacrlbcd as .fallowtc , Ttl•it pvrtion [rf G,ovarnraoant 1-apt S. Section 2%. T*-n.Chip 21. Z�uvL. t. R,%-3e S Laut, W.M., Kling County, Sdz%jzh1 gL0n, lying westerly of Nort).c;rr Faciifizz Rallway Campany•s REyht of Way, togechar Leith ;_rclanla if a- j c• �+ • :� im morte parLlaularly deserlbcd as f4llouao beglanIng at thv 1/4 corner of the south line of &aid Sectiort 2.9; thence North b9o5El•3fs- West along the south 1-inn of usld I.at 5, a s3tatance of 1113.01 feet to the Weatetr7ly lineoo€ Kald Northezrn Pacific Railway Rl3ht of Wayr thence votth 29 44154- Etst aLc%ng zsaSd Right of Way litxc R49.61 Feet; thence [forth 590 .24' s61 meet. 641 . 44 feat to ttta True Point of acginnlrtg: thenso contlnulnr3 ifr��t-'7 59oZ4`36" West LOO.DO feet, tberiee North 3f3 35+24" East IGO 40 feet; thence: South 59o24'3it" l;ar-t 100-OO feet; thence South �0�35.24 goat 10000 feet to the 'Prue Point at 9cg1rLn:Lng_ SaS.a e�Lsetwent being for the purFaae of ?,nztall'_+tg, constru�zting, operating, aoaitttain"g, removIng, r-rehiring. r�--plac3ng and using a sower line ■-*;tin all connections, manhoLes and opQur'tenances thercto. tog-cther wlth the rltght of lnc?rcOr to and egress from Said c$CBcrtbod pCZJVlC ty xnr the torego#ng purPosrp_ - SY accepting ant' recordinq this eattzertt, lPM3:C1FA3.XT7[ covenanLa XA Eallo�l�; _ t I. MUNICIPALITY dhall Lspoa coata,letlun Of 2xrf=aratructzora of any 4acilities described herein, rC=-.cva all de•br1r. end restore t-�e aurEace of the above-doscLciYrad 1Yaperty as neaely aS Possi-ble to the conditlon in which it .tiatoLS art. tits date ca£ tkls aq�^eemcnC. I By accepting and s-acording thla eatsaanant, MMICXPALITY covenants ese fo11o*r3x 1. MLAiZCIPALITY chalk upon Complatlon of construction Qr any facl'it.ie* deecribed barel.n, and upon tt-v 4=Oakpj atlon of ally repalra to any much ,tacllltia* follOwIng construction. reur-ays all dabrls ana reatara the aurracr nil "o above•-flcaa=jkJ id property as nmarty &a pc;&AlLble t.o tha condition in which it: exl.ated at the data of this agr ement_ :. .%Uf 2CIt'Ar.ITY agrees to 1n4e-=rn_L9Y and oaava liarmiass crantor•„ from a"d against any and all dauage to tha a]avd-Bnacribed plropert;•r or any - buildLng located thereon at the date of this agreement, arialn9 out of the rarygtructiezi, aperatlan, MAIntanancor repair and replacmnant of the Pacllltic� cE�arribet� cskrsve. 3. Thin temporary conat:rucCion eaxamcnt: shall. cv=uanco %iAd ba in effect on the data of thin instrument aLnd ahatl terminate on the date actual „nc3 c ba:d easomasnt area shall t6rminate or upon n'l Y 19 ' wt,ici�evar data shall firflt occur. 4. paymonL for &aid termp orery ctonetructi�on eaArmeult 99hoall be made at tho ratio of pfvr- f+ NO/,Go - - - Doi1"ra t$ 5.0¢ } per calendar rk, or frection thareaf. that acid ttrmporary connLruct ton e,teeraunt area la In actuai ass b-y i VNICYPALITY. Payment eha? t b-Eg made on or rofore the last clay of the calendar month oucceeding the calendar month when said temporary _0natruction easement area is In actual uae. 5. r.ctual une as uar_d in this temporary construction aaPernrrant uhAll Ile- construed to lncludss only tho period frcra the start of conntruct:Lan of said caewer line iri the strove-describeft ter r-Dr.sry conatructlon ease trust area unt.11 ccmpk4tior_ tharaof Including raeonatructloll of Lancing' rnd curbing and reaurfar-irag of improvred arcae. DATED this day Of STF.TM or tiY1L4H7SaGTDtY ) n t� COUNTY OF STATE Ot: CALIFORNIA. C t ry 1ti �,.-,.,y. ,,. San Francl■co " -9th- --�•a.rf September ;,ellJ. mwin:d.rla+d.. «Lx=y-fvur -- -- .. rr•.,r ._ _ _Jima" V. iten<%tdy _�--•al.'w�.-YF.N:r :. .a.2/r I�—,ri+��]C _ilSi.'+�. _ _t.wrl of San Vrrar1CX3C0 Crefe v{ C.1:; rrw.a, arvir r rr�aui.aMr� a,e3 +ae.P-- Itjr �Jr!^es•.d C. A._'Chad tk-aura= and K. a. twobvan •_ � ° •_ 3:� ram' r! iJ4r cam; r5ar:c-w urrcn,7rd is rli r.:er rr�r.+.d ILr �� iwr2..rn.r.�• � -;. � kx�erw r✓ r•.r re b+ .. , - r:..- /•.�r�„�_[r-rr,r rsrru_•rd t[t' �i;,` :,....i.r.*�sr c,r �chatf e/ e!� r�1�na::a rL-r riw �uMrd, aw.! � + ..rli .... Jpe,1 i.-..rr rter sari cMMwti•a• rr: �.tr,t Irir ,�..r—. _ - . .— ------ -- fti 14117%F_S5 W.-rF-Rcoj= 1 A-, r h.••riar.ru ral .=a ALaaj ad d_-wcd _-Y .•PFrF ° .xq hr r•:r Sari Fraapisco _ *;rr�7nw1 .br:.rJ<rrr.r.L.rr .--. 4 -i`.-. ! ? yr' . -! i l•.,:.r.. .ti �a1 f�rft!w-_l C,^[ tic �cKssY of SQnYJ�fl.c- e.•� '-. . r.,.. �. =E7 r-.a...�i..s+er !•:+.....r.... Xxii tr lr?4� knee ..r ��•: F••rn•z. �.asi c� 1►.�rp tea~= AUC= "' - ca xr'.. A- t.bv d s— lee Statwa f W==IT Deed TWF.c .LNTIDk J. M. Lam L COW MI. a corporatlona krrnducom&L, cd ME OOti_I/t (OLM) aed dtber 907d AM Wbaale conslderatiOn, Vdp.d.cw.+y.ud.rn..um FUGET Stand I'OMER fi LIGHT tOM MY, a Masbingtor. corporation, V. ko-0, dra..ld -.1 eo air, se-1-A if Oa c m4mr M CI K srMr .f s'a.auVam That portion of Goeernaynr l.dt 5, Seet:on 23, Tama hip 24 brth, Rarga 5 fast, W-K,. Eing Co' fltY. WasAington, lyi.9 ..ester ly of Norther. Jaclfic Eallwey Company's right of way, together with shore lands of second class, If any .butting thereon, all of %%At% Is more particularly described as rotl°..•r: Gegl"^ieg at chr Ith comae of the soetb line ai :aid Section 29; th.nce A %oSsowb test along the sa.th Ii.e of said tat S, a Nstanct of IIII .I feet to the westerly line of said ltorthern f'aclllc lailmey Lae,rsaay'i right of .ray; tha,ce x W%4,SIr' cast along said rigi=t of .4v Ilse "A.7 rat, chtnce M Sq°2�'l6r' erase "1.4% feet to th. true pr Lae of be)i mina; thanes catt're..lnq M 590 A,36" .rest 100.09 ftet, eham.1 M WIS'20" aaat 100_M Feet; thar,u S y9014'36" east 100.00 feet; tunes S jO°15'24e' crest 100.00 teal to the trre point of beg+nui"q; Together .ith a per..rnem aasenent fur ingress and egress over and ecross the graetor's existing road aa.11or ai sold roads may be chanted from ties to Litt sdicb roads cross a Portia of tha real property partictlarty, 1.1,-1bed In the deed dated the Zel day of September 19Sii, recorded in King toasty Aadltor's Vault F1It 1b_ 4956f147. Yaluem 364/ of Deeds, page 401, Aecords of King fAxmts. Was%ington. Tblt detd is liven In reelacemeat of %sot certain Reed dated the Ist day of Jlarcl., 1961 fret J, M. Oaxter i CO"hy ad r.yet Sound l'arer A. Light Company, recorded in Yolurt 163" of Deeds, page 4jd, I. cords of King County Aiditor, 14 I\ M'I'rtiM wME1 EUF. mid .P_I, a }t .eud Ili. i.M_.�..c.r y to a ,ee6 y 1n ek .r .Ji✓ F e�eo�..._ i.ste,pr+IM[1*lort�'SFa!'yil"- �iEC 1 51%4 S.n..r eTATi ('4 C.ANpllRrltA, City L Su r[aac taco ^ ➢o"ftImr. • sy�.r.--�11 T._Raea^de. _ ___ � w cad.---c..rsrf r.y�.+rtr:..dr�rr_SW. San rtaai lace ... Saa { C.fi/ ht ..e�,.a:..d ..,f ra.r"s r.•+�f Mf'm'd - e,,..a 1l rf a4 a erwd� dar.i.i i a16/ rw.se.i M mires I.rra.. ad a. rt. .646. ««rN Ad eAil' Lr.w w brhW at a a.n°+d°e al—i. J, a.r ,i ._;'�� �•.:+ ti 'rr.r.Iert i M weer awl .rl.aGe u.aa.i �. �..--__ -�— __.,�.- . . , -. • : . ' J tri flf wasr WRLI i0T I e... Y..e.r. an v W - edi..d a ,fir:.r .•d s r4 • ' IL-�._-C.'y �, 1a:..-__.._.w. kr -drierr errikrr - � Ms 46.. rwaw 2 6.a.r N -Ark w t dl.LLt>e�i e..p .t_ `tel ltane4E<4 W, ftaaa,&dna _ 7 A imrt&' - 7 ON - i'Y/r 6 :�1M Mind is comldafetlen of itte ttN {il. 41011, M ay w1+.wi*.twrliirwttdn. Is Wad paid, 04 0e614t �1 r4mIca W-14 Lc4madyrd. hat i,wfir goat and eawray to IkUKT Sdi1R0 ft1NER i tllW COnllllrf, • twrpoHtfh, ! porAusplt aegewsnt for the conrtruttlow, mintaaar �ll, opsratian and ""le of w sutwarind-Power awls udder and McCaig a portion Of the fol lor{ne dettelbtl rani property sitaated In K4113 !aunty, Yaarragcon, to-rl t. That portion of 6OW alp dot Lot 5, %Ktlaw 2% To."thip 14 Rerth, Range 5 Lest, Y.R„ and djacant ahorr 16"1" of OW 6~4 class in front thwrwf cying westariy of the Rurtharn raclflt Rallwey Camp"'r right of way, descrlbad at faflows: Regloaltq at the Bald south quarter corner; tkaora N 69059116" west slo q sdid loath lim a dlttanca of 1115.41 feat to the westerly time of said lla•rthern ►aclf+t Railway tahsany'r. :lght of wty; ttrnce t 29o44154" east at" said right of wey it. 849.61 feat; thence M 5231413v, seat 761.45 teat to the point of bdaiaela! -.f said aesaa.tnt: trtnte K 4111-14" wart 184.15 feet to ttr hoar Renee Lane of lake UasNirytan; theau It 44 16'5r' east alo" said I r",ar R.r►or if ne Blast' feet; :4nca 3 43e51'S1" nest A5.64 feet: thence s 100 15'24' rest 109,00 feat to the paint of b4jfmsir4. Th;s ""Wnt is glren to r.,•rraat the desirlptltr of that teethe rlsaant as retarded In VQl ne 45" of Deeds. I's" 461. Rec4r41 of Ri.q (ounty, AuAitor's M0- 55)3336, and .111 supersede t Wnote said easrayat. IMAM ihis ,day of 1964, at J, N_ RAXTLR c fA, ey�_ ce /resfdtnt' - StArl 9F CALTromIA ) s' Cm ana C"rr of SAu ssARclSCD ! � 1, t`-r an this 7pt■ day of lw.wlrr _ 49W1,-before me. the underiirn d. •- parsonaliy app.ared _ _Alfred Y. 4� and t. 1. lgwusa to m knom to ie iM-_rice pnsf Mani dad e.re.e.n respe ct e.eiy, of z N. mxtfA d• 0, the corporatlon that ertwted the foregoing instrument, and ackwa.rl.dgrd the "Id lastfwient to as tha fra end voluntary act and deed of sold corperatien, for the via* and purposes thoreln motioned, and on oath stated that they were ■nthnrised to execute the said Instruwaet end that the sut affined is the corporate seal of $aid wrooratlam, - - ltlTliF33 Ny we me ivricm scrt6 HE affixed t d ;n Yale Artt bore rrItten, i + c - r. Notary bile In and for the tote .fif '* 'FY resldl tt - t F - - R.trae � rraw srd r..� r t4i� ce 4DWT X MOOS Cm-W w� ` tiM/t A jsjsjsjPPf7'1Pj7_" Tbli grantor, J. H. S.Tr 6 Gorpovation, for and In COnaldaratign or one Dollar' XWD)_ And other good and valuable con3lderstic" in hand paid, the rqCSIDt wherac,C Is -hereby acknowledged, does hereby grant end convey to Pugat Sound Po*ar & Ucght Company, a corporation, a permanent esooment for the construction, malnte- narce . operation and rup4kir or a submarine power cable under and across a portion of the foll*wtn& described real property 81tuatad L.1 KinE County, Wdahlngt0n, co -wit: That portion of Qovernment Lot 5, section 29. Township �4 N. Range 5 E. W.14- P and adjacent ahora Unda of the aecond class in front cherwor Ming wly or the Northern Pacific Railway Coctpany'3 right-of-way, described as follows: Beginning at the quarter corner an the south line cf sold SQct1*ft 29; thence N 89'58'36" W' along the S 11ne Or ssid Wt 5, a distance of f 1113.01' to the lily line of laid Northern Pacific Fint1way Company's right -of -was: thence N 29'44'54' E along paid right-o-way line rberme W 5-)*24q36"- -dr 53o, to the true pGtrlt of her,1nning; thence K :)-j-1--.4,36" w to th+ Inter Harbor i.knc or take WAsanington; thence w 441.2olec" !7 along said inner Harbor Line 10",_-)5'; thence S 59'24'36 F to a point which bears 14 fray. the true point of beginning; MROre -9 30*35'Pt" V -- Ine Lr, of DATED thlz Ist day of K4rCn 1963. tot sj-t 'fr 1. s. 13AX=,n Cc BY Sy rf, TF np Sat ir'i -01S l,c:ay of Y,ut;; L .,63. ri 6arore me, te under- 3ligned. rjeraonalry- vpea rLd'_b,.ci_j and to ateknown T'o b4e n -1ftA Feake�q. of J. 11 BaiLter - . rtc: corpoia0n_'Lfteif' �i xelct'Led c v ;.he i are gout Inntrument, and acknowledged the said in-.3truireuL 7(, be z,.,je 1*^ee and voluntary our and deed or said corporation. for 11-t-c -sec- 3:,d prpotca 4tiereiri %enLloned, and on Otto uts,,ed they were ouinnri:,ed tc, q;EetL.T,* the agid InSiLrument and that the seal orrixed is L)ae cor"r- ate sadai or said corpoirstion. Kf TIAND AND 3FFZCIAL, GcAL HERETO afrLxao the day and - ;ear first @cove written. p-ubTrE- n ind T —m state or 4 "V' J '-A' 4411 LL.?'-: A k.,*w r 4L (OWT FOR I•M LIVE Me gratcof, J. N. GUM d C4.. a car"fatfoa, for and la consi4efatlaa of t1M art of a" Pallor (1f.W? led OtIMf #004 tarn y41194610 Canalddfatlast. IS bald Paid, racalp[ dnreof Is hordby *ckAowle4gad, dodt 4braby grmt, gall " Calm Or rto FOUr s"a ►ai[R 9 LfCMf CON►AMY. a coeegratloo, Ica S.sscassort goal asaigng, p0ra.�,ent easaaint !x tlr canatn.ct iqn, operation, dalatanarsce anal/or repair, of 4. peer tints ovef and ecrogl ■ ►artlon of the toilori" described read property tituated in ttfng co.rrty. Veshingtoa, to-wrt: that Portlon of iorerngertt Lot S. Sacfleg 29, lo.nahip 2S sore%, Mange 5 Cost, V•K„ and adjacent shore lands of the second bass in front thereof lying westerly of the northern Pact fie pal (way caapany's light of way, iescribed as folic.$: 11091Ani.9t the queries corner of the so0th star of said Section 29; thence N R94R, 30' rest 01 ono the south El" of Said tat S. ■ distance of 1I3,01 feet to the westerly tine of 1414 "ftherg Petal Fic Railway iaRaoy's right of eay; tbente N 29"-"'S&e' atilt ally Sall rlglit of s*y line 9i'9.61 fact to do Iron pipet which pal.t is the true point of beginol Aq; thence S 29'441Sw• west along safd fight of w0y line 100.01 feet; thence If 5902h'36" - s-st 1039.16 feat, doors of less TO the I-eer harbor Line of lake Vashlogtoa; thence N 4016'S3" lost giong said Inrsaf 1[arbof Lifse 102_% feel u to a pot ffo0 which the tf-t ?osat of beginning bears 5 590241}6" aast; ttsenee S 51a . 24'36" east to the true. pint of beginning; EXCEPT portion thereof described as fellows: Ne9fnAing at the true paint of beginning of the abort described prapert,; thence S 29e64'SV1 west ,rang the westdrty free of the Norther, ►acetic Aa[1...y Co."ny`s right of wy 140.01 feet; thence M 5902413&1 rest INA' feat; thence It 56018'W east Iti-16 fact to a polAt frow Midi the true point. of he94msl Ag bears S S9a24'36" east a dI6tarws of 50 het; thence S 59oZ4'36" east 50 feet to tl. trot ►aiat eF bcglaning; end EXCLPt that pardon of s414 ;here lands lying northerly of the Aorthsrly tine of safd Gorarrerreat Lot S produced s s.terty and ERC T that portion of CararryaeAt Lot S. StUfoN 29. Towoship 24 Kurth, kenos S East, 4.tt,r a•.d gdjat4nt short lands of the second 0ASS ;a front thereof lying w%tefly of the Northern Pacific it.ilwy Company's right Of wy, described as folioel- fegi W;d'3 at the quarter corner of the South tine of •aid Section 29; thence N I!9oSb°36" cost -tang the sew Lh line of set i lot S. a distance of 1t13.03 feet to the cesterly lloa of said Northern Facific Ratl. y Company's right of way; thence N 29e44,W' test along said right of way late $49,62 feel; thence a 5V249V wets 6e1_4% feet to the true point of beginning; ti.enee continuing N S9" 24, W, west 100.00 feet; thence M 300}S1104' east 100.00 feet; thence S S9024,36" cast 106.00 feat; chance S 30o3S'2V' nest tbO.Oe feet to t e true point of beginning. Subje;,t to the follauing teras and conditlons; That said Parer IInes 0411 be tanstfucted. operated, and naintoined by grantee sa chat said po.ef ]lots shalt he of sufficitnt trighr that they rill Act inter Fere with g'antor's, its Successors' or assigas' operation of a spur railroad track over and access the else' real property, aadlor the operation of Ietarratira cranes under tail pprsr lines, provided Our grantee shd!l not bt required to construct said poser lines mre than seventy -fire (n) feet above ground It.el. Yt 11ommomR f l S [ y t r' THIS lie_.TRJK14'. .:a¢r. this r Lay 0f - l4 7�„r ►y and * twoen �- `. f } — and. _ and hereinafter cd'.led -actor{s1 and the 1177 6F WLNTOR, a flwhittpai Corporation of Icing County, Ras-.nqtan, hereinafter called 'Grantee'. Wl T%WZETH That said ;rant.ris), for and in consideration of the shah of r� aid by Granlee,'and other wluable nansuration, these presents, grant. .bargaen, sell, convey; and warrant unto the sold Srantee, its sLLccessor.- and assigns, do easement for public utilities (fwcluding rater and sever; rich necessiry apprrt.enances over, through, across and upon the folloreing described property in King County, Washington, mom particularly described as follow5- A utiItty eastient 10 feet in width over the Easterly 10 feet of the following described property: - ALL that .portion of Government Lot 4 and Section 29, Township 24 north, Mange S East; Y.It_ lying Uest of 6urlingtm Kortherm (1lorthern Pacific) Railrwd right-of-rdy and South of the followiag described line: SE&INRING at the Northeast corner of said Sovermwent Lot 4: thhence South along the East line thereof a distaace of i56 feet; thence East 62 feet to the West line of said railroad right-of-mmy; thence Samtherly along said railrr}ad riot -of -way t56 feet to the true point of beg ftnirg of said lime; Lheu:e Korth SW ZO' 00' West 460 feet, more or iEss; thence North 67' 40' 00' West 210 fart b0 the inner Harbor Line of Lake Washington; T06ETWit with S" land4 adjoining: LESS BEGIBMIRG Sg9_10 feet West of the Southeast corner of said Government Lot 4; thenrl north 33' 47' W East Z16 feet to the true point of beginning; thence North 33' 47' 00' East a distance of 145.51 feet; tbance North 61' 51' Or West 165 feet; thence 5ovthresterly 146 feet to a poi„t North 61` ST Or West from the true point of beginning; thence South 61' 53' OU" East 168 feet to the true point of beginning; TOGETHER with Shoreiands adjoining_ together witfi a temporary Wn€tructiom easement described as: Over the Easterly 30 feet of the above described property. Said temporary construct -an easement shall remain In forme dwr g construction and until suUh t I " as the •,t Tub es and dpourtenantes Have been ateapted for the ptration and malby _he Granter but not later thin .=eidhhiL1 -.'e" ' I n SS m Lro EI T A 7Hls tNSTHU> _W4de thtsj��__day of �. 1975: by and betwee(s end end hereinafLer cmllc4 "f:r+yntor(e)," end the CtTY OF Rt:NTOIT. m Municipal Corporation of King County,-'"h1nTlOO. hereinari.er cal lei• "Gruotee-" That said .rantor(al, rnr and in consideraLlon ,r the gum Or by grentec, and other valuable cunaideration. dog by these presents, grygt_ bargaii, sell. convey, and varrant unt7 the 4a1d Grantee, Its ■uecessara aad asstgaa, an esaemont for public utilities (including water and aever) with necessary appurtenances over, through, across and upon the rolloring described property In K104 County. Washington, more particularly described an ro11owa., AV EASEMENT FUk UTILITY PURPOSES OVER, UYUER, ACROSS, AND THROUGH TIC NOR74fRLY 1+1=. FEET OF IM EASTERLT .:. FEET OF THAT PROPERTY CONYEYEU TO J- H. WxiER 6 COMPANY BY DEED RECORDEO U MR A F r1U. ;'r)1;"f(, RECORL6 OF XjNG LpWy7Y, KA51{1NIGTCN, SAID EASEtiENT BEING CBNTIGLXX5 WITH THE WESTERLY RIGHT-OF-WAY LJNE DF bURLINGTON 11"IFIER34 RAID ROeL], SAID 140 FEET BEING hE45U9ZED ALONG SAID RIGHT -OF -;LAY, AND SAID [� FEET BEING NtiPuU2ED AT k1(i-iT "OGLES THERETO. ALL BE114G WITHIN THE I-4E 1/4 SW 1/JI OF SECTION 2/ T71Ihf, R`,E, W_M. --------^ VV:� 29-2z .�lette 1. k i v LAND USE AGREEMENT FOR GODO AND VALUABLE 0(*SIDERATI0N, receipt of which -is hereby acknowledged J7 H. BAXTER i CO., a California corporation (hereinafter !Raider') and IAKE91BE ASSOCUTES, a limited partner- ship, ind RLPi,9T LANE INVESTMENTS,' a limited partnership (hereinafter M� collectively referred to as the "partnerships', agree as follows_ C7 1. PROPERTI APirECiEn. Baxter- iS the odner of .the property Q described i.bit A it ich is attached to and -incorporated here CID in by this reference, and partnership's, as tenants -in -coon. are the oQuers of that property described 31 fthibit B which is attached hereto and incorporated herein by this reference. The parties have, contesmpoYtafieously with theiexecvtion'of this agree- ment, entered into a Boundary Line Agreement which establishes the boundary dividing their properties. 2. AuTHORITEED L4HD CU . The partnerships do covenant and .- agree to acWi_esBC to the coiistrnctfon' by Baxter or. its 'successors or assisgns of high-deasity, multiple"resi&ince9 on that property which Baxter now owns and that i� more particularly described in Paragraph -I above. The panne="ships further, agree that such ILIqu escEnce shall be binding `upon their sucue"sears or-assi£jns and `shall run, with and be a burden on the land -Which they how awn and that is more, particularly described in Paragraph 1 above, and shall run to the benefit of. that property-ncw c6rned by Eaxter that is more particularly described in Paragraph 1 above. DATED: This day of QGGrry�c/� 1979_ ,i J. it L C a California corporation By By /� /�4y, rtiF• L Its ecretary LAKESiDE a limited partnership By 'its General Partner RIPLEY LA t LIWESTl }/YJ}T5, a 1' ited partnership B r ' Its General Pa et ;kt _ 7 4 STATE aF NAsuiocTaN y y ss. County of A I N G y 1 oA this 1(!�� day of ` p n ti 1979, before me. the updersigned Notary Public ui and for the State of Washington, du,iy commussioned and sworn, persoDally appeared before me to me known to be the partacr(s) of RIFLKT LANE INVeS, a limited partnersbip, and CD who executed the foregoiag instrwa=t as his free and voluntary .-) act and dead for the uses aad purposes theseia mentioned. c iitTkkSS NY RAND Arid OFpICI)LL SEAL hereunto affixed the day and. year first above written. NOTARY PUBLIC in And for -the-State of WASHING ON, residing at (SEAL) -3- t i vi t- It C! I 'fil Not t Hog i nn Imp a I :' 4 n n t T-mI1%11 I ij q-101 I.-Z t13 47]licit rtll : 1,114, A- 11 0.01 2 21177 . 4 H ON, D I r I I no t I t. It vp 0 1 " r W. n r , .1 d i 4 L Anve no"tp on In CD Ip i lift 4:.1 t I A(I jj(� 12",4. Vi rrt4q. from viirl 114, Win Po i III ,I !;,I j.1 Sae -tines �n ;I. 64 . — i nfl [Fol't 11 fact C-M Immurly 1,ilc, i f IV-Ly . I S" t' "(I Ean; alk.1 t1w rrIj., prillit of be() i 111t i In"01:11 n.ml: poc'ni I[ i Ivj Ne, . JV• 0 2 411. 1 .Irjll Hw t th" dol"'iPtim'; Clttnrr ojor th 50,10, I "-111 1 y I ION(' C4:!' k" V11" Inner 11,117hn" Lino of 14'"!" 110"1r'u! ';OW.tz 44 —20 1 v ij 210 f,,j, id 1101 PUrn pae i r I,- 1,11, -1 heq w! nq . ii tlt-: CiLy f), K tll,r, !., t .1 1WA lob i k i I a. I li- U) rr 0 BOUNDARY LINE AGRMEKL-4T FOR GOOD AND JALaAR&E CONSID-RATION, recoipt of which is hereby acknowledged, J. Fl. BAXTER F. CO., a California corpora- tion (hereafter 'Raster') and LAAES ME ASSOCIATES, a limiter partnership, and RF!'LEy LANE tVnSTNEHTS, a limited oartnershio [hereafter rollectively referred to as the -partner,hiPs'1 agree as fellows: Baxter and the fartnersu=ns are ow7iers of Adjo,ning property separated by a comrac-% boundary line. Baxter is the owner of the property to the south of the common boundary line, which property is described in Exhibit A which is attached to and ineornorated in this agreement by this reference. The part- nershtps are the owners of the property to the harth of the cowtton boundary line, which progwrty is described in Exhibit e which is attached to and incorporated in this agreement by this reference. The parties, being uncc:tain of the location of this owaon `x,undary line and desirous of establishing the line conclusively so that, a Eence may be maintained and imenrovements :Wade on ix>th their properties, do agree on and Fix the common houndary Line betu2en t'leir respective properties as follows-. Commencing at the monu:eented South quarter corner of Section 29, Township 24 North, Range 5 East, N_14., thence North 01'00'01' East along the !forth -South centerline of said Section 2677.46 Eeet; thence Nora- 57'10'37' nest 578.01 Feet to .the inner harbor. line, thence south 45'29'23" Hest I53_08 Ecet along the inner harbor line; thence south 66130'37' East 210_Qo feet; thence South 57*111*37" Fast 469.79 feet to an existing fence line which shall he the true point of beginning; thence north 64121155" Hest 468.74 feet along said a ce line to an angle point; thence North 7314115S' West 23, feet to the inner harbor line which shall be the end o said line, ror'-i6 �d at +Psi �drrc to execute the said instrument and that the seal affixed is the corporate seal of said coroaration. WITNESS -my hand and official seal hereto affixed the day T C" and year in this certificate above written_ GAtL'A- v1t-RRq rorRrr r. a� — FiYJatan ' / cV NOTPUBLIC in and for the w.0 at Sw-ev Goc�*rrY ; State of :ka>�l�f;irig'>��cxxq� Iy Nh Ca.T d.in F—.V- s, rx7ii m-�,�{(' CAI iFCA.yfA, rrs idinq at L.4�"S- 'fr-?•; STATE OF WASHINGTON ) )ss. COUNTY OF K I N C } On this day of 1179, be Pore Me, the undersigned, a Notary Public in and For the State of Washington, daly commissioned (and sworn personally appeared before toe `1� 1 �, la fia �hi7- to ee known . to be the partners) of. LAJAs a AS OCiATrS, ., a Limited partnership, and wtrq executed the foregoing instrument aF tiffs free and voluntary act and deer] for the uses and purposes therein wentioned. = WITN£Sa my hand and official seal here_-> affixed the day and year iri this certificate above written. NOfM PU6LI in% an for the State of ashingtvn, re�'dirig at STATE OF WASHINGTON j ) ss. COVNTT OF K I N G ? On this 1i day of _� rr�rtl i974, befor- me, the undersigned, a Notary Public in an] for the state r.f Washington, duly commissioned and sworn personally appeared before me W.to me Known to be the partners) f RIPLbY A' SNVESTMeN S, a Iimited partnership, and who executed the foregoinq instrumen, as his free and 3 rr�rr- L, t}t11s1T A The fo1lovir.3 cinscrih^(i r-.ai a=bite, �:tuat.ef in the _r)-un+y Of King, State of Washington, t'�i-vit: 43- That portion of nouernrngnt iInt 4, s^ctir•n 29, to:-nch;R 74 10 north, rang- 5 oast, Y!_T4_ , TOCF'ftlFp wilt, shore bird : nC th? second class frontinq thecenn tying of the rlocth'-rn O Pacific Rail -ay right of way and scath of the '_oilowing describers line: 4 SAa:nninq at the noutheast-cnrner of :ail t_.v-rn'--nr t<t 4, ' or l.es;, north of tie southeast cornar of �s3trt gou,*rnm^nt lot; thence south along tts�- 4-�a5t lino thereor, 156 freer; thence oast 62 Feet to the' j4 5s ?riy line of sa'.-1 right r€ w+ y; thenc southv.-steriy along said right; Ot vay line 156 feet to the b•ginnin9 Paint of the line to he de>cribed; thence north 58'20' we3t 460 feet; the,lt^ north 67*40' west 210 feet to the inner harbor line of Lake ti+•ashington as now established-, and kNe tecminuis r?f the line; SUBJF,CT TO right o° wary granted to Pug7t Sou[A QOWQr and right Company by instrument dat,!,' April 7, 1939, betw,? n J•:liu�- B. Falk, a bachelor, and P'jget_ Sound Power and Light Company- 3594A �ny Tp rhos „� 'Olt F.KhP.1i[ 4-k s 1 Y-.�ry�r� � Y1fS�F,cCY TAW L'^�E �•3 — y • I CI} yl I+ 1*1 AGRECMCtiT , THIS AGREEMENT, made tttis t ., i day of 1981, by and between the J. H. Baxter 6 Co., a California H .I corporation, its successors and assigns, hereinatter jointly Ccalled OWNER, and the Municipality of Metropolitan Seattle, a O T" municipal Corporation of the `state c:f Washington, its successors r Qb and assigns, hereinafter jointly called METRO, k I T N E S S E T H- ' WHEREAS, METRO iF the holder of an easement for right of way on certain property described in the Certificate of' Grant of Right of way issued Nor the State of Washington, Depart- ment of Natural Resources, by application 30006, dated April 14, 1965; and WHEREAS, t-he OWNER of the abutting uplands and second class shorelands, acting through the Port Quendall Development Companv desirs� to construct a marina and a breakwater and WHEREAS, said breakwater will cross KETRO"S South Mercer Force !Bain right of way: and WHEREAS, KE'rRO does not object to said breakwater installation; NOW TEMREFORE, in consideration of TIM AND b:0/104 DOLLARS and the mutual covenants aonta.ined herein, the parties hereto agree as follows: (1) Permission is hc--3by granted to the DER to install a removable floating breakwater section at the `ollow-- ing described loc-ation for the purpose of protecting its marina, to -wit: That portico of the harbor area and bed of Lake Washington in front. of a portion of Goverment Lots 4 and 5, Page 1 -�f 4 Panes 5 4 n 'Zoe. 3 of 4 Pa(les (W Thl.-rJ:rCS and ;JdrOsses for communications as specified in the Aireomcnt may br changed at any time ty either pasty by giving written notice thereof to the other of said changd. Dated this day of J. H. Baxter & CO. 1981. Municipality of Me topoLitars Seattle eil P terson "ecutiv- Director ATTEST -- Maureen Varni Clerk of the Council S ATL OF SS. COUNTY OF �► Or tiffs ',_day of 152/before me the under- signed. a Notary Publics and for the stage of ding conlssiAned and syprn, persorally appeared o VL, knowrZff t m-T��— --. _ - I I , respectively, of the the corporation that executed the or out inst anent and ac&nowLedaed the said instrument ` to be the t.:ee and v3luntary act and deed of said-irpn-ation for the uses and purposes therein mentioned and on oath stated that they were authorized to execute the said.nstrvucent and that the sea! affixed is the corporate seal of said corporation. WITNESS my Lane and official seal hereto affixed the day and yeax in ttliS certificate above written_ tart' in or t4eState o r,rw ,;�resid ina .41a \ lb v. Qc nop V4 �IMAI 4 ¢samrr � rnre�.ar � lgree�t made, effr-=ivG as of 1495, ber-ween Quenclall Te,mumale. a joint venture ccmPrized of Altima Properties, ;nc , a Xaxt,;rlgton cvrporatioa, aad J- a. BaXteC E- Co -, 2 a California limited partnersh,zp {hereinafter 'Grantara'), and Sa.+w !Sill Coo.. Inc., a Washington corporation, sad S- H- Baxter CO_, a California lxuated ^axaaip [bereinafter 'Grantees-)- d kIMtE S. Grantors axe the owners Of certain real Property Whose loeition is cnwUXMI-ly morn as 4503 lake "aeisington Blvd. K. , Renton. Wl hington, the legal descripcion of which is atrached hereto as iaiilBIT A and by thin reference incorporated herein Q ['Parcel A')- Q7 WHZRYRS, Grantee (Barbee Mill C=-. Iac -) is the Owner of certain real property Commonly kaowe i,A 4101 fake MaAhin9ton 81v'd. H_ , Renton, vashington, rho legal description of which is attached hereto as E3CBYHIT B and by this -rfereroe incorporated herein ('Parcel &')- WFEERFir Grantee JJ M. Baxter 4 Co.) is the owner of certain real proUwr-ty co®oaly lacftm as SGli Lake wwLmax p_jt= Blvd- W_, Renton, vaub-iogt.on, the legal description of yhich is attacbed hereto as E3'HISrt C and by t-hi refesvzjc= incorporated t.erein (Parcel 'C-). l��iI11L{S/i1iL1/p>•/lei Nl, 11 I`, the owners of Parcel 6 and Parcel C, as well as their officers, employees, agents, Lena;,tea a.-; �... :,..:�. III. ELSWUMV [,GCLUOK The easement granted in this iustrumenc is located an the eesc 60 feet of that portion of Parcel A lyi-ig immediately rest of railroad right-of-way-. ZV . ROADWAY RJM.00 T .CM The Grantars or Grantors' successors or assigns may relocate the easement across Parcel A at their sole discretion and expenne provided passage Fxtreen Parcel a and Parcel C remains uninterrupted, and at leasC two access paints rem. -.in from parcel A to the public highway- Grantor or Grantor's successars or assign further agree to i=cord a restated legal description for taiw easement upon relonation. They shall also dedicate the tla�^nt C1 to the City as a public right -of -ray, if such dedication is required by the City as a Bond-ition for approval for any pl.att,-, a processes involving either Parcel 8 or 9arcei C. � Q. Ti�►SiQ The easement granted herein shall exist in perpetuity, and shall run rich the land and th. title to such property, a=d shall inure to the benefit of the partiea to this Agrceeeat, their respective heirs, successors or assigns_ Vx. naurmV= OF NUMNIMr Grantees, their respective successors, heirs sad assigns, covenant with Grantors, their respective successors, heirs and assigns that Grantees, from time to time, and at all times after _ � .I�xcs r.vn�m+lsive�. J� 3 is X:F a tQH In LLe event of =y coatrvrcr", ciaim, or cispure rziar.a-y 4 this izstrunezz cr its hrea b. the prevailing party shall be entitled to rvccrver rea----xnadie ex ____aG, attoruey's tees and costs. x1I_ ALMM33 C ti[IY This Agreement stall bind ana inure to the benefit of the respcct.ive heirs, personal representatives, successors, and assigns of thZ pzrties. =III. o"1W[tw4 W It is agreed that this Agreement shall be governed b,. tocstruesd, and enforced in accordance with the laws of the state ¢) kashimgton, and venue shall be is iirag County. G ZTv. MKMCF5 LO W4 Any notice provided for or mpcerniug this Agreomw t shall in writing and shall be detmed sufficiently given when sent certified or re gistered mail :.£ sent to the reap,eccive address each party as set forth at the beginni g of this Agreement. iv_ FiWWWAR! mDm� Yta titles to the paragraphs of this Agreeaent are solely f the aonwsnience of the parties and shall not be used to e--zpla.L aodify, simplify, or aid i.n the interpretation of the provisions this Xgxr- - ea_ . La W=IMSS MHERMP party to is Agreement ban Caused to hs esecuZed at Fla dL %gtou. on the d.a indicated below. �s�nm.a+s�.aasvaoe;rn�.� �, 5 r 4P on this _ day of rSb , 1996, befort me personally appeared Sle C,rm t-ts to me kaomm to '"the P 4C nt-lm rvpt:rt.L lV. 1n _. w.Lt corporac:ou that executed the wtthia and foregoing inatrsaent, and acknowledged the said instzimment cc be rbe free and voluntary act and demd of said corporation. :or cbe user and puzposes tber In rentioned, and on oath stated that They rest autsaorized to ezerlte said iastrument and that the sit -al affixed, if any, is the corporate seal of said corporation_ VII-IFES.S my hand and official seal rcreto af`xxed zbe day and year first above ww-ritreo. aqn *Dt PabliC 3.n-3md the Stare-, of oo, reei t _ gtkfC4JGi1 My c imma"ioa expires: 4e -4 [Type or Prinz Votary Nadler rLSHENGTOW STATE OF eAh1PGCQiiA 1 1 ss_ COUNTY OF' KIM(; � I certify chat I know or have aa=i9factory evidence that the persons appearing before me and making this acknowledguimuc ark the persons whose true signatures appear nY this document - On this J_"day of 6.w» 1996, '.3efore me Vw_rsonally appeared &s4a JQ:Cj—j-� ro me- kmawn to be these:rrt.rt o �_ daz=er L CO- . the corporation that executed the wirNiu aad foregoing instrume^t, and acknowledged the said instrL w+t_ to bwe the free asd voluntary act and deed of said corporation, for the uses and p•rp+oee tbereia Mentioned. and on oatb stated chat tbeyr'..Ere Authorized to ttecate said inatrvoeat and that the seal affixed, if Any, is the corporate seal of said corporation. UiTmEsS my hand and official real htreto aft! the day and year first above written_ $4 �.. idiog tnd for : suufr wV of tein a :t 05jum—Ft" Mq. oasn issiaexpires: oe.rerrENW Zype or priut Votary x:se a sw.n. rxsas�.ass=rcv� n wse� . s � � JT� i WWI' a That portion of Gcwcrnrtmt Lot 5 in section 29, Townahip 24 North, Ran3'e 5 "or. r_M, and sbroreland ad3oiniag lying rr$terly of the Norrhel-n Pacific Railroad right of way and southerly of a lice described ^ follows: Beyian.ttg at the quarter cormer on the south li.ua of maid scction 29; tseace morrh 09"59'36' rest atoog the south lime of maid Lot 5, 1,113 AI feet to the resterly Sine of said Northern pacific aailroa3 right 4f ray: thence north 29'44'54- east 649.62 Eeet aloaq said right of ray line to a point he=inafter referred to as point A; theaee cnat:nuing NQzWh 291441541 east 200.01 fret to the =rue paint of beginning of the liar herein described; thence south 56.2653• crest 222,32 feet CO a poittt which bra-------�- rest 100.01 feet from Said PCirit A; thence nortb the inner harbor line and the end of said floe »!df YS�H/LT]{11�,�1YN37. Lf • N- Fl1 M aaz=za C That portion of Goveratint lot 5, section 25, township 24 north. range 5 east. W_!L_, and ad,aceat sire lardA of t-%e aeemd C: ass in font thereof lying westerly of the soimhern pacific Railway Cosq)any' s right of way and lying aartbe terly of the Following described liae_ Beginning at the quarter corner on the south line of said section 29; thence ryorth 69'54'36' west along the w.xst.h line of sai-4d tot 5, a distanoe of 11.13_01 feet to the vesteriy jive of said Norrbe Pacific Railway Compauy•s right of way; thence north 29'44.54' east, alooq said right of way line, 949.63 feet to an iron pipe which point is the true point of Ixginniag of the iine described herein; thence nortt: 55'24'34i' west 525.00 feet to an iron pipe; t'besrce continuing north 59.24'3F' west 498.23 feet. more or less. to the Inner sartoor Lit:c of Lake Kasb.ington. EXCEPT Portion thereof described as foliaws_ aegi+ftj;at the true point of begirmuing of the line described herein; r�,.e n,o=t-Ii 59'24.34- rewr 50 feet; thrrce northeasterly to a point an said westerly lime of said northern Pacific Railway Company's right of way distant Worth 29'44.54- east 100 feet from said true point of beginning - thence south 29144'5,4' west to said treepoint of beginni g, and EXC EPT that portion of squid SWrelaods lying northerly of the northerly iioe of said Tat 5 produced wwwte ray; situate in the County of Ring, state of want+* 5rton_ 4t,at portion of goverwrient lot 4, section 29. township 24 north, range 5 east, WS_}!., 14G; ; with ahore lands of the &eetftd class fronting thereon lying Wiest of the Noi'rbe-rn Pacific Railway ritjbt of way and south of the following described line: Beginning at the northeast corner of said goverantnt�_ot 4, which point is aaskod by ar iron pipe and is 920 feet, more or lets, north of the aoutha6t co Lner of said yovernmftnt lot; tb-ence south along the eaat line thereof. 156 feet; thence east s2 feet to the westerly line of said right of way; thence soutbwes-terly along said rigbc of %ay line 156 feet to the begiu iog point of time line to be described; tbenee north 58120' rest 460 feet; thmoc north 67'413• rest 210 feet to the anew harbor lane of Lake n:achLixgtoa as art- establisbed. and the terminus of the line. SUBJECT TO right of wary granted to Pur3et Sound Power and Light Crapaay by inaL� dated 1Vr41 7. 1939, betvean Julius B, Falk, a bacbelor, and Puget Sound Power and Light Company: situate in the Cbu.aty of Ling, State of Uawbioycon- That porr-iou of vovertment Lot 5, Section 29, Township 24 4i, Range 5 Z. N.M., and adjaceor shore leads of the aecmd class ; n front thereof lying Mly of the Uortbera Pacific Railway ComWony's right- ot-way. described as follows: 6agiavaq at the quarter corner of the S line of said Section 29: tbrooce 5 89'58.36' F along the S line of said Lot 5, a diataooe of 21i3.01' Lo the Mly line of raid Northern Pacific Railway Company' 5 righr-of-way; thence = 29•44'S4' R along said right-of-way line, 949_631 to an irm pipe which point 19 the true point of beginnimg; tbrnoe S 29144'54' W. along said V m 7 A MW W4 X PROF L J Lil p - T - ITY Sq, XW C. �Dl ICACIII 3 T WIN W., TE S 0: trrly 0 i ZAPPV' PEH�. ��NTU� NYLICCA OAM A,: 71, FIB Y v"Aly N rtllj( IE 1 V. 4; ha 136. ?'ham C001f. 1k.WD, #F L: K. wy- PIK RE ho. 10A 93 HWI I014 KJ Ic . VSM; UIN Ilk io VDA(LAJ 3,.E: 6 U k JVI M IL L cr pl�p A �04E m -ur c- 74 -1 -cl. j 'PGN, KOF 0 CaAmc SCALE.' 'kj Lfl�T Vj;JS_W T 'F S-kT hk�£ VIWT VWIA T-1A 4'j ::-y 11Uw ID2:LNi4 d1l =C P' (GOV. LOT 51) A PORTION OF THE SE 1/4, SW 1/4 OF THE SEC. 29, TWP. 24 N., PZ, 5 E., W.M. (GOV. LOT 1) A. PORTION OF THE HE 1/4. NW 1/4 OF THE SEC 32, TWP. 24 N., RGL. 5.f., W-R. WORM OR REWW'S CERMUFE AW P ':Ju�A ".' :1 1pVtt% L 3' 1N TE,1115 .4 _0F -V J _-c'P'11' { N 'ZI a{ "4 "_ 11*"Ang :.mty Ziur- t�dr! Rr'r SOVEYOR'S CERTRATE wj BUSH, PiHD & WOHNGS, INC. Cr4 tlj%kCR: j ;Nn S�Y51`S 2699 MR &Z EkS! (,N i'5-41it 'JuRF. wliwK-Cl W137-i5b lh- P VDF4*1, ..') ; CFD C- iU of A&DEVELOWENT DRAi BY �Al I'm2or" L �f PAR,H: ii,[ moo n Ex1JIr c! Y_,vtj 2,,. ;adfj;w '7 L Cl "^V'hW>I 10' t M.1 FFNT.NC [H.1r, X Fk� , W;l KRJ kYt °;l VA' KVT-"Y-Ah' MV O 9- X It -i%fll; RM NlG PK41- ;HIL! ;CP97- Pr Ai:V3;%0 iKeFLW L-:'amU ')N: F %[lLhv: 1, AM ni r7F, -, -N q(:. 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LOT LINE ADJUSTMENT NO.LUA-00-044, RECORDING NO. 20010105900005 t 12115/#1964#5823182_.[Nat Locattable] (Ingress & Egress) 04/2311963#5573336 (Power Line) 04125/1963#3042108 (Electric Transmission & Distribution Line) c 09124/1964#5790408 (Sewerline, Manholes) 12/1511964#5823184(0412311963#4399-461) (Construction,Maintenance, Operation) 1211511964#5823185 (Construction, Maintenance, Operation) 0111111973#7301110427 (Public Utilities) 10/0811975#7510080739 (Public Utilities) 9t]U1 100, AL 00' Tax ID#292405-9001-04 #292405-9015-08 Map not to scale Firsi American TWO CordpEny This map is nul a survey of fAa land deprcfed nerean. You should net rely upon if for any yurpoSe other than erienranpn to the general pycatien of Ine parcer or parcels deprcleo. Any purpess of ar, easement that is noted is for refereXa only and you should rely on :he Affe report tssued and a copy of the documenl for Ilia exact term and condition of the easement. First Amencao Tile Company expressly disclaims any babikty furaNeged loss or damage which may result from reliance upon this map, ------- - --------- miss A;q gum" 2q �,4old 105QGOdC$ c -.l Geotechnical Report Seahawks Headquarters and Practice Facility Renton, Washington DEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS: At Sharman & Wilson. our missom is to be rr progrea'sive, ivell- rnoncrgerl11rnrNssinrucl rarl.tirritIng.firrn r+r the fields of e)Igineering and applied earth .sciences. Ozrr good is 1n pesfurm our services with the highest degrxe e)f pIvtcssiolulisrli with due Considercrtiml rrr the hest ilrrerest.s 0.0"h prrhlir, otrr rlierrrs, rued <)IIr eIrIp14�Yees, September 13, 2006 Submitted To: Mr. Tal Fowler Football Northwest, LLC 505 Fifth Avenue South, Suite 900 Seattle, Washington 98104 By: Shannon & Wilson, Inc. 400 N 341h Street, Suite 100 Seattle, Washington 98103 21-1-20525-001 SHANNON &WILSON, INC. EXECUTIVE SUMMARY This report presents the results of our geotechnical field explorations and engineering studies performed for the Seahawks Headquarters and Practice Facility project. The currently proposed project will include a three-story office space, an indoor practice field with a 110-foot-high roof, four outdoor practice fields, an ancillary structure, and a parking lot along the east and north sides of the site. Subsurface Conditions. In general, the subsurface soils under the building footprint consist of either (a) fill material, soft estuarine deposits, loose alluvial soils and underlying very dense bedrock, or (b) stiff to very stiff silt and clay, and medium dense sand overlying bedrock. The fill is generally 2 to 3 feet thick, while the soft estuarine and loose alluvial soils extend to depths ranging from 17 to 3S feet below the existing ground surface under most of the building footprint. The alluvial and estuarine deposits contain layers of loose sand that are susceptible to liquefaction, as well as layers of highly compressible peat. The bedrock consists of highly weathered Andesite and is a competent bearing material for building foundations. Borings on the north side of the proposed building encountered bedrock at depths of 44 to 58 feet deep, while borings near the center found bedrock as shallow as 17 feet. The depth to bedrock is highly variable across the site. A geophysical survey has been completed to better define the bedrock depths and reduce the uncertainty about lengths of foundation shafts. The results of this survey are presented herein. Groundwater was generally encountered at about 10 feet below the ground surface with the exception of HQ-2, which found groundwater under artesian pressure (higher than ground surface) emanating from a gravel layer between 35 and 44 feet deep. Effects on Design and Construction. The effects of these subsurface conditions on the design and construction of the Seahawks Headquarters and Practice Facility can be summarized as follows - The upper 17 to 40 feet of alluvial and estuarine soils contain layers that are susceptible to earthquake -induced liquefaction and settlement, as well as settlements under static building and fill loads. These soils are not suitable for conventional at -grade foundation support without extensive ground improvement. The weathered Andesite bedrock will support high -capacity foundations consisting of drilled shafts extending to a range of depths depending on the column loads and the depth to bedrock. ► We recommend the office building have a structural floor slab at the ground floor level. 21-1-20525-001-RIrev Ldoc:'wPTKD 21-1-20525-001 SHANNON 6WILSON, INC. ► The small ancillary building south of the outdoor practice fields can be supported on spread footings designed with a low bearing pressure. ► The proposed site grading will involve minimal increases in surface elevation. Seismic Design. The project is located in a moderately active seismic zone. The subsurface soils beneath the project have a moderate to high susceptibility to liquefaction to a depth of about 40 feet. Liquefaction -induced ground surface settlements are estimated to be on the order of 3 to 4 inches. Lateral spreading of soils toward Lake Washington could range from 2 to 8 feet along the shoreline. In accordance with the 2003 International Building Code, the site is classified as a Soil Type SF because of the presence of liquefiable soils. A site classification of SD may be used if the structural period of the building is less than 0.5 second. Foundation Design. We recommend that the proposed office building and practice facility structures be supported on drilled shafts bearing in the very dense bedrock. Drilled 24- to 36-inch-diameter concrete shafts could be installed to develop capacities ranging from 200 to 900 kips, or higher if necessary. Geotechnical analysis of lateral resistance of the shafts indicates that they will perform satisfactorily provided they are extended into bedrock. Ground improvement methods such as stone columns, soil -cement mix or grout columns, earthquake drains, soil -cement reinforced with geogrids, and combinations thereof have also been considered as potential alternatives to deep foundations. Based on the very poor quality and low strength of the soils above the bedrock, ground improvement is not likely to be a cost-effective alternative to deep foundations. The ancillary structure located south of the outdoor practice fields may be supported on spread footings designed with a relatively low bearing pressure of 1,000 pounds per square foot (pso. Floor Slabs and Field Support, Because of the presence of highly compressible peat and clay of variable thickness, and the presence of liquefaction -susceptible layers under the building footprint, we recommend that floor slabs of the office building be structurally supported on drilled shaft foundations. The west side of the indoor practice field and the outdoor practice fields will involve placement of 3 to 4 feet of fill over existing grades. These areas could be preloaded with a surcharge fill in order to preconsolidate the compressible soils layers to the extent practicable to reduce long-term settlements. Some long-term maintenance should be anticipated as secondary settlements of the peat layers continue over time. Mitigation of settlements due to localized pockets of highly compressible soils can include use of a soil cement treatment and a reinforcing geogrid beneath the field section. 21-1-20525-001-RIrev l.doc wp-LKD 21-1-20525-001 11 TABLE OF CONTENTS SHANNON 6WILSON, INC. Page EXECUTIVESUMMARY..............................................................................................................i 1.0 INTRODUCTION.................................................................................................................I 1.1 Authorization and Scope of Services.........................................................................1 1.2 Site and Project Description.......................................................................................2 2.0 SUBSURFACE EXPLORATION PROGRAM ....................... ....................................... ......3 2.1 Existing Subsurface Data...........................................................................................3 2.2 Current Subsurface Explorations ......................_....................................................... 4 2.3 Borings.......................................................................................................................4 2.3.1 Drilling Procedures......................................................................................4 2.3.2 Soil Sampling...............................................................................................5 2.3.2.1 Penetration Test Sampling..........................................................5 2.3.2.2 Relatively Undisturbed Samples.................................................5 2.3.3 Boring Logs.... .......................................... ................... ................... ............ 6 2.4 Potential Contamination.............................................................................................6 2.5 Groundwater Monitoring...........................................................................................6 2.6 Downhole Seismic Testing........................................................................................7 2.7 Seismic Refraction Survey ..................................... ................... _.............................. 7 3.0 LABORATORY TEST PROCEDURES AND RESULTS...................................................7 3.1 Classification..............................................................................................................8 3.2 Water Content Determination....................................................................................5 3.3 Grain Size Analyses...................................................................................................8 3.4 Atterberg Limits Determination.................................................................................8 3.5 One-dimensional Consolidation.................................................................................9 4.0 GEOLOGY AND SUBSURFACE CONDITIONS..............................................................9 4.1 Regional and Site Geology.........................................................................................9 4.1.1 Seattle Fault...............................................................................................10 4.1.2 Tertiary Bedrock........................................................................................10 4.1.3 Fill Deposits...............................................................................................10 4.1.4 Holocene Deposits.....................................................................................11 4.1.5 Vashon Glacial Deposits............................................................................11 4.2 Subsurface Conditions.............................................................................................12 5.0 Engineering Conclusions and Recommendations................................................................13 5.1 General.....................................................................................................................13 5.2 Earthquake Engineering and Geologic Hazards......................................................14 21-1-20525-001-R I rev 1.docrwpiI,KD 111 21-1-20525-001 TABLE OF CONTENTS (cont.) SHANNON 6WILSON, INC. Page 5.2.1 Design Ground Motions............................................................................14 5.2.2 Earthquake -induced Geologic Hazards.....................................................15 5.2.2.1 Ground Surface Fault Rupture..................................................15 5.2.2.2 Liquefaction..............................................................................15 5.3 Geotechnical Design........................................................................ ..16 5.3.1 Drilled Shaft Foundation Design...............................................................18 5.3.1.1 Axial Capacities........................................................................18 5.3.1.2 Lateral Resistance of Deep Foundations...................................19 5.3.2 Lateral Earth Pressures on Buried Structures............................................20 5.3.3 Lateral Resistance Against Pile Caps and Grade Beams ...........................21 5.3.4 Floor Slab and Pavement Design...............................................................22 5.3.5 Grading and Estimated Settlements. .......................................................... 24 5.3.6 Alternative Settlement Mitigation.............................................................25 5.3.7 Drainage.....................................................................................................26 5.4 Earthwork Recommendations..................................................................................27 5.4.1 Site Preparation and General Excavation..................................................27 5.4.2 Temporary Excavation Slopes...................................................................28 5.4.3 Temporary Groundwater Control..............................................................29 5 A.4 Fill Material, Placement, and Compaction................................................29 6.0 Construction Considerations ................................................................................................30 6.1 Drilled Shafts...........................................................................................................30 6.1.1 General.......................................................................................................30 6.12 Methods of Construction...........................................................................31 6.1.2.1 Dry Method...............................................................................31 6.1.2.2 Casing Method..........................................................................31 6.1.2.3 Wet Method..............................................................................33 . 6.1.3 Drilled Shaft Testing..................................................................................33 6.1.4 Monitoring Drilled Shaft Construction......................................................34 6.2 Obstructions.............................................................................................................34 6.3 Wet Weather Earthwork...........................................................................................34 6.4 Review of Plans and Specifications .........................................................................35 6.5 Construction Observation.........................................................................................35 7.0 LIMITATIONS....................................................................................................................36 8.0 REFERENCES.....................................................................................................................38 21-1-20525-)01-R1revl.doc;wp -KD iv 21-1-20525-001 TABLE OF CONTENTS (cont.) SHANNONWILSON, INC. LIST OF TABLES Table No. 1 Downhole Shear Wave Velocity Measurements 2 Recommended Parameters for Development of P-Y Curves Using LPILE"' LIST OF FIGURES Figure No. 1 Vicinity Map 2 Site and Exploration Plan 3 Seattle Fault Zone 4 Preliminary Contour Map: Top of Bedrock 5 Generalized Subsurface Profile A -A' 6 Generalized Subsurface Profile B-B' 7 Generalized Subsurface Profile C-C' S Estimated Axial Capacity of 241 diameter Shaft at Borings HQ-1 and HQ-3 (2 sheets) 9 Estimated Axial Capacity of 2.5-foot-diameter Shaft at Borings HQ-1 and HQ-3 (2 sheets) 10 Lateral Resistance Analyses 3-ft Diameter Shaft 1 i Lateral Resistance Analyses of 2.5-foot-diameter Shaft LIST OF APPENDICES Appendix A Subsurface Explorations B Geotechnical Laboratory Test Results C Seismic Refraction Survey Report D Important Information About Your Geotechnical Report 21-1-20525-001-RI rev Ldor'wp-LKD v 21-1-20525-001 SHANNON &WILSON, INC. SUPPLEMENTAL PRELIMINARY GEOTECHNICAL REPORT SEAHAWKS HEADQUARTERS AND PRACTICE FACILITY RENTON, WASHINGTON 1.0 INTRODUCTION This supplemental report presents the preliminary results of the subsurface exploration and geotechnical evaluation of the project site for the new Seahawks Headquarters and Practice Facility project located in Renton, Washington. This report is provided as a preliminary document for review and comment by the design team. A final report will be prepared after comments are received and additional site investigation and alternate foundation support scheme studies have been performed. 1.1 Authorization and Scope of Services Our services completed to date have been in general accordance with the scope of services submitted to Football Northwest, LLC, dated May 19, 2006. Notice to Proceed for the project was authorized by Tal Fowler on May 19, 2006. The services provided for our study were to explore the subsurface conditions; summarize the exploration and laboratory test data; and provide geotechnical recommendations for the foundation, practice field, site grading, and seismic design of the proposed facility. Our services included the following: ► Identifying and reviewing existing geotechnical information. ► Drilling and sampling six deep soil borings (designated HQ-1 through HQ-6). ► Excavating and sampling 29 relatively shallow test pits. • Completing a seismic refraction survey of the building footprint. ► Preparing three generalized subsurface profiles through the project site. ► Conducting engineering and seismic analyses. P. Summarizing our conclusions and recommendations in this report. We reviewed the following existing geotechnical reports for other past projects in the vicinity of the Seahawks Headquarters project: 21-1-20525-001-RI rev I I. doeA p'LKD 21-1-2052 5 -001 SHANNON 6WILSON. INC. ► Shannon & Wilson, Inc., 1997, Geotechnical report, conceptual design phase, JAG Development, Renton, Washington: Shannon & Wilson, Inc., Seattle, Washington, Report No. W-7443-04, February. • Shannon & Wilson, Inc., 2000, Draft geotechnical data Report, Interstate 405/NE 44`h Street Interchange and access revisions, Renton, Washington: Shannon & Wilson, Inc., Seattle, Washington, Report No. 21-1-09054-006, September, 1.2 Site and Project Description The project site, known as the Baxter site, consists of approximately 19 acres of land adjacent to the southeast shore of Lake Washington, as shown in the Vicinity Map, Figure 1. The property contains approximately 1,300 feet of waterfront. The ground surface topography across the site slopes gently down to the southwest with approximately 12 feet of elevation difference between elevation 33 feet at the northeast corner and elevation 21 feet at the southwest corner. Slopes are generally less than about 1 percent across the site, but local slopes of up to 5 percent are present on the north side of the site. The attached Site and Fxploration Plan, Figure 2, presents an overview of the site plan with existing topography and proposed new development locations. The site is the former location of a lumber mill but currently contains no significant structures other than an abandoned single -story, wood -frame building along the northern edge of the property and a boathouse extending approximately 50 feet from the shoreline. There are several paved and unpaved access roads traversing the site. The southern, approximately 7 acres of the site, known as Baxter South, is separated from the northern portion by a chain link fence and a gate. The Baxter South area was the former location of a wood treatment plant, which caused contamination of the subsurface soils. Some of the subsurface soils in this area were subjected to remediation cleanup action, including contaminant removal, soil excavation, and in situ stabilization. More information about the remediation work is contained in the Construction Completion Report (Byers, 2005). The currently proposed project includes construction of an indoor practice facility, an adjacent three-story office building, and four outdoor practice fields. There will also be an ancillary structure for equipment storage located south of the outdoor practice fields. The proposed locations of the indoor and outdoor practice fields, office building, and ancillary structure are shown in Figure 2. Primary access to the facility will be via a driveway at the southeast corner of the proposed office building. The driveway will enter the site from Ripley Lane on the east, cross over the railroad tracks, and gain elevation as it approaches the building. The proposed elevation of the driveway and surrounding parking lot near the entrance to the building will 21-1-20525-001-RIrcv1.doc-Wp;Lxn 21-1-20525-001 2 SHANNON 6WILSON, INC. range from 38 to 40 feet, approximately 14 feet higher than existing grade. The parking lot will slope down to the north and then turn to the west around the north end of the building where it will meet existing grade. The proposed entry driveway and parking lot will require construction of walls to retain up to 14 feet of fill adjacent to the building. The current grading plan shows most of the outdoor practice fields to be graded to elevation 27 feet. This will involve up to 4 feet of fill over the practice fields. The eastern side of the indoor practice field will be cut to final grade, while up to 3 feet of fill will be needed to raise the western side. There will be a loading dock at the northwest corner of the office building with a low point at elevation 24.6 feet, about 1 foot higher than existing grade. Based on our discussions with the project structural engineer, Magnusson Klemencic Associates (MKA), the proposed office building and indoor practice facility will have typical column loads on the order of 400 to 700 kips, with a few columns approaching 850 kips. Lateral loads on the structures have not yet been determined; however, we have assumed lateral loads at the columns could be about 10 percent of vertical loads. 2.0 SUBSURFACE EXPLORATION PROGRAM 2.1 Existing Subsurface Data We collected and reviewed previous geotechnical exploration data in the project area to supplement the current field explorations. The approximate locations of the previous field explorations that were used in our study are shown in Figure 2. During our review of files for the two older Shannon & Wilson projects listed in the previous section, we reviewed the stored files and copied selected data for our current study. This included data from older studies performed by CH2M Hill and Woodward -Clyde Consultants. In general, the following data from previous geotechnical studies was collected, copied, and compiled for this report: s Exploration Logs Site and Exploration Plans > Groundwater Monitoring Data ► Seismic Shear Wave Velocity Data ► Subsurface Profiles 21-1-20525-001-R 1 rev1.dodwp(LKD 21-1-20525-001 SHANNON &WILSON, INC. The data that was judged potentially useful to the Seahawks project is presented in Appendix A 2.2 Current Subsurface Explorations The current subsurface exploration program included drilling 6 borings and performing 29 backhoe test pit excavations. Soil borings are designated HQ1-I through HQ-6, and test pits are designated TP-1 through TP-29. In general, soil boring Iocations were selected to correspond with heavy structure locations and/or areas where geologic conditions were not well documented by previous explorations. For this project, we located the borings at the approximate center and corners of the proposed building, with the exception of the northwest corner where we already had soil boring data from a previous study. Test pit explorations were generally located across all portions of the Baxter property to provide a broad overview of near -surface soils. Test pits were grouped closer together where we anticipate there may be significant cuts to lower the grade (based on preliminary grading plans provided to us). The locations of the current field explorations are shown in Figure 2. The boring and test pit locations were surveyed by Bush, Roed & Hitchings approximately 2 weeks after we completed our fieldwork. The project vertical datum is the North American Vertical Datum (NAVD 88). The following sections present discussions of the subsurface exploration program and associated results and analyses presented in Appendix B. 2.3 Borings The current soil borings were drilled by Gregory Drilling, Inc. under subcontract to Shannon & Wilson, Inc. during the period of May23 and 24, 2006. Borings were designated HQ-1 through HQ-6. Each boring was observed by an experienced engineer, who visually examined each sample, performed air and sample monitoring, and prepared field logs of each boring. The following sections present a discussion of the drilling and sampling procedures used in the borings. Logs of the borings are included in Appendix A. 2.3.1 Drilling Procedures The borings were drilled using a CME-85, truck -mounted drill rig equipped with mud - rotary drilling tools. Borings HQ-1 through HQ-6 were drilled to depths ranging from 20 to 65 feet. In general, the mud -rotary drilling procedure used to drill these borings consisted of drilling the formation materials and removing the cuttings by circulation of drilling mud. The 21- l-20525-W ] -R I rev I .d0c; wp.TKD 4 21-1-20525-001 SHANNON 6WILSON. INC. cuttings were deposited in a settling tank at the ground surface. The drilling mud used was a mixture of water and-baroid-zeogel (bentonite). The holes were filled with bentonite chips to seal them after each boring was completed. 2.3.2 Soil Sampling Soil sampling was generally conducted at 2.5- to 5-foot intervals, as shown on the boring logs in Appendix B. Disturbed soil samples were obtained by a split -spoon sampler used in conjunction with a penetration test. At selected locations where fine-grained soils were encountered, relatively undisturbed samples were obtained using thin -walled steel tube samplers. The field representative for Shannon & Wilson, Inc., visually classified the samples, compiled a detailed log of each boring, and returned the samples to our laboratory for further analysis and testing. 2.3.2.1 Penetration Test Sampling To obtain a disturbed soil sample, Standard Penetration Tests (SPTs) were performed in general accordance with the American Society for Testing and Materials (ASTM) Designation: D 1586, Test Method for Penetration Test and Split -Barrel Sampling of Soils (ASTM, I999). In the SPT, a 2-inch outside -diameter (O.D.), 1.375-inch inside -diameter (I.D.), split -spoon sampler is driven with a 140-pound hammer falling 30 inches. The number of blows required to achieve each of three 6-inch increments of sampler penetration is recorded. The number of blows required to cause the last 12 inches of penetration is termed the Standard Penetration'Resistance (N-value). The number of blows causing the last 12 inches of penetration is ten-ned the Standard Penetration Resistance, or blow count, N. When penetration resistances exceeded 50 to 100 blows for 6 inches or less of penetration, the test was terminated, and the number of blows recorded. The N-value is used as an indicator for the relative density or consistency of the soil, as described in Figure A-1 in Appendix A. 2.3.2.2 Relatively Undisturbed Samples In some areas, relatively undisturbed samples were obtained, and attempted, but not obtained, using a 3-inch-diameter, hydraulically pushed, thin -walled tube (Shelby tube). The hydraulically pushed, thin -walled tube samples were obtained in general accordance with ASTM Designation: D 1587, Standard Practice for Thin -Walled Tube Geotechnical Sampling of Soils (ASTM, 1999). This sampling method employs a thin -wall steel tube connected to a sampling head that is attached to the drill rods. The tube is pushed by the hydraulic rams of the drill rig into the soil below the bottom of a drilled hole and then retracted to obtain a sample. This type 21-1-20523-001-R i rev l.doc, wP-1KD 21-1-2 0525 -001 SHANNON &WILSON, INC. of tube was generally used in soft to stiff, fine-grained soils, although occasionally in stiffer soils. Because of the interlayered nature of the soft soils (sand, silt, clay, and peat), no samples of sufficient size for laboratory testing were obtained for the clay soils encountered. 2.3.3 Boring Logs The boring logs for this project are presented in Appendix A. A boring log is a written record of the subsurface conditions encountered in any individual boring. It graphically shows the geologic units (layers) encountered in a boring and the Unified Soil Classification System (USCS) symbol (for soil units) of each geologic layer. For soil layers, it also includes the natural water content (where tested), blow count, and the Atterberg limits of soil samples at various depths within the boring log. Other information shown in the boring logs is the water level observed during drilling, approximate surface elevation, and types and depths of sampling. 2.4 Potential Contamination Previous work performed at the South Baxter site indicated the presence of contaminated soils. The soils on the North Baxter site were assumed clean; however, all soil samples and drill cuttings generated by the drilling process were monitored with a photoionization detector (P1D), which measures the presence of volatile organic compounds (VOCs). Throughout the exploration process, the readings of the P1D indicated that no VOCs were present in significant amounts in the soil borings. Some potentially hydrocarbon -impacted soil was detected in test pits TP-14, TP-16, TP-18, TP-26, and TP-28_ No soil samples were obtained and no chemical analyses were performed. 2.5 Groundwater Monitoring Observation wells were not installed in our current soil borings because we had compiled a sufficient amount of information on groundwater levels from older soil borings. We expect that groundwater levels across the site will generally be controlled by the elevation of Lake Washington — approximately 20 to 22 feet. Groundwater observations noted in the boring Iogs are based on water seepage in the bore hole at the time of drilling and may not accurately reflect long-term static groundwater levels. Artesian groundwater conditions, i.e., water that is under a pressure head and flows above the ground surface, were observed in our recent boring HQ-2 and in the older soil boring, B-7, located approximately 100 feet east of the site. We observed this artesian pressure in boring HQ-2 when the borehole reached a gravel layer approximately 40 feet deep (elevation 21-1-20525-001-RIrev 1.doc!wp''LKD 6 21-1-20525-001 SHANNON &WILSON, INC. -14.5 feet). A similar water -bearing gravel layer was observed in boring B-7 at a depth of 22 feet deep (elevation 12 feet). HQ-2 was drilled into bedrock and then abandoned by backfilling with bentonite chips and grout. A vibrating -wire pressure transducer piezometer (VWP) was installed in boring B-7 to monitor artesian water pressure. The depths of the sand pack and screened interval of the observation wells and vibrating wire are presented graphically in the boring log, Figure A-11, in Appendix A. Groundwater pressure was measured at approximately 6 feet above the ground surface in boring B-7. 2.6 Downhole Seismic Testing Downhole seismic tests were performed in the previous boring B-7 (Shannon & Wilson, 2000) to measure the compressional and shear wave velocities of the soil and bedrock. Shear wave velocities in bedrock can provide useful correlations for estimating rock strength, and for site -specific seismic response analysis, if necessary. These tests were performed about 1 to 2 weeks after boring completion in a 2-inch-diameter PVC pipe that had been installed in the boring. This testing was completed by Geo-Recon International (GRl). The results are presented in Table 1. 2.7 Seismic Refraction Survey A seismic refraction survey was performed at the proposed building site on August 3, 4, and 5, 2006, by Philip M. Duoos, Geophysical Consultant, working under subcontract to Shannon & Wilson. The seismic survey consisted of three survey lines, approximately 470 to 660 feet long, extending across the building footprint. The locations of the survey lines are shown in Figure 4. The purpose of the seismic survey was to enhance our information regarding the depth to bedrock and the strength of the bedrock. Additional information on the seismic survey is presented in Appendix C. 3.0 LABORATORY TEST PROCEDURES AND RESULTS Laboratory tests were performed on soil samples retrieved from the borings. The laboratory tests were performed to provide data for the engineering studies and to classify the materials into similar geologic groups. The tests performed included classification, index, and physical soil strength tests. Classification and index laboratory tests conducted on soil samples included visual classification, natural water content determinations, grain size analyses, and Atterberg limits determinations. Physical strength tests consisted of one-dimensional consolidation. The 21-1-20525-001-RI rev [ .aoe 'm,p LKD 21-1-205 25-001 7 SHANNON 6WILSON, INC. following sections describe the laboratory testing procedures. The laboratory testing results are presented in Appendix B. 3.1 Classification The samples were classified according to a modified version of the USCS (ASTM, 2002), According to the USCS classification system, coarse -grained soils (greater than 50 percent coarser than 0.075 millimeter [mm]) generally are classified based on particle -size distribution. Fine-grained soils (greater than 50 percent finer than 0.075 mm) generally are classified based on Atterberg limits. A summary of this classification system is shown in Figure A-1. Classification of the samples was based on ASTM Designation: D 2487, Standard Test Method for Classification of Soil for Engineering Purposes, and ASTM Designation: D 2488, Standard Recommended Practice for Description of Soils (Visual -Manual Procedure). This visual classification method allows for convenient and consistent comparison of soils from widespread geographic areas. Visual classifications were checked by the results of the index testing discussed in the next section. 3.2 Water Content Determination The water content of most samples collected was determined in general accordance with ASTM Designation: D 2216, Test Method for Laboratory Detenmination of Water (Moisture) Content of Soil and Rock. The water content is shown graphically on each boring log in Appendix B. 3.3 Grain Size Analyses The grain size distribution of selected samples was determined in general accordance with the Department of the Army, Manual of Laboratory Soils Testing (2), Appendix V; Grain -Size Analysis (1986) and ASTM Designation: D 422, Standard Test Method for Particle -Size Analysis of Soils. Results of these analyses are presented as gradation curves, Figures 13-1 and B-2, Appendix B. Each gradation sheet provides the USCS group symbol, the sample description, its natural water content, and the Atterberg limits (if performed). 3.4 Atterberg Limits Determination Soil plasticity was determined by performing Atterberg limits tests on selected fine-grained samples. The tests were performed in general accordance with ASTM Designation: D 4318, Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. The Atterberg Limits include Liquid Limit (LL), Plastic Limit (PL), and Plasticity Index (PI=LL-PL). 21-1-20525-001-R l rev I. do -. wp LKD 21 -1-20 5 2 5 -001 SHANNON 6WILSON. INC. The results of these tests are shown graphically on the boring logs in Appendix B, and plotted on Plasticity Charts presented in Figure B-3, Appendix B. 3.5 One-dimensional Consolidation One-dimensional consolidation tests were performed on two relatively undisturbed samples in general accordance with ASTM Designation: D 2435-80, Standard Tests Method for One - Dimensional Consolidation Properties of Soils. The specimens were incrementally loaded using fixed -ring consolidometers, with each load increment approximately doubling the previous load, to a maximum stress detennined based on estimated in situ stresses. The results of consolidation tests are presented in Figures B-4 through and B-7. 4.0 GEOLOGY AND SUBSURFACE CONDITIONS The geology and subsurface conditions for the project area were determined based on the geologic field reconnaissance, current and previous borings, and published geologic data. The following sections discuss the regional and site geology and the subsurface conditions encountered in the field explorations. 4.1 Regional and Site Geology The site lies in the middle portion of the Puget Lowland, an elongated topographic and structural depression filled with a complex sequence of glacial and nonglacial sediments that unconformably overlie Tertiary bedrock. In general, the total thickness of the Quaternary -age basin fill varies from zero in scattered locations south of the Seattle Fault zone to greater than 3,000 feet north of the fault. Published isopach maps indicate that the depth to bedrock is greater than 50 meters throughout the site (Wong, et al., 1999). However, based on the field explorations, the depth to bedrock in the middle portion of the proposed building site is as shallow as 17.5 feet (boring HQ-4). The soils deposited during and after the most recent glaciation of the central Puget Lowland dominate the surface and subsurface geologic conditions in the project area. These soil deposits are highly interwoven by repeated sequences of deposition and mass wasting such as erosion and landsliding. The following sections describe the site geology in more detail and refer primarily to Figures 3 through 7. 21-1-20525-001-Rl revl.doc4p�LKD 9 21-1-20525-001 SHANNON 6WILSON. INC. 4.1.1 Seattle Fault The Seattle Fault is a collective tem} for a series of four or more east -west -trending, south -dipping fault strands underlying the Seattle area. The southernmost mapped strand of the Seattle Fault is the closest known fault to the Seahawks Headquarters and Practice Facility (Figure 3). This thrust fault zone is approximately 2 to 4 miles wide (north -south) and extends froze the Kitsap Peninsula near Bremerton on the west to the Sainmamish Plateau east of Lake Sammamish on the east. The four fault strands have been interpolated from overwater geophysical surveys (Johnson, et al., 1999) and, consequently, the exact locations on land have yet to be determined or verified. Recent geologic evidence suggests that movement on this fault zone occurred as recently as 1,100 years ago. Another significant geologic feature that is relatively close to the project site is the Mercer Island sunken forest. The sunken forest is a large (several hundred feet wide by several thousand feet long) intact block of glacially deposited soils that reportedly slid down towards the southeast from the Mercer Island uplands during a strong -motion earthquake about 1,100 years ago. (Jacoby, et al., 1992). The mapped outline of this submerged soil block extends from approximately one-fourth to one-half the distance between Mercer Island and the eastern shore of Lake Washington where the project site is located. 4.1.2 Tertiary Bedrock Bedrock, consisting primarily of andesite, sandstone, and siltstonc, outcrops sporadically within and to the south of the Seattle Fault zone; however, north of this, Tertiary bedrock is buried by 1,000 to 3,000 feet of glacial and nonglacial sediments. Bedrock at the subject site consists of weathered to highly weathered andesite (a volcanic rock) from the Tukwila Formation (Yount and Gower, 1991). A map showing the approximate elevation of bedrock at the subject site (based on the soil borings where it was encountered and geophysical survey data) is shown in Figure 4. The bedrock is located at relatively shallow depths (17 to 20 feet) in the middle of the proposed building site. It appears to slope down to the east and west and, based on boring B-7, rises up along the east side of the site. 4.1.3 Fill Deposits Surficial fills are present across the subject property. They appear to have been placed during multiple periods of site work related to past industrial uses of the site including construction of access roads. They include a wide range of materials, such as sand and gravel, asphalt pavements, oil and stone pavements, clean sand and gravel, silty sands and gravels, sand 21-1-20525-001-R I reu 1.doc'wp, LKb 10 21-1-20525-001 SHANNON 6WILSON, INC. mixed with organics (topsoil), and wood chips. There is significant variability in the composition of fills over the surface of the property. Many of these fills have not been placed and compacted as engineered fills and, as such, can be relatively loose or soft and potentially unstable under heavy equipment traffic loads. Other areas, such as gravel backfilled pits within the South Baxter area and access roads that extend across the property, appear to have been reasonably well constructed with compacted aggregates. 4.1.4 Holocene Deposits Holocene (post -glacial) deposits are ubiquitous throughout the project area. They include alluvium (Ha) and depression fillings (HI or Hp). These soils have not been glacially overridden. As such, they are typically loose to medium dense or soft to stiff. Alluvium is deposited along the major rivers and creeks, such as May Greek, which is located south of the subject property. Alluvial deposits on the property are associated with flooding and sediment deposition from May Creek. These soils generally consist of loose to medium dense, silty fine sand and sandy silt. Alluvial layers are not laterally continuous across the site and are frequently interfingered with layers of soft depression filling soils, such as peat, clay, and silt. Depression filling materials consist of very soft peat and organic silt and clay that are interbedded with loose, silty, fine to medium sand (alluvium). The thickness of the depression fill layers generally ranges from 10 to 30 feet across the site but is not present below the northeast corner of the building site (11Q-1). Depression fill deposits were likely deposited in relatively still water of Lake Washington when this portion of the May Creek delta was submerged. Upon emergence of the delta to a subareal condition (possibly due to tectonics), a series of ponds and bogs formed in the depressions of the delta. Subsequent alluvial deposition covered the depression fill layers. 4.1.5 Vashon Glacial Deposits Glacial geologic units within the project area were laid down during the Vashon Stade of Fraser Glaciation, between about 17,000 and 13,500 years ago (Waldron, et al., 1962; Booth, 1987). The four members of the Vashon Stade are, from oldest to youngest, the Lawton Clay, Esperance Sand, Vashon Till, and Vashon recessional outwash. These units comprise most of the ridges and uplands in the Seattle area. Approximately 3,000 feet of Vashon Stade ice overrode the lowest three members. This ice did not override the recessional outwash. 21-1-20525-001-Rlrevl doaiwp-Lxn 21-1-20525-001 11 SHANNON &WILSON, INC. The Lawton Clay (Qvgl), a glaciolacustrine deposit, was laid down in a lake that formed as the glacial ice advanced southward from British Columbia and blocked the Strait of Juan de Fuca. The unit consists of laminated and massive silty clay and clayey silt with scattered fine sand lenses. It is stiff to hard from having been glacially overridden. Because of its consistency and fine-grained nature, it is relatively impervious to groundwater flow, and groundwater tends to perch on top of its upper surface and become confined below. A significant thickness of this deposit was encountered in soil borings on the north and east side of the building site (HQ-1, SWB-lA, B-17, and B-18). The Esperance Sand (Qva), a glaciofluvial advance outwash, was deposited by streams issuing from the Vashon glacier as it advanced southward. It is comprised chiefly of fine to medium sand that is locally gravelly. Locally, it also contains silt layers and pockets and discontinuous layers of gravel. It is very dense and pervious with groundwater normally flowing freely through this soil. This deposit was not identified in borings at the subject property. Vashon Till (Qvt) was deposited beneath the Vashon Stade ice- It is also known locally as "hardpan." It is normally a gravelly, silty sand or a gravelly, sandy silt with scattered cobbles and boulders. It is very dense (one of the most compact soils in the world) and relatively impervious. We did not encounter Vashon Till in borings at the subject property. Vashon recessional outwash (Qvro) was deposited by streams issuing from the Vashon glacier as it receded or wasted. It is relatively pervious and loose to medium dense, not having been glacially overridden. Recessional outwash is also commonly associated with other recessional deposits such as lee -contact deposits (Qvri) and ablation till deposits (Qvat). Ice contact deposits, consisting of medium dense to very dense, silty, sandy gravel, were encountered in several soil borings on the site just above the bedrock surface. In general, recessional outwash deposits are relatively thin and discontinuous on the subject property. 4.2 Subsurface Conditions The subsurface conditions at the subject site are difficult to -describe in general terms because of the high degree of variability in both the bedrock surface and the overlying sediments in the vertical and lateral directions. Based on the data from soil borings and test pits, we have developed Generalized Subsurface Profiles A -A', B-B', and C-C' for three lines extending across the Headquarters/Practice Facility site. The locations of the three profiles are shown in the Site and Exploration Plan. Figure 2. The subsurface profiles are presented in Figures 5, 6, 21-1-20525-001-RI rCvLdociwR-LKD 12 21-1-20525-001 SHANNON 6WILSON, INC. and 7. These Generalized Subsurface Profiles illustrate the large range of soil layers and bedrock elevations that underlie the proposed building and practice held sites. In general, the north side of the Baxter site (the proposed Headquarters and Indoor Practice building), is underlain by a surface crust of man-made fills followed by very soft to stiff, fine- grained, depression fill sediments (silt, clay and organic peat) and loose to medium dense, coarse -grained, alluvial sediments (sands and gravels) to depths ranging from 17 feet to 58 feet. Weathered andesite bedrock underlies these sediments. The subsurface conditions below the northeast corner of the building site are significantly different than the conditions below the rest of the building footprint in that the northeast corner contains a 55-foot-thick deposit of stiff to very stiff silt and clay (Qvgl) overlying the bedrock, as shown in the log of boring HQ-1, Figure A-2. The proposed outdoor practice fields, to the south of the Headquarters building site, are underlain by a surficial layer of fill placed over soft to stiff and loose to very dense sediments encountered to depths greater than 80 feet. The fill layer is highly variable in both consistency and composition. Bedrock below the South Baxter area was encountered in one boring (SWB-2) at a depth of 98 feet and is expected to be much deeper farther to the south. No other borings on the South Baxter area encountered bedrock within the depths drilled. 5.0 ENGINEERING CONCLUSIONS AND RECOMMENDATIONS 5.1 General For geotechnical design purposes, we recommend that the bedrock be considered the most consistent and reliable geologic material at the site because it was encountered in all of our borings at the proposed building location, and it provides a relatively competent bearing layer for foundation support. The elevation of the bedrock surface is highly variable across the proposed building footprint due to its tectonic origin. We observed significant changes in bedrock elevation over relatively short distances in both the soil borings and the geophysical survey. We have prepared a Top of Bedrock Elevation Contour Map — Figure 4, to assist the Owner and design team in design and estimating. Please note that local anomalies in the elevation of the bedrock surface are likely. The estimated elevations shown in Figure 4 should be confirmed in the field during construction. We recommend that a representative of our firm be present during shaft drilling to determine if sufficient bedrock embedment has been achieved. 21-1-20525-001-RImvl _fbcwp/LKB 13 21-1-20525-001 SHANNON &WILSON, INC. Based an our current understanding of the proposed project and on the results of our geotechnical studies, we have developed geotechnical recommendations for design and construction of the proposed Headquarters Building and Practice Facility. The following sections provide recommendations for seismic design considerations, foundation design and other pertinent geotechnical design and construction issues. 5.2 Earthquake Engineering and Geologic Hazards 5.2.1 Design Ground Motions We understand that the seismic design of the facilities will be in accordance with the International Build Code (IBC) 2003. Computation of forces used for seismic design for this code is based on seismological input and site soil response factors. The seismological inputs are short period spectral acceleration, Ss, and spectral acceleration at the 1 second period, Si, shown in Figure 1615 in the code. Ss and Si are for a maximum considered earthquake, which correspond to ground motions with a 2 percent probability of exceedance in 50 years or about a 2,500-year return period (with a deterministic maximum cap in some regions). The mapped Ss and S, values in the vicinity of the project are 1.42g and 0.48g, respectively. The liquefaction hazard calculations, discussed in the following section of this report, indicate that some of the site soils are potentially liquefiable. Subsurface conditions with potentially liquefiable soils correspond to site class SF. For SF sites, the code requires a site - specific ground response evaluation for structures with periods greater than 0.5 second. For structures with periods less than 0.5 second, the code allows for seismic design based on a site class determined without regard to liquefaction. Based on the subsurface explorations at the site and without regard to liquefaction, it is our opinion that the site is best classified as SD. Therefore, Site Class SD may be assumed for preliminary seismic design of structures with periods less than 0.5 second. The Fa value corresponding Site Class SD and Ss of 1.42g is 1.0. The Fv value corresponding to Site Class SD and S, of 0.48g is 1.52. The Site Class should be reviewed and revised if appropriate. A site -specific response analysis may be appropriate if the structural period of the building is greater than 0.5 second. The effects of liquefaction on site stability and foundation capacity and settlement have been considered and are presented in the following sections of this report. 21-1-20525-001-Rlrev] doc,,wp LKD 21-1-20525-001 14 SHANNON 6WILSON, INC. 5.2.2 Earthquake -induced Geologic Hazards Earthquake -induced geologic hazards include landsliding, fault rupture, settlement, and liquefaction and its associated effects (loss of shear strength, bearing capacity failure, loss of lateral support, ground oscillation, slumping, and lateral spreading). The principal hazards at the subject site include liquefaction and its associated affects and to a lesser extent, fault rupture. The following provides a brief discussion of these hazards. 5.2.2.1 Ground Surface Fault Rupture The project site is located in the southern portion of the ground surface rupture/deformation zone associated with the east -west -trending Seattle Fault. While there are various proposed structural models of the Seattle Fault Zone, they are generally consistent in that the Seattle Fault is characterized as a south -dipping reverse fault. Based on analyses of marine seismic and aeromagnetic geophysical measurement by the U.S. Geological Survey (Blakely, et al., 2002; Johnson, et al., 1999), the Seattle Fault Zone is mapped as an approximately 4- to 8-kilometer-wide zone (north -south) with at least four east -west -trending fault splays in the near surface. Based on Blakely et al. (2002) the project site is adjacent (north) to the southernmost splay (see Figure 3). The locations of individual splays near the site have not been mapped from nearby topographic features but rather from general interpolations/extrapolations between geophysical features and anomalies. As such, there is significant uncertainty in the locations of splays near the site. Furthennore, while faults and fault splays are often shown as a single line on a map, surface fault rupture may occur anywhere in a zone near a mapped fault. Consequently, based on the distance of the project site from the mapped fault splays, the potential for surface fault rupture within the area of the project site may be considered moderate, in our opinion. 5.2.2.2 Liquefaction The proposed building site is located on Holocene deposits that include relatively loose sands, which are potentially liquefiable under the design ground motions. The effects of liquefaction may include loss of bearing capacity for shallow foundations, reduction in lateral and vertical capacities of deep foundations, ground surface settlements, lateral spreading and embankment instability, or slumping. Specifically, using the semi -empirical procedures by Tokimatsu and Seed (1987), data from some boring logs indicate liquefaction -induced ground 21-1-20525-001-RIrev 1.doc,wp,'LKD 15 21-1-20525-001 SHANNON 6WILSON, INC. surface settlements may be up to I V2 feet; however, settlements on the order of 3 to 4 inches are more typical. Lateral spreading and local instability along the shoreline should be expected. Using the empirical relationships by Youd, et al., (2002) ground surface lateral spreading is estimated to be about 2 to 8 feet along the west side of the proposed structure and decrease to generally 1 inch or less beneath the center. Lateral spreading is not expected to occur under the eastern half of the building footprint. Two frequently employed approaches to mitigate liquefaction include improving the subsurface soils to eliminate the potential for liquefaction or using deep foundations to resist displacements and induced lateral loads. Ground improvement at the project site would likely involve installation of deep stone columns. These could be designed to replace some portion of the loose, liquefaction -prone soils; however, they would not provide a reliable foundation upon which to support the building because of the presence of highly compressible peat and clay layers that would not be improved by the stone column process. In our opinion, much of the effects of liquefaction on the proposed structures could be mitigated at this site by the use of deep foundations (e.g., drilled shafts) bearing in rock below the potentially liquefiable Holocene soils. Surface settlements and lateral displacement caused by liquefaction could cause damage to structures and buried utilities that are not supported on deep foundations. Recommendations for deep foundation vertical and lateral capacities that include the effects of liquefaction and lateral spreading are provided in subsequent sections of this report. 5,3 Geotechnical Design Based on the subsurface conditions encountered in the explorations, we do not recommend use of spread footing foundations bearing on unimproved ground or preloaded unimproved ground because of the presence of soft, compressible peat and clay/silt layers and the difficulty associated with effectively preloading these soil layers. We recommend that the proposed Headquarters and Indoor Practice structure be supported on deep foundations. Alternate foundation support schemes are also presented. Deep foundations should be installed to bear in the andesite bedrock that underlies the site at varying depths. Estimated bedrock elevations across the project site are presented in Figure 4. We have considered the following deep foundation alternatives for use on this site: 21-1-20525-001- R I revl .docr wp� LKD 16 21-1-20525-001 SHANNON 6 WILSON. INC. ► Driven steel pipe or beam sections ► Micropiles ► Augereast Piles ► Drilled Shafts The presence of bedrock can range from highly weathered to unweathered; thus, driven steel pipe piles would be susceptible to damage during driving, in our opinion. Also, steel pipe piles would probably not achieve adequate penetration into the bedrock to develop lateral moment resistance or fixity, and could be deflected off alignment by the bedrock surface. Steel H-sections, equipped with a hardened driving tip also to penetrate the bedrock, would be more successful in achieving required embedment but also have limited moment resistance (stiffness) and would be relatively expensive for the vertical capacity developed. Similarly, micropiles could be installed to adequate penetration into the bedrock but also have limited moment resistance. It is likely that groups of steel piles or micropiles would be needed under each building column to develop adequate vertical and lateral capacity. Micropiles also tend to be more costly than drilled shafts or piles. Augereast piles at this site are not recommended because they are not likely to achieve sufficient penetration into the bedrock bearing layer. In our opinion, drilled shaft foundation construction methods will be capable of achieving penetration into the bedrock bearing layer and developing adequate vertical and lateral resistance capacity, including lateral spreading after a strong ground motion earthquake. Thus, we recommend that drilled shafts be used to support the proposed buildings. Traditional methods of shaft drilling under wet soil conditions, such as advancing a casing to maintain an open hole and cut off groundwater flow, use of an appropriate slurry, and drilling with both soil and bedrock cutting tools, will be required. Alternate foundation support schemes other than deep foundations that may be considered at this site could be one or a combination of the following: stone columns, earthquake drains, soil cement mix columns, surcharge with fill, or improving near -surface soils with cement and reinforcement with geogrids supported on reinforced subsoils. There are two critical design issues to consider at this site: liquefaction potential and lateral spreading. As mentioned in Section 5.2.2.2, stone columns replace by densifying, thus, stiffening liquefaction -prone granular soils, which would be one method to mitigate liquefaction. Alone, however, they would not provide the necessary capacity to support 500- to 1,000-kip vertical axial loads in the peat and soft clay soils. These soils do not produce sufficient lateral confinement at depth to support the stone columns and prevent column bulging and necking. Under these conditions, cement would likely need to be added to the stone to increase stiffness. Alternatively, soil mixing cement 2 S-1-20525-001-R l rev l .doe-w p.''LKD 21-1-20525-001 17 SHANNON &WILSON. INC. columns installed with single or multiple hollow -stem augers could be considered. A soil - cement replacement volume of 25 to 40 percent would be required to support vertical column loads. A combination of soil -cement mix columns, stone columns, and earthquake drains (vertical geotextile strips) between soil -cement elements may be another alternative. To mitigate lateral spreading into the lake, a reinforced soil block column of soil cement elements 20 to 30 feet wide, extending into dense, non -liquefiable soils, would be needed. Ground improvement techniques described above are proprietary systems designed and built by experienced geotechnical specialty contractors. They would propose, design, and develop cost estimates in coordination with Shannon & Wilson and the design team and owner. We can provide additional review of this alternative at the Owner's request. 5.3.1 Drilled Shaft Foundation Design Based on the estimated column loads provided by the project structural engineer, we have considered 24-inch, 30-inch, and 36-inch-diameter shafts as potential drilled shaft sizes. Single interior and exterior column loads are expected to be about 400 to 1,000 kips, respectively. We assume the shafts may be designed to resist lateral loads of 40 kips or less. The following sections present recommended penetration depths for various axial capacities, lateral resistance estimates, and estimated settlements for drilled shafts. Construction considerations for drilled shafts are provided in Section 7.0. 5.3.1.1 Axial Capacities With the exception of the northeast corner of the building, settlements of the peat and alluvium layers due to site grading (filling) and seismic ground motion could result in downdrag loading conditions on drilled foundation shafts. Vertical building and downdrag loads will be resisted by end bearing at the tip of the shaft and by side friction. The estimated downdrag values and allowable vertical capacity versus depth of embedment into the bedrock bearing layer are graphically presented on the shaft capacity plot titled, "Estimated Axial Capacity of 2-ft Diameter Shaft" (Figure S) and in Figure 9 for 2.5-foot-diameter shafts. Note that these figures are based on subsurface conditions below the southwest and northeast corners of the proposed building. The conditions represented by boring HQ-1 can be assumed to be present under the portion of the building extending 100 feet south and 100 feet west from the northeast corner. The soils at the location of boring HQ-3 are generally representative of worst - case soil conditions at the building site. The required embedment into bedrock for various 21-1-24525-001-RI revl.dac,1wp1LKD 18 21-1-20525-001 SHANNON &WILSON, INC. diameter shafts can be determined using an allowable tip bearing pressure of 50 kips per square foot (ksf) and an allowable skin friction of 3 ksf in bedrock. These values are based on the assumption that approximately 1/2-inch of shaft settlement will occur, which will result in about 50 percent of the ultimate end bearing capacity to develop. We have included a factor -of -safety of approximately 2.0 on the skin friction value given above. Additionally, note that the stiff to very stiff silt present below the northeast corner is capable of providing 0.5 ksf skin friction resistance. Downdrag loads due to soft/loose soil consolidation will be accommodated by the factor -of -safety used in the shaft design values presented above. The required embedment depth into bedrock may be controlled by the need for fixity against Iateral forces. Additional analysis by the structural engineer will be needed to ascertain the required shaft embedment depths. Our analyses were performed for a single shaft without a reduction of axial capacity due to group effects. If more than one shaft is to be used under building columns, we recommend that the shafts be placed no closer than three shaft diameters, measured center -to - center. At this spacing, a group reduction factor is not warranted when estimating group axial capacity. 5.3.1.2 Lateral Resistance of Deep Foundations Lateral resistance analyses were performed for a 30- and 36-inch-diameter shaft to assist the structural engineer in design of the foundation system. Our analyses of lateral forces acting on the pile/shaft heads were performed using the commercial computer program LPILEPLUs 4.0 by Reese, et al. (2002). This software generates discrete load -deflection (p-y) curves to estimate deflection of the pile/shaft and distribution of moments and shears along the length of the pile/shaft. A summary of the various soil layer properties used in our analyses is presented in Table 2. Analyses were performed using a single soil profile (HQ-3) for the project site. We assumed that soils at the southwest corner of the building site will be representative of worst - case conditions. The shafts at the structure were assumed to have a top elevation of about 22 feet. We assumed the following design parameters for the shaft lateral resistance analysis: 21-1-20525-001-Ri rev1.docrwPTK1J 21-1-20525-001 19 SHANNON MLSON, INC. Modulus of elasticity of reinforcing steel = 29,000 kips per square inch [ksi] ► Modulus of elasticity of concrete = 4,000 ksi ► Axial load = 525 kips for exterior columns P. Lateral force at the top of shaft is 50 kips for 36-inch shafts, 40 kips for 30-inch shafts P. Two-1/-inch concrete cover over reinforcing steel ► Fixed -head conditions for drilled shafts The lateral load was applied as a static load. Shaft performance was analyzed using a constant EI (Modulus of Elasticity and Moment of Inertia) for "Uncracked" concrete conditions. The results of our LPILE analyses are presented graphically in Figures 10 and 11, Sheets 1 and 2. Note that Figures 10 and 11 present four different possible loading conditions: ► Lateral load only without liquefaction ► Lateral load with liquefaction Liquefaction with subsurface horizontal forces due to lateral spreading ► Lateral load with both liquefaction conditions and lateral spreading conditions We recommend that the structural engineer determine which of these loading scenarios is prudent for design. Additionally, earth pressure and moment forces due to lateral spreading are only expected to affect the drilled shafts on the western half (approximate) of the proposed building. Drilled shafts located near boring SWB-lA (see Figure 2) and to the east are not expected to experience liquefaction -induced lateral spreading forces. 5.3.2 Lateral Earth Pressures on Buried Structures The lateral pressures against a buried wall are dependent upon many factors, including surcharge loads, the type of adjacent native soil, drainage provisions, and whether or not the wall can yield or deflect laterally or rotate at the top during and after excavation. If the wail is free to yield at the top an amount equal to approximately 0.001 times the height of the wall, the soil pressures will be less (active case) than if this amount of movement is not allowed due to stiffness or resistance of the wall (at -rest condition). Rigid permanent walls at the site should be designed to resist an "at -rest" lateral earth pressure based on an equivalent fluid unit weight of 55 pounds per cubic foot (pcf). Temporary cantilevered walls allowed to deflect laterally or rotate at the top should be designed using active 21-1-20525-401-Rlrevl.doc'kP LKD 20 21-1-20525-001 SHANNON &WILSON, INC. earth pressures based on the equivalent fluid unit weight of 40 pcf, assuming they are backf lled with free -draining granular soils with a level ground surface behind the wall. The total active earth pressure should be increased for seismic loading conditions using a dynamic load increment equal to a percentage of the total static active and "at -rest" earth forces. The percentage increases for the active and "at -rest" earth pressure conditions are 35 and 20 percent, respectively. This percent load increment should be applied as a uniform load to the wall, with the resultant force acting at the midpoint of the wall height. A percentage load increase for seismic conditions is consistent with a pseudo -static analysis using the Mononobe- Okabe equation for lateral earth pressures and a horizontal seismic coefficient of 0.16g. The horizontal seismic coefficient is not necessarily equivalent to the peak ground acceleration at the site. The magnitude of this coefficient accounts for the fact that the peak ground acceleration is experienced only a few times within the record of earthquake shaking, and that the actual earthquake ground motion is cyclic in nature, as opposed to a static force. Values of the horizontal seismic coefficient are typically one-third to one-half the value of a peak ground acceleration of 0.48g that may be experienced at the site. These pressures are based on the assumption of drained conditions behind the wall and a horizontal backfill surface. It may be found that this increase in the lateral earth pressures during earthquake loading can be accommodated by the 33 percent capacity increase that is allowed in the strength of structural members by the Uniform Building Code (UBC). Therefore, walls that are adequately designed for static loads may be capable of withstanding the combined effects of static and earthquake loading during the design earthquake. 5.3.3 Lateral Resistance Against Pile Caps and Grade Beams Lateral forces will be resisted by shaft foundations and by passive earth pressures acting against buried portions of the structure. Frictional resistance against the base of pile caps and grade beams should be neglected. The magnitude of passive earth pressure acting against pile caps and grade beams depends on the method of placement and degree of compaction of backfill, its lateral extent, the type of material, groundwater elevation, and lateral deflection of the pile cap or grade beam. We recommend that passive earth pressure resistance in backfill be estimated using an equivalent fluid pressure {EFP} of 350 pcf, assuming that the structure is above the groundwater table. This EFP value includes a factor of safety of 1.5 to limit deflection and is based on the following assumptions: 21-1-20525-001-RITev] doe/wp/LKa 21-1-20525-001 21 SHANNON 6WILSON, INC. ► The pile cap or grade beam extends at least 24 inches below the lowest adjacent grade. ► The backfill providing passive resistance is structural fill consisting of reasonably well -graded sand, sand and gravel, or crushed rock, free of organics and debris, with a maximum particle size of about 3 inches. It should contain not more than 15 percent fines by weight, based on wet -sieving the soil fraction passing the 3/-inch sieve. Fines should be nonplastic. 30. Structural fill and backfill are compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557, Method C or D). The compacted structural backfill should extend horizontally in the direction of movement a distance equal to at least 1'/2 times the embedment depth. ► The grade beyond the pile cap or grade beam is horizontal in the direction of movement to a distance equal to at least 2 times the embedment depth. 5.3.4 Floor Slab and Pavement Design Because of the likelihood of future settlements below the building, floor slabs for the proposed structure should be structurally supported with loads transferred into the drilled shaft foundations. The condition of the subgrade beneath a structurally -supported floor slab is not as critical as for a slab -on -grade, sports field section, or pavement. Thus, for the building floor slab we recommend that the surface soils be stripped of organics, grass sod, trees, and brush and then filled to slab elevation with a free -draining sand and gravel fill (pit -run). This sand and gravel layer should be compacted to at least 90 percent of its maximum dry density. The soils across the site consist of variable thicknesses of granular fill or organically rich topsoils underlain by loose or soft fill and native soils. Site grading will require both cuts and fills. We anticipate that the subgrade soils beneath the driveways, parking lots, and practice field areas will consist of both competent soils and non -competent soils. A field determination regarding suitability of the subgrade will have to be made during clearing and grading operations. We recommend that all surface organics, grass sod, trees, brush, and deposits of wood chips be removed from areas that will receive fill and all areas where driveways and practice fields will be located The South Baxter area contains zones of soils that were treated to mitigate hazardous materials (ISS zones), areas where contaminated soils were removed and replaced, and other areas that contain both suitable fill and unsuitable fill. ISS zones, gravel backfill zones, and suitable fill zones will provide adequate support for the proposed practice field sections without any stripping required. Overexcavation and replacement of deeper organic 21-1-20525-001-Rl revl.aoc.wp/I.KD 21-1-20525-001 22 SHANNON &WILSON, INC. deposits will be required in localized areas, especially at the proposed artificial turf field where over 3 feet of decomposing wood chips was detected (see TP-13, Figure A-20). Because of the relatively high water table at the site and the tendency for water to perch above some of the surficial fill layers, we recommend that a 6-inch capillary break layer be included under all practice fields, both indoor and outdoor, and under the office building floor slab. It is especially important to include a capillary break section beneath the outdoor practice fields within the South Baxter area because of the potential for capillary rise of high pH water from the existing soils. The capillary break should consist of a minimum 6-inch-thick layer of washed, rounded, or angular gravel. The gravel should be uniformly graded, i.e., predominantly of one size, and have a maximum size of 3/ inch and less than 3 percent fines passing the No. 200 sieve. The gravel should be compacted to a dense and unyielding condition with at least two passes of a vibrating plate compactor or smooth -drum roller. Angular gravel can provide a firmer working surface than rounded gravel. Prior to placing the gravel, the exposed subgrade surface should be compacted as needed to achieve a dense, unyielding condition and should be evaluated by a representative of our firm to confine that it is suitable for support or the overlying field sections, or floor slab. A moisture vapor barrier consisting of 6-mil plastic sheeting should be placed above the capillary break in all heated spaces such as the office building main floor. In general, after stripping sod and organic topsoils from the proposed pavement areas, loose to dense, silty sand will be exposed at the pavement subgrade elevation. Elsewhere, the pavement subgrade will be compacted structural fill imported from off site or other portions of the site We recommend that pavement subgrade soils be systematically proof -rolled and compacted after excavation to subgrade elevation in order to identify areas of soft, wet, organic, or unstable soils. Proof -rolling should be accomplished with a heavy vibratory roller, front -end - loader, or loaded dump truck (or equivalent) making systematic passes over the site while being observed by a representative of the geotechnical engineer. In areas where unstable and/or unsuitable subgrade soils are observed to be present, these soils should be overexcavated to approximately 12 inches below final subgrade elevation and replaced with densely compacted, clean, structural fill. If a significant thickness of very soft, unstable subgrade soil is exposed, it may be necessary to install a subgrade reinforcement geogrid prior to placing structural fill. Exterior concrete slabs and asphalt/concrete pavements constructed over proof -rolled and compacted subgrades, as specified above, could be designed for a California Bearing Ratio (CBR) of 10. They should also be designed for frost protection consisting of at least 12 inches of pavement, base course, and/or granular subbase between the subgrade soils and the top of the 21-1-20525-001-R1rev1 aodwp LKn 21-1-20525-001 23 SHANNON 6WILSON, INC. pavement. The base course and granular subbase should be non -frost -susceptible and contain not more than 7 percent fines (material finer than a No. 200 U.S. standard sieve). Crushed rock materials with less than 10 percent non -plastic fines are also regarded as non -frost -susceptible. Subbase fills should meet the gradation requirements of WSDOT Standard Specification 9-03.14(1), Gravel Borrow. Subbase should be compacted to at least 95 percent of the maximum dry density, as determined by the modified Proctor compaction test (ASTM D 1557). Base course under pavements should consist of clean, pit -run sand and gravel; well -graded crushed rock; or a blend of commercial rock products conforming to the WSDOT specifications for Crushed Surfacing, Specification 9-03.9 (3). The base course layer should be compacted to at least 98 percent of the maximum dry density, as detennined by the modified Proctor compaction test (ASTM D 1557). A typical standard -duty (lightweight) pavement section that we have used on similar projects consists of 2.5 inches of Grade B asphalt concrete surfacing, 4 inches of base course and 4 inches of subbase. A heavy-duty pavement section consists of 4.5 inches of Grade B asphalt concrete surfacing, 6 inches of base course and 4 inches of subbase. Sidewalks could consist of 4 inches of Portland cement concrete over 4 inches of base course. A concrete pavement section could consist of 6-inches of reinforced concrete over 4 inches of base course. We recommend that these typical sections be used for pavements on this project. 5.3.5 Grading and Estimated Settlements Exterior pavements and the practice fields will be constructed with new fills placed above existing fill soils to raise the grades. The grading plans that we reviewed indicate that the grades of the practice fields and the west side of the proposed building will generally be raised by 1 to 4 feet with isolated depressions, such as the ditch near the proposed entry driveway, to receive up to about 7 feet of fill. This amount of fill could result in 2 to 4 inches of settlement at the practice fields due to consolidation of the underlying layers of soft peat, clay, and silt. We expect that approximately 70 to 80 percent of the ultimate settlements would occur over a period of 6 to 8 months after the new structural fill is placed. An option to accelerate the consolidation process and decrease the potential for differential settlement would include preloading the filled areas and allowing the preload to settle for a period of up to 6 months (possibly longer if settlement monitoring data indicates ongoing primary consolidation of a significant rate). The preload fill thickness, if used, should be approximately 150 percent of the fill thickness needed to achieve design grades. Settlement of the preload would be monitored using settlement plates installed on a grid pattern with 100-foot, center -to -center spacing. The time required to achieve adequate 21-1-20525-001-RIrevI.6oc-wp;LKD 21-1-20525-001 24 SHANNON &WILSON, INC. preloading will vary from one area of the site to another depending on the thickness of new fill being placed and the thickness of compressible soil layers beneath the site. The proposed grading at the BNSF railroad crossing is not expected to cause significant settlement of the railroad embankment. We understand, based on discussions with the design team, that the preload option is relatively costly and time-consuming. Therefore, we have developed recommendations for an alternate method to reduce settlement impacts. 5.3.6 Alternative Settlement Mitigation An alternative to preloading the practice fields to mitigate some differential settlement would be to amend the on -site or imported fill soils with cement. We recommend at least two 12-inch-thick soil -cement layers with a geogrid between each layer. There should be at least 24 inches of amended soil beneath critical piping such as `collectors," likely requiring total thicknesses in excess of 24 inches at lower outfall invert elevations. Refer to Section 5.4.1 for geogrid reinforcement recommendations. We estimate practice field settlements of 2 to 4 inches with placing 3 to 4 feet of fill to raise field elevations. By improving subgrade soils with soil cement and geogrid reinforcement, settlements would be reduced by 25 to 35 percent, or to a total of 1.5 to 2.5 inches. Approximately 70 to 80 percent of this settlement would occur over a period of 4 to 6 months, with the remainder occurring over a period of 3 to 6 years at an ever -decreasing rate. We expect this magnitude of settlement could be tolerated by field maintenance personnel and the field raised or re -leveled periodically, say every 2 to 5 years. Field subdrain systems would also be subject to a similar magnitude of settlement and may require replacement or maintenance over the life of the system. Where proposed field elevations allow, soils at existing grade would be amended (mixed and treated) with cement; otherwise, fill could be placed, and cement could be spread, mixed, and compacted. (Alternatively, imported fill could be mixed on site with a pug -mill and spread with dump trucks or other equipment.) The soil -cement process would be as follows: ► Add or spread 4 to to percent cement (based on a dry weight of soil) per cubic yard to the exposed, stripped surface. This corresponds to approximately 5 to 8 pounds of cement per cubic yard. ► Thoroughly mix the cement and soil to a depth of 10 to 12 inches. 21-1-20525-001-RI rev 1.doc� piLKD 25 21-1-20525-001 SHANNON €+WILSON, INC. ► Compact the treated soil with at least three complete coverages of a vibratory drum roller (minimum 10 -ton static weight). ► Place geogrid reinforcement in accordance with manufacturer's recommendations. ► Place 12- to 14-inch lift of stockpiled on -site material or imported fill across the treated area and repeat the first three steps. Cement spreading equipment must be capable of spreading a known quantity (weight) of cement at a uniform thickness in order to process the required cement quantities. Equipment to be used must thoroughly mix the cement with the soil. A minimum soil/cement mixture depth of 12 inches is required. The advantages of soil -cement treatment are that work can proceed in wet weather, less compactive effort is required; on -site soil with high percentages of fines can be used, and the subgrade will be stiffer and stronger than compacted structural fill. Non -hazardous, contaminated, on -site soil can be amended with cement and recompacted. Grass sod, wood chips, trees, and brush should be stripped and grubbed from the site prior to spreading cement or placing cement -mixed soil. 5.3.7 Drainage To promote surface water drainage, provisions should be made to direct it away from structures and prevent it from seeping into the ground adjacent to the structures or excavations. The ground surface should be sloped away, and surface and downspout water should not be introduced into site back -fill. Surface water should be collected in catch basins and, along with downspout water, should be conveyed in a nonperforated pipe (tightline) into an approved water treatment facility or discharge point. Catch basins or other drainage facilities should be located as designed by the project civil engineer. We recommend that a perimeter foundation drain be installed along the perimeter grade beams along the outside of the building. The footing drain should consist of a 4-inch (minimum) -diameter perforated pipe bedded in clean, washed pea gravel. It should be located at least 18 inches lower than the finished floor elevation. Cleanouts should be provided at convenient locations along all drain lines, such as at the building corners. Other drainage that will be needed for the project will include subsurface drains under the practice fields to be designed by the sports field design consultant. 21-1-20525-001-R1rev1.doc-wp.,LKD 26 21-1-20525-001 SHANNON 6WILSON, INC. 5.4 Earthwork Recommendations 5.4.1 Site Preparation and General Excavation Based on the subsurface conditions encountered in the borings and test pits, we anticipate that the excavation can be accomplished using conventional excavating equipment; however, potentially soft, unstable subgrade soils may require implementation of special measures in order to stabilize the existing fill materials to facilitate site access for heavy construction equipment. Grass sod, wood chips, brush, and trees should be stripped and grubbed from the site. As discussed earlier, there are existing access roads that traverse the site. These access roads may or may not be located where heavy construction equipment needs to go. The majority of soils outside the existing access roads at the site have high silt, organic, and/or clay content; are loose or soft; and are sensitive to vehicle traffic and moisture changes. The soils will deteriorate quickly when exposed to water. Excavation of soil and movement of construction excavating equipment will require careful planning. Because of the unstable characteristics of the existing subsurface materials, we recommend that a working surface be created as soon as practical to facilitate access onto the site for earth -moving equipment, drill rigs, cranes, and other construction vehicles. The working surface should consist of a layer of coarse aggregate (spalls) supported on geogrid, which is placed directly over the existing fill. The design of the aggregate- geogn d subgrade stabilization system depends on the size of the equipment being used, the axle loads, the number of passes, and the strength of the subgrade. For planning purposes only, we expect that new access roads will require a geogrid and at least 12 inches of granular fill. Granular fill could consist of ballast (Washington State Department of Transportation [WSDOT] Specification 9-03.9[l ]) or gravel borrow (WSDOT Specification 9-03.14[l]). Geogrid materials for subgrade improvement should be of an integrally formed grid structure manufactured using a stress -resistant polypropylene material. The structural geogrid shall possess sufficient true initial modulus to cause applied force to be' transferred to the geogrid at low strain levels without material deformation of the reinforced construction fill structure. An example of a competent geogrid that meets this criterion is the BX1200 product manufactured by Tensar Earth Technologies, Inc. We recommend that the structural geogrid have the following minimum characteristics: 21-1-20525-00 ] -R I rev S .doc; wp; LKD 27 21-1-20525-001 Load Capacity' True Initial Modulus in Use SHANNON 6WILSON, INC. Units MD Values lb/ft 17,000 XMD Values 27,000 True Tensile Strength @ 2% Strain lWft 250 450 True Tensile Strength @5% Strain lb/ft 550 900 Note: True resistance to elongation when initially subjected to a load measured via ASTM D 6637 without deforming test materials under load before measuring such resistance or employing "secant" or `offset" tangent methods of measurement so as to overstate tensile properties. Aperture Dimensions 0.9 to 1.5 inches Junction Efficiency 90 percent Rib Shape Square or Rectangular Rib Thickness 0.03 inch 5.4.2 Temporary Excavation Slopes Unshored, temporary excavation slopes for site grading and utility trenching may be used where planned excavation limits will not undermine existing structures or extend beyond construction limits. The sides of the excavation should be sloped back as needed to provide a safe stable slope. Consistent with conventional construction practice, temporary excavation slopes should be made the responsibility of the Contractor. The Contractor is continually at the site; is able to observe the nature and conditions of the subsurface materials encountered, including groundwater; and has responsibility for the methods, sequence, and schedule of construction. For planning purposes, we recommend that temporary, unsupported, open -cut slopes in surficial materials be no steeper than 1.5 Horizontal to 1 Vertical (1.5H:IV) in the loose to medium dense fill material at the site. This recommendation is applicable to slopes less than 10 feet in height and in areas where groundwater and/or groundwater seepage is not present. Flatter slopes may be required based on the actual conditions encountered, particularly where groundwater seepage zones are encountered during periods of wet weather. We recommend that all exposed slopes be protected with waterproof covering during periods of wet weather to reduce sloughing and erosion. All traffic and/or construction equipment loads should be set back from the edge of the cut slopes by a minimum of 2 feet. Excavated material (or stockpiles of construction materials or equipment) should not be placed closer to the edge of any excavation than the depth of the excavation. 21-1-20525-001-R]rev1.doc.4P, .KD 28 21-1-20525-001 SHANNON &WILSON, INC. Temporary shoring may be required for the excavation to protect existing utilities and structures and/or to provide a work environment that compiles with applicable safety regulations. If instability is detected, slopes should be flattened or shored. Regardless of the construction method used, all excavation work should be accomplished in compliance with applicable local, state, and federal safety codes. 5.4.3 Temporary Groundwater Control Groundwater was encountered in the borings a few feet below the ground surface, and locally, standing water is present above the site fills during the wet weather season. If the earthwork occurs during the wet season, perched groundwater or standing surface water could be encountered. In our opinion, perched groundwater that may seep into the excavation and rainwater that falls into the excavation could be controlled by means of sumps and pumps coupled with ditches installed in the bottom of the excavation. This should be made the Contractor's responsibility, because he will be at the site on a full-time basis and will be able to evaluate dewatering needs daily. At a minimum, the Contractor should be required to furnish at Ieast two sump pumps to maintain dry excavations if work is to be performed during the wet weather season. Artesian groundwater conditions are also present above the bedrock at this site. Drilled shafts that extend into the bedrock layer will likely encounter groundwater that flows to the ground surface. The Contractor should be prepared to employ means and methods necessary to control the flow of artesian water. Such methods could include the use of drilling fluids and casing to seal the drilled hole prior to placing concrete. Ditches and sump pumps may be necessary to direct water away from the work area. 5.4.4 Fill Material, Placement, and Compaction All fill material placed beneath structures, such as non-structural floor slabs, pavements, sidewalks, and around pile caps and grade beams or other areas where settlements are to be reduced, should consist of structural fill. We anticipate that, after clearing and stripping the surface organic layer, most of the excavated on -site soils would not be suitable for reuse as structural fill without amendment because they contain significant amounts of silt. Site soils of marginal quality, e.g., silty sands, may be placed beneath the soil -cement -treated section of the outdoor practice fields, provided the soils are not excessively moist and can be rolled -compacted to a medium dense or better condition. Imported structural fill should consist of a reasonably well -graded mixture of sand and gravel that is free of organics, debris, rubbish, and other 21-1-20525-001-R1 rev1.dauwp.'LKD 21-1-20525-001 29 SHANNON &WILSON, INC. deleterious material. Structural fill material should contain not more than 15 percent fines (material passing the No. 200 mesh sieve, based on the minus 3/-inch fraction); the fines should be non -plastic; and the moisture content of the soil within plus or minus 2 percent of its optimum at the time of compaction. All structural fill material should have a maximum particle size of 3 inches. If desired, crushed recycled concrete may be used as structural fill at this site provided it is properly crushed and screened to meet the gradation requirements of structural fill and the requirements of Section 9-03.11 of WSDOT specifications. If earthwork takes place in wet weather or wet conditions, no matter what time of the year, the structural fill material should contain no more than 5 percent fines (see Section 7.4). Fines should be non -plastic. Except for the 5 percent fines content limit, this soil should otherwise conform to the quality and gradation characteristics of Gravel Borrow as defined in Section 9-03.14(1) (Gravel Borrow) of the current WSDOT technical specifications. Prior to the placement of structural fill, any ponding water should be drained from the area. A geotechnical engineer or the engineer's representative should observe the subgrade to evaluate if it is suitable for placing structural fill. Structural fill should be placed in uniform lifts and compacted to a dense and unyielding condition, and to at least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557). The thickness of soil layers before compaction should not exceed 10 inches for heavy equipment compactors or 6 inches for hand -operated mechanical compactors. 6.0 CONSTRUCTION CONSIDERATIONS 6.1 Drilled Shafts 6.1.1 General Construction of a drilled shaft requires boring a hole of a specified diameter and depth and then backfilling the hole with reinforced concrete. The selection of equipment and procedures for constructing drilled shafts is a function of the shaft dimensions, the subsoil conditions, and the groundwater characteristics. Consequently, the design and performance of drilled shafts can be significantly influenced by the equipment and procedures used for construction and also by the method of placement and properties of the concrete. Construction procedures and methods are of paramount importance to the success of the drilled shaft installation at this project site. 21-1-20525-001-R 1 rev 1.doc,wp.'LKD 30 21-1-20525-001 SHANNON &WILSON, INC. Drilled shaft contractors who participate on this project should be required to demonstrate that they have suitable equipment and adequate experience in the construction of drilled shafts using the general methods recommended for this project. 6.1.2 Methods of Construction In general, there are three typical methods of constructing drilled shafts: the dry method, the casing method, and the wet method. 6.1.2.1 Dry Method In the dry method of construction, the excavation is nonnally carried to its full depth without casing or slurry through dry clay or dry, dense sand where groundwater is not encountered. Following cleanout and inspection, concrete is placed through a drop chute (tremie pipe) to reduce segregation. Dry soil conditions and dry methods of shaft construction are not anticipated at this site except for drilled shafts located within the northeast corner of the proposed building where stiff to very stiff clay/silt is present above the bedrock. 6.1.2.2 Casing Method The casing method is applicable where seepage and/or caving soil conditions are encountered and a casing can be pushed, vibrated, or driven into an impermeable (or low hydraulic conductivity), firm stratum below the seepage zone or caving soil. In our opinion, the casing method will be required to complete drilled shafts at the subject site. The hole is generally drilled as in the dry method until caving, squeezing soil, or excessive seepage is encountered. Water and polymers are placed in the hole and mixed with wet soil to develop slurry, and/or pre -mixed slurry is added to the hole. Drilling would then continue until a low hydraulic conductivity layer is encountered. At this site, we expect that the bedrock will be the Iow hydraulic conductivity layer. A water -bearing layer directly above the bedrock is known to have artesian water pressure conditions. The top of the slurry must be maintained above the groundwater level. Casing is then placed into the shaft and driven, vibrated, or pushed into an impermeable layer to form a seal. The slurry is then bailed out with a cleanout or mud bucket and drilling proceeds in the dry. The impermeable firm stratum must have sufficient thickness to resist hydrostatic pressures below this zone when the shaft is dewatered. for this method to be effective, the casing must be clean and smooth. 21-1-2052 5.001-R 1 rev 1.dac, wp, LKb 31 21-1-20525-001 SHANNON &WILSON, INC. At the subject site, we expect caving soil zones will be encountered to the top of the bedrock. Groundwater seepage through cracks and fissures in the bedrock should be expected. Upon completion of the shaft excavation, the hole is cleaned and the reinforcing steel is installed. For the casing method of construction, the reinforcing steel, typically a rebar cage, is usually placed to the bottom of the hole because it is difficult to keep a partial -length cage in position by a hoist line as the casing is withdrawn. The reinforcing steel should therefore be designed to accommodate both the structural requirements of the completed shaft and the stability requirements for its placement, concrete placement, and casing withdrawal. After the reinforcing steel is placed, the hole should be filled with concrete. Under no circumstances should the casing be withdrawn until the concrete produces a hydrostatic pressure greater than the groundwater and/or slurry that is sealed on the outside of the casing. The casing should be pulled slowly and smoothly so that the concrete flows out of the base of the casing to displace the trapped slurry. All voids or annular spaces that may exist between the casing and the subsurface materials should be filled with concrete during this process. Improper casing extraction could result in an unacceptable drilled shaft. Casing may tend to adhere to the subsurface soils. Attempts to knock the casing loose take time and may allow the concrete placed in the shaft to set. The concrete may then separate when the casing is pulled, resulting in voids in the shaft. Therefore, the casing should be left in place if the concrete appears to be setting up and extraction becomes difficult. Frictional resistance would be altered and the load -carrying capacity of the shaft would have to be re-evaluated. If the casing is left in place during construction, the lateral load capacity of the shaft could be significantly impacted unless some remediation such as post grouting outside the casing is performed. The position of the steel reinforcing cages should be maintained when the casing is pulled. As the concrete column is placed in the hole with sufficient head to resist hydrostatic forces from the groundwater and/or slurry, downward forces could be exerted on the steel cage. The magnitude of this force will depend on the slump of the concrete, the flow velocity, and the volume of reinforcing steel. These forces should be considered in the design of the rebar cage. 21-1-20525 -001-R 1 rev 1.dodwp: LK D 32 21-1-20525-001 SHANNON 6WILSON, INC. The presence of "running' or "caving" formations will require close monitoring of the concrete level during casing extraction. Failure to maintain a positive head of concrete during casing extraction could result in a contaminated mix or presence of voids in the shaft. 6.1.2.3 Wet Method The wet method of construction involves the use of slurry to maintain an open hole during drilling. The subsurface conditions where the wet method of construction is applicable include any of the conditions described above for the casing method. In instances where heavy seepage and/or caving conditions are encountered and the hole cannot be sealed, the wet method of construction may be the only feasible way to stabilize the shaft walls while drilling is continued. If an impermeable soil zone is not encountered in which to form a seal, or there is potential for bottom heave or blowout, it would be required to complete the excavation in the wet with slurry. After the hole is completed to its full depth, the slurry must be processed to meet specifications prior to concrete placement. If there is too much sediment in suspension, material can settle to the bottom of the excavation before concrete is placed, resulting in a soft base. The volume of sediment remaining at the base of the excavation prior to concrete placement would generally depend on the actual shaft design and the amount of settlement that can be tolerated. For designs where end bearing is high, a clean, firm bottom is required. The American Concrete Institute (ACI 336.3R-72) recommends that in no case should the volume of loose material and spoil at the base of the shaft exceed that which would be required to cover 5 percent of the base area to a depth not exceeding 2 inches (50 mm). In addition to spoil at the base of the shaft, the sediment in suspension could also settle to the top of the concrete column as the pour is progressing. This material could coat the rebar and sidewalls of the shaft, reducing the bond strength. Such issues need to be addressed in the contract specifications and will require careful inspection and quality control during shaft construction. 6.1.3 Drilled Shaft Testing As a means of providing quality assurance testing, we recommend that non-destructive testing, consisting of Crosshole Sonic Logging (CSL), be used to evaluate the integrity of at least 21-1-20525-001-R1 rev1.doeiwp/LKD 21-1-205 2 5 -001 33 SHANNON &WILSON, INC. 10 percent of the drilled shafts. Tubes consisting of 2-inch-diameter steel should be installed in all the drilled shafts to provide access for the ultrasonic equipment. The access tubes are typically attached to the rebar cage. If any voids or other defects are detected in the CSL testing, the test findings should be analyzed to determine if the installed drilled shafts satisfy the design requirements. CSL testing should be made the Contractor's responsibility. 6.1.4 Monitoring Drilled. Shaft Construction We recommend that an experienced and qualified geotechnical engineer familiar with the subsurface conditions of the project site monitor the construction of the drilled shafts. The construction of the drilled shafts by the wet method will prevent downhole visual inspection. An experienced and qualified geotechnical engineer, familiar with subsurface conditions at the site and with this project, should visually evaluate soil mucked from the excavation or retrieved from auger flights and cleanout buckets. These observations should confirm that the subsurface conditions assumed for design are actually present, especially the embedment into bedrock. In addition to a description of the subsurface conditions encountered, the excavation methods, steel reinforcing and concrete placement operations should be monitored and documented. At a minimum, a report should be prepared.for each drilled shaft that includes the criteria recommended in the Drilled Shaft Inspector's manual (Deep Foundation Institute, 1989). 6.2 Obstructions Cobbles and boulders were not encountered in the explorations; however, this site has had past industrial uses, and large concrete rubble or wood debris are commonly found in fills_ Thus, the presence of these types of materials should be anticipated at the site. The Contractor should be prepared to encounter cobbles, boulders, and large debris during nears -surface excavations and drilled shaft installation. 6.3 Wet Weather Earthwork Wet weather generally begins about mid -October and continues through about May, although rainy periods may occur at any time of year. Nearly all of the soil at the site contains sufficient silt and fines to produce an unstable mixture when wet. Such soil is susceptible to changes in water content, and tends to become unstable and difficult or impossible to compact if its moisture content significantly exceeds the optimum. If earthwork at the site continues into the wet season, or if wet conditions are encountered, we recommend the following: 21- I-20525-001-R l rev 1.doc1wpi LKD 34 21-1-20525-001 SHANNON &WILSON, INC. 1. The ground surface in and surrounding the construction area should be sloped to promote runoff of precipitation away from work areas and to prevent ponding of water. 2. Work areas should be covered with plastic. The use of sloping, ditching, sumps, dewatering, and other measures should be employed as necessary to permit proper completion of the work. 3. Earthwork should be accomplished in small sections to minimize exposure to wet conditions. That is, each section should be small enough so that the removal of unsuitable soil and placement and compaction of clean structural fill can be accomplished on the same day. The size of construction equipment may have to be limited to prevent soil disturbance. It may be necessary to excavate soils with an excavator located so that equipment does not traffic over the excavated area. 4. A subgrade stabilization geogrid is recommended for this site where heavy equipment will traverse areas of the site that do not already contain gravel -based access roads. 5. Fill material should consist of clean, well -graded sand and gravel soil, of which not more than 5 percent fines by dry weight passes the No. 200 mesh sieve, based on wet -sieving the fraction passing the'/ -inch mesh sieve. The gravel content should range from between 20 to 60 percent retained on a No. 4 mesh sieve. The fines should be nonplastic. 6. No soil should be left uncompacted and exposed to moisture. A smooth -drum vibratory roller, or equivalent, should roll the surface to seal out as much water as possible. 7. In -place soil or fill soil that becomes wet and unstable and/or too wet to suitably compact should be removed and replaced with clean, granular soil (see part 5). Excavation and placement of structural fill material should be observed on a full-time basis by a geotechnical engineer (or representative) experienced in earthwork to determine that all work is being accomplished in accordance with the project specifications and our recommendations. 9. Grading and earthwork should not be accomplished during periods of heavy, continuous rainfall. We suggest that these recommendations for wet weather earthwork be included in the contract specifications. 6.4 Review of Plans and Specifications We recommend that we be retained to review those portions of the plans and specifications that pertain to earthwork and foundation construction prior to printing the 90 percent drawings to determine that they are in accordance with recommendations presented in this report. 6.5 Construction Observation We recommend that we be retained to provide geotechnical observation, testing, and consultation during construction to confirm that the conditions encountered are consistent with those 21-1-20525-001-R I rev Ldoc,'wp`LKD 35 21-1-20525-001 SHANNON €+WILSON, INC. indicated by our explorations and to evaluate whether earthwork activities and foundation construction comply with the contract plans and specifications.. If conditions encountered during construction differ from those anticipated, we can provide recommendations for the conditions actually encountered. Such activities would include observation of earthwork construction, structural fill placement and compaction, drilled shaft installation, and other geoteehnieally related activities. 7.0 LIMITATIONS This supplemental preliminary report was prepared for the exclusive use of Football Northwest, LLC, and their design team for specific application to this project. This report should be provided to prospective contractors for information of factual data only, and not as a warranty of subsurface conditions, such as those interpreted from the exploration logs and discussions of subsurface conditions included in this report. The general contractor and subcontractors who work on this site may only rely upon the factual data presented in this report at the location, depths and time that it was obtained. The analyses, conclusions, and recommendations contained in this report are based on site conditions as they presently exist. We assume that the exploratory borings made for this project are representative of the subsurface conditions through the site; i.e., the subsurface conditions everywhere are not significantly different from those disclosed by the explorations. if conditions different from those described in this report are observed or appear to be present during construction, we should be advised at once so that we can review these conditions and reconsider our recommendations, where necessary. if there is a substantial lapse of time between submission of our report and the start of work at the site, or if conditions have changed because of natural forces or construction operations at or near the site, it is recommended that this report be reviewed to determine the applicability of the conclusions and recommendations. Within the limitations of the scope, schedule and budget, the analyses, conclusions, and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical engineering principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied. Unanticipated soil and rock conditions are commonly encountered and cannot be fully determined by merely taking soil samples or completing test borings. Such unexpected conditions frequently require that additional expenditures be made to attain a properly constructed project. Therefore, some contingency fund is recommended to accommodate such 21-1-2U525-Opt-RIrev] _doc!wp1iKD 36 21-1-20525-001 SHANNON 6WILSON, INC. potential extra costs. Furthermore, we have recommended additional subsurface investigations be conducted using geophysical survey measures. The scope of our services included no environmental assessment or evaluation regarding the presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, groundwater, or air at the subject site. Shannon & Wilson, Inc. has qualified personnel to assist you with these services should they be necessary. Shannon & Wilson, Inc. has prepared Appendix D, "Important Information About Your Geotechnical Report," to assist you and others in understanding the use and limitations of our reports. SHANNON & WILSON, INC. •aG IXPIRES 4/21/4 } Martin W. Page, P.E., L.E.G. Associate MWP:WJP:BSR:TMG/mwp 21-1-205 25-001- R S re v 1.doc/wp%LKD 37 EXPIRES: 91291 Thomas M. Gurtowski, P.E. Vice President 21-1-20525-001 SHANNON 6WILSON, INC. 8.0 REFERENCES American Society for Testing and Materials (ASTM), 2002, Annual book of standards, construction, volume 04.08 Soil and Rock, West Conshohocken, Pa. Blakely, R.J.; Wells, R.E.; Weaver, C.S.; and Johnson, S.Y., 2002, Location, structure, and seismicity of the Seattle fault zone, Washington: evidence from aeromagnetic anomalies, geologic mapping, and seismic -reflection data: Geological Society of America Bulletin, v. 114, no. 1, p. 169-177, January. Booth, D.B., 1987, Timing and processes of deglaciation along the southern margin of the Cordilleran ice sheet, in Ruddiman, W.F., and Wright, H.E., Jr., eds., North America and adjacent oceans during the last deglaciation: Boulder, Colo., Geological Society of America, The Geology of North America, v. K-3, p. 71-90. Byers, M., and Muttige, S., 2005, Construction completion report, J.H. Baxter South property site, Renton, Washington: The RETEC Group, Inc. (RETEC), Seattle, Washington. Deep Foundations Institute (DFI), 1989, Drilled shaft inspector's manual: The Joint Caisson - Drilled Shaft Committee of DFI and the International Association of Foundation Drilling, Sparta, NJ. International Code Council, Inc., 2003, International Building Code, Building Officials and Code Administrators International, Inc.: Country Club, IL; International Conference of Building Officials, Whittier, CA; and Southern Building Code Congress International, Inc., Birmingham, AL. Jacoby, G.C., Williams, P.L., and Buckley, B.M., 1992, Tree ring correlation between prehistoric landslides and abrupt tectonic events in Seattle, Washington: Science, v. 258, p. 1611-1623. Johnson, S.Y.; Dadisman, S.V.; Childs, J.R.; and Stanley, W.D., 1999, Active tectonics of the Seattle Fault and Central Puget Sound, Washington --implications for earthquake hazards: Geological Society of America Bulletin, v. 111, no. 7, p. 1042-1053, July. Reese, L.C., and Wang, S.T., 2002, Technical Manual of Documentation of Computer Program LPLILE"L" 4.0 for Windows, stress -and -deformation analysis of piles under lateral with special feature of use of piles to stabilize a slope: Austin, Texas, Ensoft, Inc., 364 p. Tokimatsu, K., and Seed, H.B., 1987, Evaluation of settlement in sands due to earthquake shaking: Journal of Geotechnical Engineering, v. 113, no. 8, August. 21-1-20525-001-RITevl.doa'wp'LKD 38 21-1-20525-001 SHANNON 6WILSON, INC. Youd, L.T., Hansen, C. M., and Bartlett, S.F., 2002, Revised MLR equations for prediction of lateral spread displacement: Journal of Geotechnical and Geoenvironmental Engineering, American Society of Civil Engineers, v. 128, no. 12, p. 1007-1017, December. Yount, J.C., and Gower, H.D., 1991, Bedrock geologic map of the Seattle 30' by 60' Quadrangle, Washington: U.S. Geological Survey Open -File report 91-147, 37 p., 4 sheets, scale 1:100,000. Waldron, H.H., Liesch, B.A., Mullineaux, D.R., and others, 1962, Preliminary geologic map of Seattle and vicinity, Washington: U.S. Geological Survey Miscellaneous Investigations Map I-354, 1:31,680. Wong, I., Sparks, A., Metcalfe, B., and others, 1999, Probabilistic seismic hazard analysis and ground shaking microzonation maps for the Seattle, Washington, metropolitan area: characterization of the near -surface geology (year 1), final technical report, program element 11 evaluate urban hazard and risk: Oakland, Calif., URS Greiner Woodward Clyde Federal Services, 1 v., 2 plates. 21-1-20525-001-A1rev1,doclu-p.'LKD 39 21-1-20525-001 TABLE 1 DOWNHOLE SHEAR WAVE VELOCITY MEASUREMENTS Stickup: 0.0 Offset: 10.0 Depth Below Top of Casing 5.0 10.0 15.0 20.0 25.0 30.0 35.0 46..0 45.0 50.0 55.0 60.0 65.0 70.0 75.0 80.0 85.0 90.0 95.0 100.0 105.0 Borehole: B-7 1-405/NE 44th St. Interchange/Access Revisions Shear Wave Data - Interval Velocity Computations Depth of Recorded Corrected Interval Interval Average Data Time Time Time Velocity Velocity Velocity Change between 0 and ± 5 feet. (compacted surface sandy gravel over sand) 5.0 18.700 8.363 8.363 ----- n/a 10.0 33.100 23.405 15.042 332 15.0 46.400 38.607 15.202 329 331 Velocity Change at ± 15 feet. 20.0 53.900 48.210 9.602 521 521 Velocity Change at ± 22 feet. 25.0 57.300 53.202 4.992 1002 n/a 30.0 58.700 55.688 2.486 2011 35.0 60.400 58.076 2.388 2094 2070 40.0 62.300 60.440 2.364 2115 45.0 64.400 62.866 2.427 2061 Velocity Change at ± 45 feet. 50.0 66.200 64.914 2.048 2441 55.0 68.000 66.903 1.989 2514 2533 60.0 69.800 68.850 1.947 2568 65.0 71.600 70.767 1.917 2608 Velocity Change at ± 65 feet. 70.0 73.000 72.266 1.499 3336 75.0 74.500 73.846 1.580 3164 80.0 76.000 75.413 1.567 3192 85.0 77.500 76.969 1.556 3213 90.0 79.000 78.517 1.548 3231 3388 95.0 80.400 79.958 1.441 3469 100.0 81.700 81.295 1.336 3742 105.0 83.000 82.626 1.332 3755 Bottom of Casing at 108.2 feet. Source to Borehole offset: 10 feet. Velocities in feet per second. Casing stickup above ground: 0 feet. Depths in feet - Times in milli -seconds. n/a - Not included in Velocity Average. Velocity breaks from Time -Depth Plot. 21-1-20525-001 SHANNON & WILSON, INC. TABLE 2 Recommended :.:..:.:..... , . . Parameters for Development of P-Y Curves Using LPILE"-" trntit Modulus of ::. ..:............ ApprazitntQ:< :.. Upper....... Lower Cohesion t Fr}Ction Itrigle Subyrade fteactron k LoC�tibrt ::.;:....... Gtourii! ::. �levation.ai.::.l:ayer. :::::. f un n'dary:: , . Boundary :Sor#Type :�ffectwe lJnit W3rgflt Y {ps{1: } {per) Borirr No E ..... 9: y :Boring l acat(on �ept;t gepth - X.Stati �. i('tl�i -.� a h .cJt'dtG`f .-. Lirtureffsd: E50 .�Yt�fl%'i - Liquefred (feet) ... (feet)Po Gigaefieii: Gyelrc Gycfic Proposed 22 1 0 15 Sand 43 0 0 25 5 15 i 2 - Buflding - 2 15 24.5 Soft Clay 28 200 i 200 0 0 0 1 0 0.020 SW Comer 3 24.5 38 Sand 43 0 0 25 5 15 1 2 --- (HQ-3) 4 38 --- Silt 73 8000 8000 30 30 2000 2000 0.004 Notes: (1) Parameters given above are based on subsurface conditions encountered in boring HQ-3. (2) Parameters given above are based on groundwater at surface elevation. (3) Based on subsurface conditions observed throughout the site, scatterred zones of soil may liquefy under earthquake loading. Seismic loading may also result in strength reduction for some soil layers; mainly soils overlying liquefied zones, Parameters under seismic loading are provided. (4) Parameters given above do not reflect effect of deep foundation group action. 21-1-20525-001 trt nr2oasaax_pmwwtmxb-Uer sr tu' St : 5E �r fi8ht �5T - �SE V1� ¢ j '� LFS vie :.PiQy rr' - .. mm � Ho 5E 721 , ST_i ?�4GER 1 PC I SE 72ND'Pt �.;vkxz k � �� J " q�. f x a11i ST :: a r:E .4m I `n FA" p.;laol PAN of v��iv : rll471,' l' Igtti _ rlri2 Is 4. fig, 15 RT 31 3'TN sr SOUTH POINT .dam 7C r r�, "M Q �1 PROJECT m �I LOCATION �4 , sE q;•/ � �A-SF II 129 Pi N 43R0 SE 8 -pL LU I z N 40TH ST iX W' �4 V -fir U H_ E 401 H' lad ST 1 :' a�ac NP�AIxj�t - N 38TF ' -- STi x r1s' vt�= Snixs7 y' SE -p z mnx ,s �' A a. i I ME xernvr:�nr.e � 36TN _ �_ {�r a:a�n}�iF. gF.arll rlsx — — iCl COLEWN N LAKE SN rNGTD�I k4'A CNN 'li. ";� iri F 1 �33RD PL I III, I H 33RD ST�N i .a P P` _N 32H9 -ST_ 3z—fs _N 3zSz STD NE 315T 311TH` ST y' 1, N 29TH —STj - aou',5 w 'w� MT 3N rtenr rt z "-jq 27TH PL Cr 26TV `{uu K 26111 Sr: � H i n 14 !L f =icy V 1 ME "n, -241H SE Ix-114U HST MHO ! 22NQ ST; 23RD NE O HE Jf� 20TWF. T 4 5tzfi` 17rH} �1 }1 W S f w! NE 187x� i 1 yr I!IIII¢� Z! pli ME l lbtx I 80Ai L MCN ! - A; HE�� ` �114TH- 9 COW W • � � ST d Y ltE�lA! � 0 1/4 1/2 1 Scale in Miles NOTE Reproduced with permission granted by THOMAS BROS. MAPSe. This map is copyrighted by THOMAS BROS. MAPS@. It is unlawful to copy or reproduce all or any part thereof, whetherfor personal use or resale, without permission. All rights reserved. NE 8 L, 77. : - T-5 BAX-9 -- - . TP-18 TP 1 B TP-8 -OS A B iV - - 1 Q DL- = -- -- ^_1 � -- -- _ 1 SAX-2%'HQ-5 -_ TP 1 -4 -; - TP-2 T TP-9 TP-3 , BAX-11 EBA8 TP- - - "%iii 13AX-1 TP-20 - B-22 I TF-1 TP-19 p P-10 TP-241 � TP -18 21 HQ-2 TP-11 ® TP-23 = TP-14 TP-29 ® TP-2 HQ_1 � Boring Designation and Approximate Location TP-1 Test Pit Designation and Approximate Location Boring Designation and B-7 •Approximate Location, Interstate 4051 NE 44th Street Interchange and Access Revisions (Shannon and Wilson, Inc., September 2000) LEGEND 0 100 200 Boring Designation and Boring Designation and r ..� _. _.... - - Seahawks f Approximate Location, JAG � Approximate Location, SWB-1 C) Development (Shannon and BAX-1 �a Baxter Property, Scale In Feet B Wilson, Inc., February 1997) (Woodward -Clyde Consultants, May 1983) Boring Designation and BP-1 Approximate Location;; Baxter Boring Designation and Bedrock 8t SITE Al Renton (Woodward -Clyde ) B-1 ■ Approximate Location, Port Consultants, November 1992 Quendall (CH2M Hill, NOTE El, +11 Boring Designation and November 1978) This figure is based on Crawford DL-01 , EB-1 Approximate Location, A AIL Generalized Subsurface Architects, LLC drawings: AOOi.dwg, Septtembel (Woodward -Clyde Consultants, Profile Location dated 8-18-06, Site Plan C.dwg, dated SR-2, TF-1 Field Logs, September 1990) (See Figures 5-7) 8-31-06, and XS-SUR.dwg, dated 8-94-06. SHANNON N ua O N N _m ii N e fit i C :rtt I ! l .I Seattle Fault a loA AroE)eln ` t."" t Yr !n erred Fault S flay p. i Sera : e ite s: 1, )jbaflion'' �—. I 4! r -.,Fail I ¢ _ , IT {� 444 ji 1 y `lI Pik _ 0 1 2 Scale in Miles Seahawks Headquarters Renton, Washington NOTE SEATTLE FAULT ZONE Map based on Blakely et al., 2002, "Location, structure, and seismicity of the Seatle fault zone, Washington: July 2006 21-1-20525-001 Evidence from aeromagnetic anomalies, geologic mapping, and seismic -reflection data" SHANNON & WIL.SON, INC. FIG. 3 Geolechnical and EWronmenlal Consultants fIn 9 ELF pro�t C8 I IOTE x . �� I �L I �—'�� s �� � _ 9R i �.2' Seismic Survey .' � J � i � �� _ �•_ � \, 5? i �r, _£�a - ���-�� �- Lille SL�3 �� � - __ '�_� `-,�\1��� lk �I �l I 'J - ' I� .,t- +L� , .`J _-� •.` i �` 7 �lr -..� , 'LWS� + Lj �.� �` 1 P'R F F 11, 'Seismic Survey Line SL-2 Seismic Survey r_ T -,-LineSL-1 _ y / I J \'.SAX, 9 _ h Loj J _ f r o to l I is - , J _ *ro. + I 1 , i r - y`�'T',�` O , -. TP-3 ��, _ i —�-.� -.1 , , 4 , f TP-2 - / µ--------- _ .q ��- ' _ rL Q tO +5r Approximate Elevation Range Boring Designation and Boring Designation and =_" - ; Seaha% = of Top of Bedrock ! f -1 Approximate Location, JAG Development (Shannon and Approximate Location, B_ l X ,1 Baxter Property, Scale in Feet„_f � Boring Designation and Approximate Location Wilson, Inc., February 1997) - (Woodward -CI e NOTES , � Consultants, May 1983) __� T P' Test Pit Designation and Approximate Location's 8 Boring Designation and Approximate Location; Baxter Renton (Woodward -Clyde Boring Designation and Approximate Location, Port 1. This figure is based on Crawford Architects, LLC % drawings: AOOf.dwg, dated 8 18 06, Sife �r . Consultants, November 1992) 6- 1 6 Quendall (CH2M Hill, pram C 8 dated 8-1d4 06 dated -31-06, and X5-SUR_dwg, ______ _i ._ } i ___ _ E�„ Boring Designation and November 1976) 1 A roximate Location, Interstate 4 ! NE 44th Street Interchan e c d - - Boring Designation and Approximate Location, Generalized Subsurface 2. To of bedrock elevation contours are based on Sep SB ter ter and Access Revisions (Shannon Wilson, ") _ J'' �� _ (Woodward -Clyde Consultants, Field Logs, September 1990) Profile Location limited data from soil borings and geophysical surveys- Bedrock surface elevations are highly SHANP Inc., September 2000) See Figures 5-7 variable and should be verified during construction. Geotachruc A West 30 r— BAX-8 B (WCC) 20 ? 10 ? 5L -20 I -30 Very stiff SILT with hate fine SAND; ML Loose to medium dense, medium SAND with trace organics; SW Medium stiff SILTMth organics; ML Loose to very dense, fine to coarse SAND with some gravel; SM PROPOSED A, PROPOSED BUILDING LOADING DOCK East SWB-1 30 TP-17 SWB-2 HQ-3 HQ-6 (S&W) (S&W) (S&W) (S&W) (S&W) (Prof, 30' W) (Proj. 20' W) (Proj. I 0' S) (Proj. 12' W) (Prof. ` 0' W) ?-- Very loose, SILT and SAND;SP,ML Very loose SAND; SP Very soft PEAT ? ? and SILT; OH LEGEND B-1 Boring Designation (Proj. 12' W.) — Offset from Profile 15 = Standard Penetration Test Blom/Foot 5416"— Standard Penetration Test Blows/Inches Driven P = Pushed Sample — Groundwater Level During Drilling Approximate Geologic Contact Bottom of Boring 5-23-06 — Date of Completion Loose to very loose SAND; SM 7 Very soft to soft, sandy to clayey SILT; ML-CL 7 Very stiff, clayey SILT and silty CLAY; CL-ML ?— ? 3B 3 Medium dense, brown, silty, gravelly SAND; numerous organics, SM .7 7 Very loose to loose, ? ? trace to gravelly, silty 0 Very loose, silty, fine to 3 fine SAND with medium SAND; trace of scattered organics; 5M dropstone gravels; SM 2 ? ? Very soft, wood Y J Very soft, woIbm fibrous PEAT; PT ? ? PEAT; Very loose to loosel 5 Soft, fine sandvery soft to soft stratified silty, fine to medium ? ? SAND and fine sandy SILT, trace dropstone 4 ? Very loose to medium 1 gravels; scattered to dense, silty, fine to numerous organics; medium SAND; SM SM1ML 3 2 ? ? ? Soft, clayey, fine sandy SILT; ML ? ? Soft, clayey S;LT; ML ? Very soft, gravelly, silty, clayey SAND and organic SILT, trace of fine sand; SC10H Very loose, fine SAND; SP 7 ' Very loose to loose, silty, fine to medium SAND; scattered wood pieces; SM ? ? 1 ? ? a, a " r 5013" Loose, silty, sandy GRAVEL with 9 ? organic fine sandy silt layer; GMIML 5010" Al DESITE 16 05-24-06 78 40 feet of medium dense to dense SAND 05-24-06 and SILT (See Boring Log SWB-2); SP-SM Very dense, gravelly, silty SAND and hard, clayey SILT; SM BEDROCK (possibly sandstone) Depth 105.3' 12-04-96 Very dense,` slightly fine sandy, gravelly, silty CLAY; CL ANDESITE 0 10 20 0 100 200 Vertical Scale in Feet Horizontal Scale in Feet Vertical Exaggeration = 1px NOTE This subsurface profile is generalized from materials observed in soil borings. Variations are likely to exist between profile and actual conditions. 20 10 w tm .G c a .5 0 a� m E X 0 a D. Q sit -20 im B West 40 BAX-9 (WCC) (Prof. 70 -E 30 ? 20 ? 10 m m LL c PROPOSED PRACTICE FIELDS (� BAX-2 BAX-11 BAX )1 (WCC) (WCC) (Proj. 80' W) (Proj.l15' E) (Proj. 15' W) SAND and GRAVEL FILL SAND and GRAVEL FILL Hard, silty CLAY, trace ? SILT ? road gravel; CL Very loose to loose, ? Loose, silty, Soft to medium stiff, �f ? medium to coarse SAND, fine SAND sandy SILT; ML Medium dense, silty trace of silt ? ? SILT ? SAND; SM ? pFAT PEAT observed at bottom; OH ? PEAT; sand PEAT; sand interbeds; OH Loose, ? ? Medium stiff, clayey SILT; CL y y intett>eds; OH SANty ? ? Loose, silty SAND; SM Soft, Pe SILT °f 0 W a� m E X 0 CL CL Q 10 -20 -30 L— LEGEND B-1 — - Boring Designation (Proj. 12' W.) — Offset from Profile 15 Standard Penetration Test Blows/Foot 54l6"� Standard Penetration Test Blow0riches Driven P = - Pushed Sample �— Groundwater Level During Drilling �— -? Approximate Geologic Contact — Bottom of Boring 5-23-06 —_ Date of Completion Loose, soft, stratified silty, fine to medium sand and fine sandy Si Si ? HQ-2 (S and W) (Proj. 40' W) --- PROPOSED BUILDING Very soft, wood fibrous PEAT with scattered silty, clayey fine sand layers; PT Soft, silty CLAY; trace organics; CL ? Medium stiff, slightly clayey, fine sandy SILT ------ � ? Medium dense to very dense, silty, sandy GRAVEL ANDESITE 0 10 20 0 100 200 Vertical Scale in Feet Horizontal Scale in Feet Vertical Exaggeration = 1OX NOTE This subsurface profile is generalized from materials observed in soil borings. Variations are likely to exist between profile and actual conditions. 7 B-18 (CHSM) Medium stiff to stiff, slightly plasfc, fine sandy CLAY; CL B' East 40 HQ-1 (S&W) (Proj. 12' W) — �- 30 22 ? 14 _ Y ? 17 Stiff to very stiff SILT with fine sand partings; ML 21 ift 18 10 Stiff to very stiff, silty CLAY ?� ? and clayey SILT; trace of u_ dropstone gravels and Medium dense and 16 seashells; CHICUML stiff, Interbedded silty, p fine SAND and SILT; is Si 0 air 14 W ? ? (3 19 a n Stiff to very stiff, silty CLAY n and clayey SILT; trace of Q dropstone gravels and 22 -10 seashells; CHICUML 19 Ivtedium dense, silty, fine SAND with seams of silty 13 clay; SM Medium stiff, silty CLAY; CI_ ? Very stiff, slightly clayey, fine sandy, gravelly SILT 50 ANDESITE 7 50/3" 05-23-06 -20 -30 -40 C South 40 F— Existing Grade 20 10 10 -20 -30 LEGEND B-1 Boring Designation (Proj. 12' W.) t Offset from Profile Standard Penetration Vest t5 �— Blows/Foot Standard Penetration Test 5416"-- Blows/Inches Driven P ; Pushed Sample Groundwater Level During Drilling ? ? Approximate Geologic Contact Bottom of Boring 5-23-06 —_ Date of Completion 7 ? PROPOSED BUILDING HQ-4 (S&W) BAX-10 (Prat. 25' W) (WCC) HQ-5 I (Proj, 12' E) (S&W) (Proj. 35' W) I Brown, silty, sandy GRAVEL;SM 11 � Medium dense, Loose to medium ? gravelly, silty SAND grading to dense SILT; ML sandy SILT; SM 2 ? Very soft, wood fibrous PEAT; PT — 4 ? �? ? case, silty, fine to coarse SAND SP ? Stiff, clayey SILT to silly ? Loose, silty fine SAND, s 5015^? CLAYwifii trace fine trace organics; SM sand; MLICL ? Very dense, silty, sandy GRAVEL; GM ? Medium dense, silly ? s0l4 15 fine SAND; SM 05-24-06 « B-18 Loose, brown, (GH2M) gravelly, silty SAND; (Fill) SP (PrOj_ 65' W) ? --- — Medium stiff, slightly plastic, fine sandy CLAY; CL ------------------ Very soft to stiff, gravelly PEAT with occasional sandy day; PT 7 Lenses of tine dayey SAND; SP Very soft, gravelly PEAT; 0H Very stiff, high plastic CLAY with fine sand; CH Lense of stiff, silty CLAY with some sand "i 58/11" ANDESITE ? high}y to complelly weathered 5016" 05-24-06 Medium dense and stiff, stratified,.slightly gravelly, silty SAND and slightly gravelly and clayey, sandy SILT; SWML 0 10 20 0 40 80 Vertical Scale in Feet Horizontal Scale in Feet - Verttioai Exaggeration = 4X NOTE This subsurface profile is generalized from materials observed in soil borings. Variations may exist between profile and actual conditions. Medium dense, brown, silty, gravelly 30 SAND; numerous organics 3 0 Very loose, slightly gravelly to gravel}y, silt, fine to medium SAND; SM ? ? 0 Very salt, wood fibrous PEAT; PT ? i ? 5 Very loose to loose, very soft to soft, stratified, silty, fine to medium SAND and fine sandy SILT; !race 4 dropsione gravels, scattered to numerous organics 3 5013" ` ? ANDESITE, slightly to moderately weathered 16 78 05-24-06 C' North --7 40 30 20 10 ID tL c C } 0 W nD 6 E X O Q C. d -10 -20 -30 I1ra ti-WI11ZUUti-seanawns-znsnnnul.xis GENERALIZED SUBSURFACE PROFti F (Based on boring HQ-1) n� 2.5' 1 58' Loose to medium dense, silty sand n Stiff to very stiff silt and clay, and medium dense sand Andesite bedrock, highly weathered tltltl 111 20 50 60 70 ESTIMATED AXIAL SHAFT CAPACITY (kips) 100 200 300 400 500 600 700 800 900 Mobilized End Bearing ' — — — Allowable Friction Resistance - - - Ultimate Uplift Resistance •,--------------------------- Allowable Total Capacity , 4 :s , i ■ -- ---t . ...... - - -- ......... IL , I ♦ � I ♦ I I ♦ ------------ --------- *.... ...... ----- ---. ..... � ♦ I I I MOTES 1. Allowable compressive capacity is a summation of allowable friction and mobilized end bearing, 2. Allowable skin friction is obtained by aDolvina a factor of safety of 2.0 to the estimated ultimate skin friction. Mobilized end bearing is obtained by estimating the percentaae of ultimate end bearing that will be mobilized by about 1/2-inch of shaft settlement. This is estimated to be 57 percent. 3. Calculations assume static ioadina with post-sesimic licuefaction induced settlements. 4. Ca{culations assume groundwater at the around surface. 36-Y11 9lGUUu-seanawks-1r1SnT1r1Us. w5 GENERALIZED SUBSURFACE PROFIT F (Based on boring HQ-3) -200 Dense to loose, silty fine sand w/ gravel Very loose and very soft, sand, peat and silt Andesite bedrock, highly weathered a� w w Z 0 a F 1L Z Lu IL uU a m LL a x U) NOTES ESTIMATED AXIAL SHAFT CAPACITY (kips) 0 200 400 600 800 Mobilized End Bearing — — —Allowable Friction Resistance Ultimate Uplift Resistance -40- - --- ------- Allowable Total Capacity 1. Allowable compressive capacity is a summation of allowable friction and mobilized end bearing. 2. Allowable skin friction is obtained by aoolvina a factor of safety of 2.0 to the estimated ultimate skin friction. Mobilized end bearina is obtained by estimating the oercentaae of ultimate end bearing that will be mobilized by about 112-inch of shaft settlement. This is estimated to be 57 percent. 3. Calculations assume static loadina with cost-sesirnic liquefaction induced settlements" 4. Calculations assume groundwater at the around surface. 1,000 I tlCa 6-y!'It12VUti-SBahawks-2.5r[snrtF'1111_ xts GENERALIZED SUBSURFACE PROF11l F (Based on boring HQ-1) 0 n - 2.5' Loose to medium dense, silty sand Stiff to very stiff silt and clay, and medium dense sand Andesite bedrock, highly weathered 10 20 m Z 0 34 H W Z W 0. W Q 40 F- LL a U) 50 S:I1I 70 ESTIMATED AXIAL SHAFT CAPACITY (kips) 200 400 600 800 1,000 NOTES; 1. Allowable compressive caoacity is a summation of allowable friction and mobilized end bearing. 2. Allowable skin friction is obtained by apolvin❑ a factor of safety of 2.0 to the estimated ultimate skin friction. Mobilized end bearina is obtained by estimatina the oercentaoe of ultimate end bearina that will be mobilized by about 1/2-inch of shaft settlement. This is estimated to be 45 percent. 3. Calculations assume static loading with cost-sesimic liouefaction induced settlements. 4. Calculations assume groundwater at the around surface. 1.200 1 3i GENERALIZED SUBSURFACE PRnFII F (Based on boring HQ-3) -too 0 Dense to loose, silty fine sand wl gravel Very loose and very soft, sand, peat and silt Andesite bedrock, highly weathered m m z O F= a w z LU a LU W a m F- lL a N ESTIMATED AXIAL SHAFT CAPACITY (kips) NOTES: 1. Allowable compressive capacity is a summation of allowable friction and mobilized ena bearing. 2. Allowable skin friction is obtained by aoplvino a factor of safetv of 2.Q to the estimated ultimate skin friction. Mobilized end bearing is obtained by estimatino the oercentaue of ultimate end bearino that will be mobilized by about 112-inch of shaft settlement. This is estimated to be 46 aercent. 3. Calculations assume static ioadina with post-ses'smic liuuefaction induced settlements. 4. Calculations assume groundwater at the around surface. monuszea tnd bearing — — Allowable Friction Resistance -Ultimate Uolift Resistance Seahawk Ipue summaryl As - 91712006 GENERALIZED SUBSURFACE Deflection (in) Moment (kips-ft) PROFILE Based on Borings HQ-3 V -0.20 0,00 0.20 0.40 0.60 0.80 -1,000 -500 0 500 — 1,000 Very loose to loose, clean to gravelly, silty fine to medium SAND Very soft to soft wood fiberous PEAT and fine sandy SILT Very loose to loose silty, fine to medium SAND & sandy GRAVEL with organic fine sandy SILT layers Highly to completely weathered ANDESITE 115.t i INKj 38.0 10 20 40 50 60 NOTES 1. The lateral resistance analyses were performed using the computer program LPILEA"'S Version 5.0.6 2. Loads assumed to be applied at top of drilled shafts are as follows: Lateral Load = 50.0 kips Moment = 0 kips-ft Axial Load = 525.0 kips 3. Analyses assume the following drilled shaft properties: Area Moment of Modulus of Length (in2) Inertia (in4) Elasticity (ksi) (ft) s n 1,018.0 82,448 7,100 53.0 10 20 m L 30 C- d a 40 50 60 4. Groundwater level assumed at surface elevation 5. Analyses assume fixed -head condition at top of drilled shafts. 6. Analyses do not consider group effects 7. Under seismic loading conditions, liquefaction is estimated to occur within the sand layers. Shear (kips) -100 -50 0 50 100 0 10 20 40 50 60 — — . __. j Lateral Load Only Lateral Load & Liquefaction bsr Seahawk It,,.,; summary2.xls - 917/2006 bsr GENERALIZED SUBSURFACE Deflection (in) Moment (kips-ft) PROFILE Based on Borings HQ-3 -0.50 0.00 0.50. 1.00 1.50 2.00 -2,000 -1,000 0 1,000 2,000 4 n _ r1 115.( 1 24.`. 138,C Very loose to loose, clean to gravelly, silty fine to medium SAND Very soft to soft wood fiberous PEAT and fine sandy SILT Very loose to loose silty, fine to medium SAND & sandy GRAVEL with organic fine sandy SILT layers Highly to completely weathered ANDESITE 10 W W 2 w 30 a m 40 50 60 NOTES 1. The lateral resistance analyses were performed using the computer program LPILE"'s Version 5.0.6 2. Loads assumed to be applied at top of drilled shafts are as follows: Lateral Load = 50.0 kips Moment = 0 kips-ft Axial Load = 525.0 kips 3, Analyses assume the following drilled shaft properties. Area Moment of Modulus of Length (in2) Inertia (in4) Elasticity (ksi) (fl) -n----------- r --------------------- ------- 1,018.0 82,448 7,100 53.0 10 20 d w 30 a m ❑ 40 IIIIIIIIIIIIGYi] 60 4. Groundwater level assumed at surface elevation 5. Analyses assume fixed -head condition at top of drilled shafts. 6. Analyses do not consider group effects. 7. Under seismic loading conditions, liquefaction is estimated to occur within the sand layers. 8. Under design -level seismic conditions, analyses assume lateral spreading of up to 8-feet at ground surface. Shear (kips) -200 -100 0 400 200 0 10 20 40 50 60 -Liquefaction & Lateral Spread Lateral Load, Liquefaction, & Lateral Spread Seahawk Ipss� summary3 (30-inch).xls - 9/7/2006 bsr a 15.0 24.5 38.0 GENERALIZED SUBSURFACE Deflection (in) Moment (kips-ft) Shear (kips) PROFILE Based on Borings HQ-3 Q -0.50 0.00 0.50 1.00 1.50 -1,000 -500 0 500 -100 -50 0 Very loose to loose, clean to gravelly, silty fine to medium SAND Very soft to soft wood fiberous PEAT and fine sandy SILT Very loose to loose silty, fine to medium SAND & sandy GRAVEL with organic fine sandy SILT layers Highly to completely weathered ANDESITE 10 20 d w 30 a m O 40 50 fin NOTES a 10 20 d m r 30 o. m 40 50 An 1 _ The lateral resistance analyses were performed using the computer 4. Groundwater level assumed at surface elevation program LPILEP"'S Version 5.0.6 5. Analyses assume fixed -head condition at top of drilled 2. Loads assumed to be applied at top of drilled shafts are as shafts. follows: Lateral Load = 40.0 kips 6. Analyses do not consider group effects Moment = 0 kips-ft Axial Load = 400.0 kips 7. Under seismic loading conditions, liquefaction is 3. Analyses assume the following drilled shaft estimated to occur within the sand layers. properties: Area Moment of Modulus of Length (in2) Inertia (in4) Elasticity (ksi) (ft) —..�----- ------------- ------ --------------- ------- n 707.0 39,761 7,100 53.0 a 10 20 m m 30 CL m O 40 50 60 Lateral Load Only - Lateral Load & Liquefaction 1 38.0 Seahawk ip-.- ,ummary4 (34-inch)-x1s - 9/7l2000 GENERALIZED SUBSURFACE Deflection (in) Moment (kips-ft) PROFILE Based on Borings HQ-3 V -1,00 0.00 1,00 2.00 3.00 -2,000 -1,000 0 1,000 2,000 0 0 Very loose to loose, clean to gravelly, silty fine to medium SAND Very soft to soft wood fiberous PEAT and fine sandy SILT Very loose to loose silty, fine to medium SAND & sandy GRAVEL with organic fine sandy SILT layers Highly to completely weathered ANDESITE 10 20 40 50 60 NOTES 0 10 20 d � 30 a w a 40 50 60 1. The lateral resistance analyses were performed using the computer 4. Groundwater level assumed at surface elevation program LPILEP"'s Version 5.0.6 5. Analyses assume fixed -head condition at tap of drilled 2. Loads assumed to be applied at top of drilled shafts are as shafts. follows: Lateral Load = 40.0 kips 6. Analyses do not consider group effects. Moment = 0 kips-ft Axial Load = 400.0 kips 7. Under seismic loading conditions, liquefaction is 3. Analyses assume the following drilled shaft estimated to occur within the sand layers. properties: 8. Under design -level seismic conditions, analyses mArea Moment of Modulus of Length assume lateral spreading of up to 8-feet at ground (in2) Inertia (in4) Elasticity (ksi) (ft) surface- --__--- -------------- ------------------------- N n 707.0 39,761 7,100 53.0 Shear (kips) -200 -100 0 100 0 10 20 0 40 50 60 -Liquefaction & Lateral Spread Lateral Load, Liquefaction, & Lateral Spread bsr APPENDIX A SUBSURFACE EXPLORATIONS SHANNON &WILSON, INC. 21-1-20525-001 SHANNON &WILSON, INC. APPENDIX A SUBSURFACE EXPLORATIONS TABLE OF CONTENTS LIST OF FIGURES CURRENT SHANNON & WILSON EXPLORATIONS Figure No. A-1 Soil Classification and Log Key (2 sheets) A-2 Log of Boring HQ-1 A-3 Log of Boring HQ-2 A-4 Log of Boring HQ-3 A-5 Log of Boring HQ-4 A-6 Log of Boring HQ-5 A-7 Log of Boring HQ-6 A-8 Log of Test Pit TP-1 A-9 Log of Test Pit TP-2 A-10 Log of Test Pit TP-3 A-11 Log of Test Pit TP-4 A-12 Log of Test Pit TP-5 A-13 Log of Test Pit TP-6 A-14 Log of Test Pit TP-7 A-15 Log of Test Pit TP-8 A-16 Log of Test Pit TP-9 A-17 Log of Test Pit TP-10 A-18 Log of Test Pit TP-1 I A-19 Log of Test Pit TP-12 A-20 Log of Test Pit TP-13 A-21 Log of Test Pit TP-14 A-22 Log of Test Pit TP-15 A-23 Log of Test Pit TP-16 A-24 Log of Test Pit TP-17 A-25 Log of Test Pit TP-18 A-26 Log of Test Pit TP-19 A-27 Log of Test Pit TP-20 21-1-20525-001-R1-As'wpl.L D 21-1-20525-001 A-i TABLE OF CONTENTS (cont.) LIST OF FIGURES (CONT.) Figure No. A-28 Log of Test Pit TP-21 A-29 Log of Test Pit TP-22 A-30 Log of Test Pit TP-23 A-31 Log of Test Pit TP-24 A-32 Log of Test Pit TP-25 A-33 Log of Test Pit TP-26 A-34 Log of Test Pit TP-27 A-35 Log of Test Pit TP-28 A-36 Log of Test Pit TP-29 OLDER SHANNON & WILSON EXPLORATIONS A-37 Log of Boring SWB-1 A-38 Log of Boring SWB-lA A-39 Log of Boring SWB-2 (2 sheets) A-40 Log of Boring B-7 (2 sheets) A-41 Log of Boring B-16 A-42 Log of Boring B-17 (2 sheets) A-43 Log of Boring 13-18 A-44 Log of Boring B-19 (2 sheets) A-45 Log of Boring B-20 (2 sheets) A-46 Log of Boring B-22 (2 sheets) OLDER WOODWARD-CLYDE EXPLORATIONS SHANNON 6WILSON, INC. A-47 Log of Boring BAX-1 (Woodward -Clyde, 1983) A-48 Log of Boring BAX-2 (Woodward -Clyde, 1983) A-49 Log of Boring BAX-3 (Woodward -Clyde, 1983) (2 sheets) A-50 Log of Boring BAX-6 (Woodward -Clyde, 1983) (2 sheets) A-51 Log of Boring BAX-8B (Woodward -Clyde, 1983) (4 sheets) A-52 Log of Boring BAX-9 (Woodward -Clyde, 1983) (2 sheets) A-53 Log of Boring BAX-10 (Woodward -Clyde, 1983) (2 sheets) A-54 Log of Boring BAX-1 1 (Woodward -Clyde, 1983) (2 sheets) A-55 Log of Boring DB-1 (Woodward -Clyde, 1990) A-56 Log of Boring EB-1 (Woodward -Clyde, 1990) A-57 Log of Boring SR-2 (Woodward -Clyde, 1990) A-58 Log of Boring TF-1 (Woodward -Clyde, 1990) A-59 Log of Boring BP-1 (Woodward -Clyde, 1992) 21-1-20525-001-Rl-ABfwp..LD 21-1-20525-001 A-ii Shannon & Wilson, Inc, (S&M, uses a soil - classification system modified from the Unified Soil Classification System (USCS), Elements of the USCS and other definitions are provided on this and the following page. Soil descriptions are based on visual -manual procedures (ASTM D 2488-93) unless otherwise noted. S&W CLASSIFICATION 01- SUIL • MAJOR constituents compose more than 50 percent, by weight, of the soil. Major consituents are capitalized (i.e., SAND). • Minor constituents compose 12 to 50 percent of the soil and precede the major constituents (i.e„ silty SAND). Minor constituents preceded by "slightly" compose 5 to 12 percent of the soil (i.e_, slightly silty SAND). • Trace constituents compose 0 to 5 percent of the soil (i.e., slightly silty SAND, trace of gravel). MOISTURE CONTENT DEFINITIONS Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, from below water table ABBREVIATIONS ATD At Time of Drilling Elev. Elevation ft feet FeO Iron Oxide MgO Magnesium Oxide HSA Hollow Stem Auger ID Inside Diameter in inches Ibs pounds Mon. Monument cover N Blows for last two 6-inch increments NA Not applicable or not available NP Non plastic OD Outside diameter OVA Organic vapor analyzer PID Photo -ionization detector ppm parts per million PVC Polyvinyl Chloride SS Split spoon sampler SPT Standard penetration test USC Unified soil classification WLI Water level indicator GRAIN SIZE DEFINITION DESCRIPTION SIEVE NUMBER ANDIOR SIZE FINES < #200 (0.08 mm) SAND' Fine #200 to #40 (0.08 to 0.4 mm) - Medium #40 to #10 (0.4 to 2 mm) - Coarse #10 to #4 (2 to 5 mm) GRAVEL' - Fine #4 to 314 inch (5 to 19 mm) Coarse 314 to 3 inches (19 to 76 mm) COBBLES 3 to 12 inches (76 to 305 mm) BOULDERS > 12 inches (305 mm) Unless otherwise noted, sand and gravel, when present, range from fine to coarse in grain size. RELATIVE DENSITY I CONSISTENCY COARSE -GRAINED SOILS FINE-GRAINED SOILS N, SPT, RELATIVE N. SPT, RELATIVE BLOWSIFT. DENSITY BLOWS/FT. CONSISTENCY Under 2 Very soft 0-4 Very loose 4 - 10 Loose 2-4 soft 10 - 30 Medium dense 4-8 Medium stiff 30 - 50 Dense 8 - 15 Stiff Over 50 Verydense 15 - 30 Very stiff Over 30 Hard WELL AND OTHER SYMBOLS ® Bent. Cement Grout Surface Cement Seal ® Bentonite Grout r Asphalt or Cap Bentoniite Chips ```7'Slough Silica Sand ® Bedrock PVC Screen Vibrating Wire UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) (From ASTM D 2487-98 & 2488.93) MAJOR DIVISIONS GROUPIGRAPHIC SYMBOL TYPICAL DESCRIPTION GW J. Well-tgfaded ggravels, gravels, grave sand r�ixiures, ittle or no Tines. Clean Gravels GP ° �° Poorly graded gravels, gravel -sand Gravels ((ess than 5% fines) (more than 50% o D mixtures, little or no fines of coarse fraction retained on No. 4 sieve) Gravels with GM Silty gravels, gravel -sand -silt mixtures Fines GG Cl-sand-clay ayeygravels.gravel COARSE- (more than 12% fines) GRAINED mixtures SOILS (more than 50% retained on No. Shy Well -graded sands, gravelly sands, 200 sieve) Clean Sands little or no fines (less than 5% fines) SP Poorly graded sand, gravelly sands, Sands little or no fines {50% or more of coarse fraction passes the No. 4 sieve) Sands with SM Silty sands, sand -silt mixtures Fines (more than 12% fines) SC Clayey sands, sand -clay mixtures Inorganic silts of low to medium flour, ML plasticity, rock sandy silts, gravelly silts, or clayey silts with slight lasiicit Inorganic Inorganic clays of low to medium Silts and Clays {liquid limit less CL plasticity, gravelly clays, sandy clays, than 50) silty clays, lean clays Organic g OL — Organic silts and organic silty clays of FINE-GRAINED SOILS __ low plasticity (50% or more — — Inorganic silts, micaceous or passes the No. 200 sieve) MH diatomaceous fine sands or silty soils, elastic silt Silts and Clays Inorganic Inorganic days or medium to high (liquid limit 50 or CH sandy fat clay, or gravelly fat more) clasiicity, y Organic OH Organic clays of medium to high �� plasticity, organic silts HIGHLY - Primarily organic matter, dark in PT Peat, humus, swamp soils with higgh ASTM D 4427) SOILS color, and organic odor organic content {see NOTE: No. 4 size = 5 mm; No. 200 size = 0.075 mm NOTES Dual symbols (symbols separatedby a hyphen, i.e., SP-SM, slightly silty fine SAND) are used for soils with between 5% and 12% fines or when the,liquid limit and plasticity index values plot in the CL-ML area of the plasticity chart. 2_ Borderline symbols (symbols separated by a slash, i.e., CLJML, silty CLAY/clayey SILT, GWISW, sandy GRAVELlgravelly SANL)) indicate that the soil may fall into one of two possible basic groups. Total Depth: 64.8 ft. Northing: Drilling Method: NSA and Mud Rotary Hole Diam.: 6 in. Top Elevation: _ 30 ft. Easting: Drilling Company, Gregory,Drilling Rod Type: Vert. Datum: Station: Drill Rig Equipment: Hammer Type: Automatic _ Horiz. Datum: Offset: Other Comments: NE corner of proposed building SOIL DESCRIPTION o E m -o H PENETRATION RESISTANCE (blowstfoot) Refer to the report text for a proper understanding of the � cL a n m L A Hammer Wt. & Drop: 1401bs /_30 inches subsurface materials and drilling methods. The fl. E E o a - sfratificatOn lines represent the approximate boundaries N r j 6 (0 0 _ m co between material types, and the transition may be gradual. a 4 20 An Rn 1.0 Loose to medium dense, brown, silty, j 2.5 gravelly SAND; SM. Stiff to very stiff, gray SILT with fine sand partings; moist to wet; oxidized at top; ML. Medium dense and stiff, gray, interbedded silty, fine SAND and SILT; wet; SMIML. Very stiff, gray, silty CLAY/clayey SILT, trace of dropstone gravels and seashells; moist to dry; CUML. Medium dense, gray, silty, fine SAND with seams of silty clay; moist; SM. Medium stiff, gray, silty CLAY; moist; CL. Very stiff, gray, slightly clayey, fine sandy, gravelly SILT; wet; ML. ANDESITE: Very low strength, gray to dark brown; massive; highly to completely weathered, occasional pockets of moderate to high strength andesite. BOTTOM OF BORING COMPLETED 512312006 LEGEND 22.0 32.0 47.0 53.0 " 55.5 58.0 x x x x x 64.8 0 1= 2= 4 3= G 4= .5 3 n 5= s= Sample Not Recovered I Piezomeler Screen and Sand Filter I Standard Penetration Test ® Bentonite-Cement Grout ® Bentonite ChipslPellets ® Bentonite Grout Ground water Level ATD NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation Is based on visual -manual classification and selected lab testing. 4. The hole location was measured using a cloth tape from existing site features and should be considered approximate. • 10 ...;. .. .. 20 ...... ...... _. .:.. f. 30 40 .... ... 50 . ... 60 ..., .. ..... .. -.-............ . 50t3' 70 .. __ .._ 80 90 ...... .,...,..., _...:... .:...._ 0 20 O % Fines (<0.075mm) • % Water Content Plastic Limit ! 0 Liquid Limit Natural Water Content Seahawks Headquarters & Practice Facility Renton, Washington LOG OF BORING HQ-1 July 2006 21-1-20525-001 SSHHAANNON &roWILSONu�INC- I FIG, q-2 Total Depth: 50 f, Northing: Drilling Method: HSA and Mud Rotary Hole Diam.: 6 in. Top Elevation: - 25.5 ft. Easting: Drilling Company: Gregory Drilling Rod Type: Vert. Datum: Station: Drill Rig Equipment: Hammer Type: Automatic Horiz. Datum: Offset: Other Comments: SE corner of proposed buildiny __— SOIL DESCRIPTION o E co a � PENETRATION RESISTANCE (blowslfoot) Refer to the report text for a proper understanding of the s -0 E R C' s A Hammer Wt. & Drop: 140 lbs / 30 inches subsurface materials and drilling methods. The Q D O stratification lines represent the approximate boundaries 0 t/} cc between material types, and the transition may be gradual. d 0 20 40 60 Topsoil. Loose, brawn, slightly sandy, silty, round to 4.0 ° 4 .� subround GRAVEL, trace of organics; wet; s= ` GM. 4= a 10 Very soft, light to dark brown, wood fibrous 0 77, PEAT with scattered silty, fine SAND 5Z SI layers; moist; PT. Looselsoft, gray, stratified silty, fine to 20-06 20 medium SAND and fine sandy SILT; moist; mediSM/Mum 23.0 e= SMIM Soft, gray, silty CLAY, trace of organics; 30.0 9= ;.. 30 moist; CL............ . :. Medium stiff, gray, slightly clayey, fine 35.0 ,aZ ..: .......... sandy SILT; wet; ML. Medium dense to very dense, gray, silty, "= 44 sandy GRAVEL; wet; GM. 44.0 x 5013 5 ANDESITE: Moderate to high strength; x tz= gray; massive; fresh to slightly weathered. 50.0 50 BOTTOM OF BORING COMPLETED 5123/2006 . 60 Note: Artesian water pressure was encountered in gravel at about 40 feet. 70 O..... x .... .. - _ ... .. .. 80 ... .:. .... ro .... ........ ... 0 20 40 60 LEGEND Sample Not Recovered RezometeT Screen and Sand Filter O % Fines (<o.075mm) Standard Penetration Test ® Bentonite-Cement Grout • %Water Content 1--0 7 Thin wall Sample ® Bentonite Chips/Pellets Plastic Limit Liquid Limit Natural Water Content ® Bentonite Grout s Q Ground water Level ATD Seahawks Headquarters & Practice Facility Renton, Washington NOTES LOG OF BORING HQ-2 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. July 2006 21-1-20525-001 3. USCS designation is based on visual -manual classification and selected iab testing. r 4. The hole location was measured using a cloth tape from existing site features and SHANNON & WILSON, INC. FIG. A'3 should be considered approximate. Geoteonical and Environmental Consuttants a x �S Total Depth: 40 ft. Northing: Drilling Method: _NSA and Mud Rotary Hole Diam.: 6 in. Top Elevation: - 22 ft. Easting: _ _ Drilling Company: qTgLwy j2ng2g Rod Type: Vert. Datum: Station: Drill Rig Equipment: Hammer Type: Automatic Hariz, Datum: Offset; Other Comments: 5W corner ofproposed building SOIL DESCRIPTION o E m � PENETRATION RESISTANCE (blowstfoct) Refer to the report text for a proper understanding of the I= Q a a - ro -E i Hammer Wt. & Drop: 140 lbs I30 inches subsurface materials and drilling methods. The ¢ E o � a strafification lines represent the approximate boundaries Q U} d cn (,0 W between material types, and the transition may be gradual. 0 20 40 60 7t]psoil. Brown, silty, sandy, round GRAVEL; GM. 2.0 :.. z— V Dense to loose, gray, gravelly to slightly 7.0 p s= gravelly with depth, silty, fine SAND, Q 411:: m 10 scattered organics, dry and oxidized near topliwet near bottom; SM. 15.0 $_ ............ Very lapse, dark graylblack, silty, fine to 1g 0 s7 medium SAND, trace of dropstone gravels; 7 20 . moist to wet with depth; SM. 24,5Y. . Very soft, dark brown, wood fibrous PEAT; s= moist; PT. sZ 30 Soft, gray, slightly fine sandy to fine sandy SILT; wet; ML. 34.5 , ,a= �. • �..:.:: Very loose to medium dense, dark 38.0 x . gray/black, silty, fine to medium SAND; 40.0 '1 40 wet; SM. .. . Loose, gray/black, silty, sandy GRAVEL i with organic (wood) fine sandy SILT layer; 50 . wet; GM/ML. ... . .,.,. NDESITE (?) (no sample return). BOTTOM OF BORING COMPLETED 5/24/2006 70 .. ....:.. .....: S0 _- 90 0 20 40 — 60 LEGEND Sample Not Recovered Piezorneter Screen and Sand Fitter O % Fines (<o.o75mm) Standard Penetration Test ® Bentonite Cement Grout • %Water Content Plastic Limit F---`� Liquid Limit Thin Wall Sampie ® Bentonite Chips/Pellets Natural Water Content ® Bentonfte Grout �? Ground Water Level ATD Seehawks Headquarters & Practice Facility Renton, Washington `T LOG OF BORING HQ-3 1, Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. July 2008 21-1-20525 �Ot 3. USCS designation is based on visual -manual classification and selected lab testing. 4. The hole location was measured using a cloth tape from existing site features and SHANNON & WILSQN CNC. should be considered approximate. FIG. A'4 Geotechnical and Environmental Consultants Total Depth: 20.3 it. Northing: Drilling Method: Hollow Stem Auger , Hole Diam.: 6 in. Top Elevation: — 24.5 ft. Easting: Drilling Company: Gregory Drilling Rod Type: Vert. Datum: Station: Drill Rig Equipment: Hammer Type: Automatic Horiz. Datum: Offset: Other Comments: Near center of proposed building SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drifting methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. Topsoil. _ Brown, silty, sandy round GRAVEL; GM. Loose to medium dense, gray, gravelly, sandy SILT; moist; scattered organics; ML. Very soft, light to dark brown, wood fibrous ,PEAT; moist; PT. Loose, gray, silty, fine SAND, trace of ;organics; moist; SM. Very dense, gray, silty, sandy GRAVEL; wet; ANDESITE: Very low strength; gray to dark brown; massive; highly to completely (weathered. BOTTOM OF BORING COMPLETED 5/2412006 Q. E CL E 2 U) C] w.* 1 LEGEND Sample Not Recovered Piezometer Screen and Sand Filter Z Standard Penetration Test ® Bentonite-Cement Grout ]� Thin Wall Sample ® Bentonite Chips/Pellets ® Bentonite Grout $� Ground Water Level ATD NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visuakmanual classification and selected iab testing. 4. The hole "tion was measured using a cloth tape from existing site features and should be considered approximate. 30 40 50 60 70 80 90 PENETRATION RESISTANCE (blowsHoot) ♦ Hammer Wt. & Drop: 140lbs/30 inches Seahawks Headquarters & Practice Facility Renton, Washington LOG OF BORING HQ-4 July 2006 21-1-20525-001 SHANNON & WILSON, INC. I FIG. A-5 Geotechnical and Environmente Consultants 0 x m v a Total Depth: 30.5 ft. Northing: Drilling Method: Hollow Stem Auger Hole Diann.: 6 in, Top Elevation: -- 24.5 ft. Easting: Drilling Company: Gre4og Drilling Rod Type: Vert, Datum: Station: - Drill Rig Equipment: �T Hammer Type: Automatic Horiz, Datum: Offset: Other Comments: !Near center of ro osed buildin SOIL DESCRIPTION a� o m -o L cr� PENETRATION RESISTANCE (blowsifoot) Refer to the report text for a proper understanding of the a � :? s 1 Hammer Wt. & Drop: 1401bs/30 inches subsurface materials and drilling methods. The stratification Q E o Q lines indicated below represent the approximate boundaries m 0 t } (� between material types, and the transition may be gradual. o zo 40 60 Topsail. Drill through - no sampling. :.,...,.... _ ....... . . ..:.:..... '= 4 20L. Medium denselstiff, brown, statified slightly 20"0 . gravelly, silty SAND and sightly gravelly and 23.5 ` clayey, sandy SILT; wet; SMIML. x x x z= :..._ 16111 :..._ ANDESITE: Very low to moderate strength; 30.5 x 3= 30 _.,... ... massive; moderately to completely weathered. BOTTOM OF BORING COMPLETED 5/24/2006 ... ..._ :. _ ..,.. 40 . 50 60 ....: :.. . 70 80 ............ :..:..:, .,.,:,.,:,.. go 0 20 40 60 GEND Sampie Not Recovered Rezometer Screen and Sand Fitter I Standard Penetration Test ® Bentonite-Cement Grout ® Bentonite ChipslPellets Plastic Limit k--0�( Liquid Limit ® Bentonite Grout !Natural Water Content $� Ground water Level ATD Seahawks Headquarters & Practice Facility Renton, Washington NDTES LOG OF BORING HQ-5 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, f indicated above, is for the date specified and may vary. July 2006 21-1-20525-0D 1 3. USCS designation is based on visual -manual classifratian and selected lab testing. 4. The hole location was measured using a cbth tape from existing site features and SHANNON & WIL.SON, INC. FIG- A-6 should be considered approximate. Gmlechnicel and Environmental consultants Total Depth: 46.5 ft. Northing: r _ Drilling Method: HSA and Mud Rotary Hole Diam.: 6 in. Top Elevation: - 23 ft. Easting: _ Drilling Company: Gre a Drffljnq Rod Type: Vert. Datum: Station: Drill Rig Equipment: Hammer Type: Automatic Horiz. Datum: Offset: Other Comments: _Near west side ofpro osed buiJdrn9..,___ SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual, Topsoil. _ Medium dense, brown, silty, gravelly SAND; dry; oxidized; numerous organics; SM. Very loose, graylbrown, slightly gravelly to gravelly, silty, fine to medium SAND; moist; oxidized; SM. Very soft, light to dark brown, wood fibrous PEAT; moist; PT. Very loose to loose/very soft to soft, graylblack, stratified silty, fine to medium SAND and fine sandy SILT, trace of dropstone gravels; wet; scattered to numerous organics; SM/ML. ANDESITE: Low to moderate strength; gray to dark brown; massive; slightly to moderately weathered. ANDESITE: Moderate to high strength; gray with brown discoloration in matriex; massive; slightly weathered. BOTTOM OF BORING COMPLETED 5/24/2006 a Lo o PENETRATION RESISTANCE (blowslfoot) a � r • Hammer Wt. & Drop: 1401bslWinches N 0 � CD� N O to ❑ 5.a 2= ' 3= 12.5 a� s 15.5 s= 7S o 33.0 x x 1p� x x x x " tip 43.5 x x 46.5 , x �2= LEGEND Sample Not Recovered Piezometer Screen and Sand Filter Standard Penetration Test ® Bentonite-Cement Grout ]I Thin Wall Sample ® gentonite ChipslPellets ® Bentonite Grout SZ Ground Water Level ATD NQ?ES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwrater level, if indicated above, is for the date specified and may vary, 3. USCS designation is based on visual -manual classification and selected lab testing. 4. The hole location was measured using a cloth tape from existing site features and should be considered approximate. Seahawks Headquarters & Practice Facility Renton, Washington LOG OF BORING HQ-6 July 2006 21-1-20525-001 SHANNON & %MILSON, INC. I FIG, A-1 Gedeehnical and Environmental Consullants 192 File: J:D211020525-Oo1n21-1-2025-001 TPs 1-29n21-1A205-001 TPs 1-29.dwg Date: 06-30-2GOO Author. dreftemp SHANNON & WILSON, INC. Geotaftleal end EmAtonmental Consultants LOG OF TEST PIT TP-1 JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan PROJECT: Seahawks Headquarters, Renton, Washington SOIL DESCRIPTION o as a o v E M W U` Sketch of North Pit Side Surface Elevation: Approx. 32.5 Ft. Horizontal Distance in Feet 0 2 4 6 8 10 12 Loose, brown, slightly gravelly, silty : : : _ : .:: : : , SAND; numerous organics (roots); . . . . . . . (Topsoil) SM. .. : _ :: : :: .: : : : .: :::. .:: : ::: . . , . ... O Dense, brown, gravelly, slity SAND; w . . . . . . . . : gravel up to 3" diameter and 1 ..... subround; scattered cobbles to 6" : . diameter; dry; SM. o S-1 . ::. ...: . . . ..: : : : : :: : : : : : . . .. . . OBrown PEAT, trace of gravel; Z .. . . . . . . .. slightly moist; PT. Dense, brown and gray, silty fine 2 .' ... .... SAND; moist; SM. -Torvane: 3.5 and 3.3 tsf S-2 : : :. : : : :: :.. . . . . : 3 �o ........ Plpe of unknown origin _ ... _ _.._..._.. _ . .. I......... ..... ... NOTES . . ... : S-3 1. Vertical exaggeration equals 2X. 4 :__ 2 Hit 8 inch diameter currugated ... . . . . . . .... ... .... . . . . . . . .. .. ... : .. : pipe at 1.7 feet deep on south side. . . . . . . . . . . . . . l • a.... ........,E......... ......... File: J:0211D20525-001 d21-1-2025-001 TPs 1-29D21-1-020"01 TPs 1-29.dwg Date: 06-30-2006 Author. draftemp SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan GeotechnlcA and Environmental ConsuHants p LOG OF TEST PIT TP-2 PROJECT: Seahawks Headquarters, Renton, Washington rr 2 LL Sketch of North Pit Side Surface Elevation: Approx. 32.5 Ft. 501E DESCRIPTION 2 M 0 M Horizontal Distance in Feet C7 �U ❑ 0 2 4 6 8 10 12 0 . ...... ............ ....... Loose, brown, silty SAND; numerous organics (roots); (Topsoil) SM. . . . .. . . . . . a Brown, dense, slightly silty, gravelly v .: SAND; several subrounded to O 1 rounded cobbles > 6" diameter; moist; SW-SM. Z S-1 Medium dense; brown; silty fine . . ... .. : SAND; moist; SM. _ ... .. .. ... . Hard, brown and gray, sandy SILT; S-2 trace of gravel; slightly moist; ML. -Torvane: 4.7 and 4.0 tsf . ...... 4 S-3 . . . . ......- ... NOTES ... ..:: :....... ... .. ,.... 1. Vertical exaggeration equals 2X, :.: : : : :: 2. Large roots approximately 2 inches : ..: .. .. ..... . .. :. :. ... : diameter on east end at 2.5 feet. ... . . . . . . . . . . In i File: J:o211020525-00M21-1-2025-001 TPs 1-29021-1-0205-001 TPs 1-29.dwg Date: 06-30-2006 Author. drafiemp SHAANNNtOrN & WI SOEnytmnmentsl N sIN C. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan Geotachn"uttants LOG OF TEST PIT TP-3 PROJECT: Seahawks Headquarters, Renton, Washington w c (D u- Sketch of North Pit Side Surface Elevation: Approx. 32.0 Ft. SOIL DESCRIPTION ro e E a Horizontal Distance in Feet o v sn 0 Q 2 4 6 8 10 12 a. OLoose, brown, silty SAND; .. Q ` . .. numerous organics (roots); ; (Topsoil) SM. S-1 .. .. _ ... .. ..... . Dense, brown and gray, silty SAND, trace of gravel; moist to wet; SM. Medium dense, brown, slightly silty SAND; moist to wet; SP-SM. .. . LJ Hard, brown, slightly sandy, clayey . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . ..SILT; dry. S-2 2 .. ...... -Torvane: 3.8 and 4.2 tsf 3 ..... .. ... 3 ...... NOTE 4 ... ..... ....-- Vertical exaggeration equals 2X. S-3 4 . . . . . . . . . . . . . . . 1 _ . . . . . . k I In ............ .. .. ......._.. ........,_.... .......... ., i..... E .. .. .. _. _.. ....,.... a k ....... File: J2211020525-001o21-1-2025-G01 TPs 1-29021-1-0205-001 TPs 1-29.dwg Date: 06-30-2006 Author. draftemp SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan Geatecfinksl and EnAronmental ConeuRants p LOG OF TEST PIT TP-4 PROJECT: Seahawks Headquarters, Renton, Washington c ? " Sketch of North Pit Side Surface Elevation: Approx. 25.5 Ft. SOIL DESCRIPTION m � c C0 a Horizontal Distance in Feet 0 0 0 U U) 0 0 2 4 6 8 10 12 7a Loose, brown, silty SAND; (Topsoil) 0 . . . S M. S-1 Dense, brown, gravelly, silty, .. : . . ..... ... . ::. . medium to coarse SAND; ... .:� . . .. . subangular to subrounded cobbles 1 _ :...__ ... up to 6" diameter; slightly moist; S_2 OVery dense, gray and black, silty, gravelly, medium SAND; slightly moist; SM. S-3 2 :- 4 4O Dense, black, slightly silty, fine SAND; moist; SP-SM. ... : : : : iJ Medium dense, gray, slightly silty S-4 . . . . . . . . .. SAND to medium. stiff CLAY; . lenses approx. 0.02'thick; SP-SM. 3 .. _ .. _ _ . .. _.__ ........._ .._ .... Medium stiff, brown gray clayey ... . . . . .. . . :. :. ... . SILT; thin lenses of brown fine S-5 ,. . SAND (approx. 0.03'); moist; ML. . . -Torvane: 2.5 and 2.2 tsf NOTE Vertical exaggeration equals 2X. ' , :. : : : :: . . . . . ... : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . . File: J:o211o20525-001a21-1-2025-001 TPs 1-29621-1-0205-007 TPs 1-29,dwg Date: 06-30-2006 Author, drattemp SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan Geotechnlcel and Envtranmental Gonsultanm p LOG OF TEST PIT TP-5 PROJECT: Seahawks Headquarters, Renton, Washington `D c ? " Sketch of West Pit Side Surface Elevation: Approx. 25.0 Ft. SOIL DESCRIPTION 2 ( o a E Horizontal Distance in Feet o t% to o 0 2 4 6 8 10 12 0 ...: a Loose, brown, silty SAND; numerous organics; (Topsoil) SM. : : : : : . . . .: Dense, brown, silty, gravelly SAND; : :: : : ... moist; cobbles to 6" diameter; SM. .. . S-1 1 _ o ... Stiff, gray, slightly clayey, slightly o gravelly, silty SAND; moist; lenses z of gray, sandy silty clay ....... : :. ... : .... ..... :... :. .. : (approximately 0.5"); SM. 4 Stiff, gray, silty CLAY and 2 .... . gray -brown, silty SAND, trace of . ... . . . : gravel; lenses of brown, sandy silt; S-2 , . ... . numerous organics; CH-SM -Torvane: 3.3, 5.0, and 4.0 tsf 3 ....... .... _-....... _ m _ ..... _ S-3 .. :... ...:.:.... 4 .... .. 4 ... .. i . . , - .. NOTE . . . ... .....' Vertical exaggeration equals 2X. : .. . . . .. .. .... N....... ...... .--... File: J:o21 iD205ta-001021-1-2025-001 TPs 1-29D21-1.0205-001 TPs 1-29.dwg Date: 06-30-2006 Author draRemp SHANNON & WILSON, INC. Oeotechnicei end Envimmmanlal Consultants LOG OF TEST PIT TP-6 JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan PROJECT: Seahawks Headquarters, Renton, Washington Sketch of North Pit Side Surface Elevation: Approx. 27.5 Ft. SOIL DESCRIPTION m a E Q Horizontal Distance in Feet 0 �U in 0 0 2 4 6 8 10 12 0 ......, 1O Loose, brown, silty SAND; moist; numerous organics; (Topsoil) SM. ... . . . .. . . . Dense to very dense, light brown and gray, gravelly, clayey, silty W SAND; moist; subrounded cobbles 1 (approx. 4"); scattered organics; interbedded with gray, silty clay: SM-CH. Z S-1 Hard, gray, silty CLAY; moist; . . . : : : : . . . . ... . . . . . . . : . . CL-CH. 2 -Torvane: 6.8 and 6.0 tsf : : : :.. : : . O S-2 3 4 . ..... __... NOTE .... .. :.: ......... Vertical exaggeration equals 2X. ... : ... .. : ..... .. . . . ..: ..... : : , A E co k........ File: J:0211020525-001021-1-2025-001 TFs 1-2g021-1-0205-001 TPs 1-2g.dwg Date: 06-30-2006 Author: draftemp SHANNON & V1nLSON, INC. Geotadml[aI and Envlrvnmertlei Consultants JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan LOG OF TEST PIT TP-7 PROJECT: Seahawks Headquarters, Renton, Washington �w w ;= L`- Sketch of North Pit Side Surface Elevation: Approx. 22.0 Ft. 501E DESCRIPTION o ro a� 3 U a E in a Horizontal Distance in Feet o C) 0 2 4 6 8 10 12 brown, silty SAND; moist; o . oLoose, numerous organics; (Topsoil) SM. ... OVery dense, brown and gray, silty, : : : : gravelly SAND; moist; trace to . `-! . . . . . . . scattered organics; cobbles to 4"; SM ODense, brown, slightly cobbley, S_t slightly silty to silty, gravelly SAND; . . . . . moist; trace to scattered organics; :. . . . . . . . . . . . . . . . . . . . cobbles to 4"; SP-SMISM. 2 . . . .. . . . . . . . . . . , . .. . . 0 Medium dense, gray, silty SAND; . ' . .. .. . .. .. .. moist; distinct oxidation lines; . approximately 0.7 feet wide; SM. . ... :... .... :. S-2 3 4 - ........ NOTE...... .... .. .... ....•,.. ......... ... .. ..... . Vertical exaggeration equals 2X. : . . . ... . .. . . .... : ... :. : : ... , . . . -n :: .:..'.:: : :... :f.......: ..: :: :.... File: J:D211D20525-001D21-1-2025-001 TPs 1.29D21-1.0205-001 TPs 1-29.dwg Date:06-30-2006 Author. draRemp SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan Gaa%rhnkal and Envimmmental Consultants LOG OF TEST PIT TP-8 PROJECT: Seahawks Headquarters, Renton, Washington Sketch of North Pit Side Surface Elevation: Approx. 23.5 Ft. SOIL DESCRIPTION m a iv as E a E Q Horizontal Distance in Feet U cn o 0 2 4 6 8 10 12 Loose, brown, silty SAND; moist; 0 . numerous organics; (Topsoil) SM. 2 Dense, gray, slightly cobbley, " slightly gravelly to gravelly, silty a+ SAND; moist. O S-1 1 _ ... .. ,.. _.. . Dense, brown, silty SAND, trace of o :. : : : : : :: : : : gravel; moist; scattered organics; Z SM. ....... S-2 2 ... .o 3 _ _ ....._...... S-3 ... ::;. "::: :� :: : .. ...... ......... 4 _......... .. .... NOTE ....... ..... Vertical exaggeration equals 2X. . . . . . . , . . ............ File: J:o21IE120525-001021-1-2025.001 TPs 1-29C121-1-0205-001 TPs 1-29.dwg Date. 06-30-2006 Author, draftemp SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan Gaotschftd and £n%imn"rdat GonsulanU p LOG OF TEST PIT TP-9 PROJECT: Seahawks Headquarters, Renton, Washington -0 C a> c v 11 Sketch of North Pit Side Surface Elevation: Approx. 20.0 Ft. SOIL DESCRIPTION QM 3 o E Horizontal Distance in Feet o V m 0 0 2 4 6 $ 10 12 Loose, brown, silty SAND; 0 ... :.. .. . . a.: . . . . . . : numerous organics; (Topsoil). Dense, dark brown, gravelly, 'a S-1 :::: ...::. :..:.:. • ..:. 2 . . _ :- meftrn SAND; moist; SM. . O Loose to medium dense, O : : :: : : : :: ...: .... . . .. . gray/brown, coarse sandy GRAVEL; o S-2 : : :. :.. : wet; GW Z ... 3 .. Stiff, gray, fine sandy SILT; moist; ML. 2 •.. ... -Torvane: at 2 feet, 2.5 tsf . . . . ... .. . at 3 feet, 3.0 tsf . at 4 feet, 2.2 tsf S-3 g : 4 :__ ....._ ...._. NOTE : ... ::.::.:: . :.::. ,......... Vertical exaggeration equals 2X. : : • : : : : : : : : .. , .: : : : : : : : . : : • : : : .... ............................. ......... ......... File: J:n211020525-001 u21-1-2o25-oo1 TPs 1-29a21-"20M01 TPs 1-29.dwg Date: 06-30-2006 Author draftemp SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan ot 0eachnlcal and Environmental Cannftnts p LOG OF TEST PIT TP-10 PROJECT: Seahawks Headquarters, Renton, Washington -0 e (D u- Sketch of West Pit Side Surface Elevation: Approx. 28.0 Ft. SOIL DESCRIPTION = - o m `0 �' o E c Horizontal Distance in Feet A U m ❑ 0 2 4 6 8 10 12 a Loose, brown, silty SAND; moist; a �::.... numerous organics; (Topsoil) SM. .. . . . . . . i Medium dense, brown, silty, gravelly SAND; moist; numerous m organics; SM. O S-1 1 Stiff, gray, silty CLAY, trace of . . . . . gravel and sand, moist; CH. Z -Totvane: 4.5, 5.2, and 4.7 2 . : . . . . . S-2 ..' .. ...... S-3 .. .:.' : : :. ::.:. : : 4 NOTE .......... Vertical exaggeration equals 2X. ......... . Gi.........'.... ..: ......... ......:.. ......... He:10211020525-001021-1-2025-001 TPs 1-291121-1-0205-001 TPs 1-29.dwg Date: 06-30-2006 Author. draftemp SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan Gaote&ntml and EnvGonmental ConsuUnts LOG OF TEST PIT TP-11 PROJECT: Seahawks Headquarters, Renton, Washington as c Sketch of West Pit Side Surface Elevation: Approx. 30.0 Ft. SOIL DESCRIPTION 2 c E m Horizontal Distance in Feet a° rn 0 2 4 6 8 10 12 0 ... ......... aLoose, brown, silty SAND; moist; numerous organics; (Topsoil) SM. . . . . . . . . . . . . . . . t�2 Dense, brown, slightly clayey, a) . . . . . : slightly cobbley, silty, gravelly a) .... SAND; moist; cobbles to 6"; 1 ,.. : .... scattered organics; SM. :: : (D Dense, dark gray -brown, gravelly, Z silty SAND; moist; scattered wood S-t fragments; SM. 2 3 S-2 . ..... ...... ....... . ..... : 4 ... ...... . ..... NOTE ... : : : :.. ....: Vertical exaggeration equals 2X. a,......... File: J:02110205crd01021-1-2025-001 TPs 1-29021-1-0205-001 TPs 1-29.dwg Date: 06-30-2006 Author. dmmp SHANNON & WIL.SON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan Qeotachnloal and Envimnmenlal UneuRanla LOG OF TEST PIT TP-12 PROJECT: Seahawks Headquarters, Renton, Washington a� c Sketch of South Pit Side Surface Elevation: Approx. 24.5 Ft. SOIL DESCRIPTION Q c Cl m Horizontal Distance in Feet �� ❑ 0 2 4 6 8 10 12 0 ...... Decomposing Wood Chips. : : : : : : : : : : . . . . . . . a2 Stiff, gray, slightly gravelly, sandy. .. ' ... ... .... silty CLAY; moist; CL. .. . . . . . . . . . . . 3� Loose, gray, sandy SILT; SM. 1 Loose, gray, trace to slightly silty SAND; wet; scattered organics; SW/SW-SM. 2 ... .. .. ... ..._ S1 3 _ ..:.._. _ . _..___. _. .. :.. _. _...... S-2 . ..:.: ...: ....... .. : ... . S 3 4 ..... .... ... -.. ..... :... ...... NOTE Vertical exaggeration equals 2X. ::. .. ...... .: : .. ..... ..... . . . : ...:. . 6 . . . . ................ :...... ........ File: ,1:D211020525-001021-1-2025-001 TPs 1-29021-1-0205-001 TPs 1-2g.dwg Date: 06-30-2006 Author. draftemp SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan Gedlschnlcal and Environmental Consuftants LOG OF TEST PIT TP-13 PROJECT: Seahawks Headquarters, Renton, Washington c ai `` Sketch of South Pit Side Surface Elevation: Approx. 20.5 Ft. SOIL DESCRIPTION o m o E a Horizontal Distance in Feet C7� �U 0 � 0 2 4 6 8 10 12 O Desomposing Wood Chips. . . . .: ... :: . 2O Dense to very dense, gray, slightly o : : : : . .... :. silty, slightly gravelly SAND; moist; . . . . . . . ... . . . . .. . . . .. . . . . . . . . . . SP-SM. (D 1 . .. . . ... .. : . __ .. .. . � 0 2 ... _. 3 4 . ..... ...- _ . _ ... .... NOTES 1. Vertical exaggeration equals 2X. i .. 3 .. . . 2, Strong odor, PID reading 4.5. No ... . . . .. . . . . . . : sample taken. 5 .......... _ E _' File: J:o211L]20525-001 D21-1-2025-001 TPs 1-29o21-1-0205-001 TPs 1-29.dwg Date: 06-30-2006 Author. draFtemp SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan ot Geeohnkat and EnAmnmental Consulter a p LOG OF TEST PIT TP-14 PROJECT: Seahawks Headquarters, Renton, Washington m m tL Sketch of North Pit Side Surface Elevation: Approx. 26.0 Ft. SOIL DESCRIPTION o 0 C1 C Horizontal Distance in Feet o U ❑ 0 2 4 6 8 10 12 0 ... .. . .... � Soft, black, sandy organics 2 Very hard, oil rock, ASPHALT. Very dense, brown, sandy 1 - GRAVEL; moist; with thin lenses of : : : : : : .. : : ... : : : :. :: . . . . . . light gray, sandy silt. 4 : : : : : : Very dense, sandy GRAVEL; wet; 2 groundwater seeping heavily at 2.1 bgs. 2 Dense, brown, sandy SILT, 6 ... . . ... . . . . .. . . . . . .. . . . Medium dense, fine to medium . . . . . . . . . . . .. .. . . . . grain SAND; very wet. : . . . . .. . . .. .. : NOTES 3 1. Vertical exaggeration equals 2X. i 2. Moderate sheen on water collecting on bottom. . . . . . : .. . , . . . . . . . . . . , 3. PID reading 6.2 on layer 4. 4 4 ... __ _. ... 4. Groundwater stabilized at 4.1 feet bgs after 30 minutes. : .... :.: .. .. .. .: .. : ... ..... File: J:o21In20525-001021-1.2025-U01 TPs 1-29o21-1-0205-001 TPs 1-29.dwg Date; 06-30-2006 Author. drattamp SHANNON S WILSON, INC. GeotechnIcal and Environmental Cormliants LOG OF TEST PIT TP-15 JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan PROJECT: Seahawks Headquarters, Renton, Washington SOIL DESCRIPTION o 6 o c0 a� E .. 4' 1Z �.0 a�11 CL E (n Q O Sketch of South Pit Side Surface Elevation: Approx. 25.5 Ft. Horizontal Distance in Feet 0 2 4 6 8 10 12 0 ........ ... ... Loose, brown, silty SAND; moist; . . . .... (Topsoil); SM. . . .. . . . . .. . . . Dense, gray -brown, silty, sandy : . . . . . . . . . . . . . GRAVEL; moist to wet; scattered organics; GM. S-1 1 . ... �o Medium dense, gray and brown, .. . . . sandy fine GRAVEUgravelly SAND, trace of silt; wet; GW/GPISW/SP. S-2 QMedium dense, gray to gray brown, 2 ' .. silty, fine to medium SAND; wet; SM. Loose, gray SAND, trace of silt: : : : : ...: . I wet; scattered organics; SW. . .. . . . . . - . . . . . . . . . . . i....•.... S-3 3 .. ....... ........ ..... - ._... _..... -- NOTES ........ . . 1. Vertical exaggeration equals 2X. . . . . . . . . . . . . . .. : . 4 2. Groundwater seeping in from bottom . . . . . . and sides (2.1 bgs). S 3. Static groundwater at 4.0 feet bgs after 15 minutes. 5 ..... __...... _ ........ ,1 ......... ......... ......... ........... ........:.......:. ........ File: J:©211o2O525-001ri21-1.2025-001 TPs 1-29021-1-0205-001 TPs 1-29.dwg Date: 06-30-2006 Author. drartemp SHANNON & WILSON, INC. Geotechnleal and Environmental Consultants LOG OF TEST PIT TP-16 JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan PROJECT: Seahawks Headquarters, Renton, Washington SOIL DESCRIPTION o m c c° m o Q V E Cn LL Sketch of South Pit Side Surface Elevation: Approx. 23.0 Ft. Horizontal Distance in Feet 0 2 4 6 8 10 12 Loose, brown, silty SAND; moist; 0 (Topsoil); SM. a Medium dense, gray -brown, slightly : : : : Q : ::. silty, gravelly SAND; moist; SM. m S-1 1 _ __ _ __ _ Dense, gray, slightly gravelly, silty O SAND; moist; SM. : : .. : : : : : . . . . . . .. . . . . Dense, brown, slightly silty to silty Z S-2 ......... :: : :: ::...... O' .. . . . . .... . 3 SAND; moist; scattered to . . . numerous small wood fragments; 2 .. . . . . SP-SM. Stiff, gray SILT; moist; ML. - Torvane 2.2 and 2.6 tsf . . . . Stiff, brown, sandy SILT; moist; ML. 5-3 , ....... - Torvane 2.4 and 2.6 tsf 3 _ ........ __ __....__.._ ..... NOTES . . . . . . . . . . . . . 1. Vertical exaggeration equals 2X. 4 _...... __.... _ 2. Strong odor at 2 feet. PID reading 8.3 to .. ... 6 .. . ... .. 1 9.5. S-4 i . No samples collected. 3 ... .. . . . . ; 5 .:........_ _'_ ....... . N File: J:0211020525-001021-1-2025-001 TPs 1-29a21-1-0205-001 TPs 1-29.dwg Date: 06-30-2006 Author: drattemp SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan Geotechnlral and Environmental Consu tents LOG OF TEST PIT TP-17 PROJECT: Seahawks Headquarters, Renton, Washington a� c m u- Sketch of North Pit Side Surface Elevation: Approx. 22.0 Ft. SOIL DESCRIPTION 2 o E m Horizontal Distance in Feet U ❑ 0 2 4 6 8 10 12 0 ......... .... ........... Loose, brown, silty SAND; moist; . . . . . (Topsoil); SM. . . . . . . : Medium dense, gray -brown, slightly ..... :...... ..... ... .... . _ _ .... cobbley, slightly clayey, silty, m gravelly SAND; moist; scattered 1 .......... organics; SMISC. ... o Z...-.... ..... ......... ....... ..... ......... 2 _ ... _.......... .... g ................ .. ......... NOTES .... ... . 1. Vertical exaggeration equals 2X. . . . . . . . 4 2. Ground water seeping up from bottom, . ... . . . .... .. . . . . ..... . no noticeable seeps along sides. 5 _.. . . ......... ........ ..... .........l.... :. ,..'......... ... ..... .. . ....:....�::..........: fn ...: .... .... ..:... File: J,0211020525-007C121-1-2025-001 TPs 1-291721-1.0205-001 TPs 1-29,dwg Date: 06-30-2006 Author. draftemp SHANNDN & Wtt_SDN, INC. fleotecfiNcal and fnvironmenlal Conwtlenta p JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan LOG OF TEST PIT TP-18 PROJECT: Seahawks Headquarters, Renton, Washington m c 0 u_ Sketch of North Pit Side Surface Elevation: Approx. 23.5 Ft. SOIL DESCRIPTION O I>y C '"" o- Horizontal Distance in Feet a v D 0 2 4 6 8 10 12 0 ...- ...... .... .........' O Loose, brown, silty SAND; moist; : .:: :: : : : : : (Topsoil); SM. : : 0 .. : : : . . ...: Very dense, brown, silty, sandy Q GRAVEL/ gravelly SAND; moist; N S"1 faint hydrocarbon odor; SM/GM. 1 aDense, gray and gray -brown, : : : : clayey SILT/silty CLAY, trace of Z . . . . gravel and sand; moist; pockets of S-2 medium grained sand and gravel; abundant oxidation; MUCL. 2 _ .._ ... Stiff, gray, sandy, silty CLAY; trace : : : : : : :... . :.:.: : : . ..... '. ... : of gravel; moist; CUCH. - Torvane: 3.2 and 3.5 tsf :.: 3 _ ... _. __ _... _........._.. _... - -- .. ... .... .... .. . .. .. NOTES .,.... ...... .... . 1. Vertical exaggeration equals 2X. . . . .. 4 .. ..._.... _ E _.... ___ .... __. 2. Hard digging to 1.5 feet bgs. : : .: : :. : : : : : :: : : : : : : Moderately hard to 3.7 feet bgs. ! . 5 .......... . ....- t aE File: J_a211[]20525-001ii21-1-2025-001 TPs 1-291121-1-0205-001 TPs 1-29.dwg Date: 06-30.2006 Author. dra$emp SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan Gnateehnlul and Envlmnmantel Cansuftwts LOG OF TEST PIT TP-19 PROJECT: Seahawks Headquarters, Renton, Washington ►- a> c u- Sketch of North Pit Side Surface Elevation: Approx. 24.5 Ft. SOIL DESCRIPTION a E Horizontal Distance in Feet U) 0 0 2 4 6 8 10 12 a.. ......... Loose, dark brown, sandy, organic TOPSOIL; S_1 .. . . . . ..... moist. : : : a Asphalt. : : : : : .:: : :.: .: : : :: : : : : .... .. . Dense, brown, slightly silty. gravelly S-2 1 SAND; moist; SP-SM. 3 Dense, gray, slightly silty SAND; : : : : : : : : : :. moist; SW-SM. .. .. : . 2 .. . ...., S-3 :: :: : :::: ........ :::::. a' 4' NOTES ::: 1. Vertical exaggeration equals 2X. 4 2. Static groundwater level at 3.5 feet bg after 15 minutes. 3. Groundwater seepage up from bottom . . . . . • • • • : .. ... .: and undercutting sand. 5 In I ! M 0 Fite: J:c211g20, A021-1-2025-001 TPs 1-29021-1-0205-001 TPs 1-29.dwg Date: 06-30-2006 Author. o, .p SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Ex loration Plan Geotechnkel and Envtronmentel Consultant p LOG OF TEST PIT TP-20 PROJECT: Seahawks Headquarters, Renton, Washington �. v c " Sketch of South Pit Side Surface Elevation: Approx. 25.0 Ft. SOIL DESCRIPTION o ca 2 o E c Horizontal Distance in Feet - 0 2 4 6 8 10 12 Loose, brown, silty SAND; moist; (Topsoil); SM. : : :: : :: : : : : . 1�; : : : : : : :: : : :. . . . . . . . Loose, brown, silty, gravelly SAND; moist; scattered organics; SM. S-1 1 Dense, gray -brown, slightly gravelly, clayey SILT, trace of sand; moist; M L. Medium dense, brown SAND, trace S-2 . . . . . : : .. : . . . . . . of slit; moist; SW. 2 . . . . .. . . " . . .. .. . . . . . . .. . . . . . S-3 . . . . . . . . . . . . 3 _ _ .._ ........_... .... .._. .. , . ..... .. _ .. _. .. NOTES 1. Vertical exaggeration equals 2X. 4 . . . .. . . . .. .. . 4 _ __ -..... __ ....... 2. Ground water gushing in at NE comer, . . . . . ` ' .... .. ... . . caving sand. 3. Static groundwater level at 2.7 feet bgs . . : . . . . . . . : after 15 minutes. 5 .... Ftle: J;02110205— -A021-1-2052"01 TPs 1-29021-1-20525-001 TPs 1-29.dwg Date: 07-13-2006 Author. b , SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Pian Geolech0m] and Environmental conautlantn p LOG OF TEST PIT -21 PROJECT: Seahawks Headquarters, Renton, Washington L `m E m LL Sketch of South Pit Side Surface Elevation: Approx. 25.5 Ft. SOIL DESCRIPTION 3�: m _ Horizontal Distance in Feet o o U 8 U) 0 2 4 6 8 10 12 0 ..... Quarry Spalls. Brown, silty SAND; moist; ..... . ... . . :: numerous quarry Spalls; scattered ' . . . . . . . . . . . . . . organics; SM. N Q Asphalt. O w O Dense to very dense, gray to Z I gray -brown, silty, gravelly SAND; S-1 . . . . . . . . moist; SM. Stiff, gray -brown, clayey SILT; 2 . ... ........ , moist; lenses of silty, fine to medium sand; scattered organics; ML. - Torvane: 3.9 and 4.0 Medium stiff, brown, clayey SILT to organic SILT; moist; MUGH. 3 i. - Torvane: 3.8, 2.5 and 3.0 NOTE - f Vertical exaggeration equals 2X. S-3 : . . . . . . . . . . . . . . B 4 E t ,n ...... .........1.........€ . go File: J_o211❑2L A021-1-2025-001 TPa 1-29D21.1-0205-001 TP91-29.dwg Date: 0630-2006 Author. L P SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan Cmdechniral and EnAmnmental Consupants p LOG OF TEST PIT TP-22 PROJECT: Seahawks Headquarters, Renton, Washington `m s= Sketch of West Pit Side Surface Elevation: Approx. 25.0 Ft. SOIL DESCRIPTION o ca a) � C Horizontal Distance in Feet L o fl 0 Cn 0 0 2 4 6 8 10 12 p. OLoose, brown, medium, SAND; organic, (Topsoil). Very dense, brown, slightly silty to . . . . . . . . silty, gravelly SAND; moist to wet; . . . . . . . . . SMISW-SM. 1 2 ....__ .. ..... .. ... ... .. ........ __ .. ... ..... ... ... ..... ... NOTES 1. Vertical exaggeration equals 2X. .. .. .. : ... 4. 2. Groundwater seeping in at 2.5 feet bgs. . . • . Sides of test pit caving in - boh approximately 3 feet bgs after 10 minutes. 5 a..........:.................. Flla: J:0211d20S _ ,01u21-1-2025.001 TPs 1-2gn21-1-0205-001 TPs 1-29.dwg Iaate: 06-30-2006 Author: dra,.,mp SHANNON & WILSON, INC. Gootachnlral and EnOmnmental ConaWtanta LOG OF TEST PIT TP-23 JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan PROJECT: Seahawks Headquarters, Renton, Washington SOIL DESCRIPTION b L m c c a v E o7 u- a 0 Sketch of South Pit Side Surface Elevation: Approx. 27.5 Ft. Horizontal Distance in Feet 0 2 4 6 8 10 12 0 .. ......... Reddish -brown, organic matter and : .:.:: :: : : ::: : : : . . ... . . : : . .. . ... topsoil. . . . . . . . . . . . . Medium dense to dense, slightly . . . . : : ....... silty, sandy GRAVEL; moist a� GP -GM. 1 Medium dense, silty, fine SAND; moist; scattered organics; SM. S 1 ... Medium dense, gray -brown, silty, fine to medium SAND; moist to wet; 2 _.... . . SM... a Soft, gray -brown, silty fine SAND, S-2 .. .:: _` :. : : : :. :. : trace of clay; wet; scattered fine 3 organics; SM. Pipe::' ....... ......... 3 --.._._.. _-... .... NOTES ........ : :::' :.:. ::: .:.: :::.. 1. Vertical exaggeration equals 2X S-3 . . .. . • . • . • . .. • . . 2. Slight groundwater seepage along east 4 ... ....'- side at 4 feet bgs. S-4 ... . . . 3. Pipe of unknown origin in northeast :.. : . . . .. . . . comer running northwest to southeast . . . . . . . . . . . . . . . . approximately 1" diameter. I . . . . , .. . i 5 ....... ... .. '' :::,:. ::::,'lE:: ::.'...::..: :.::: :: File: J:11211n20L_.-j1021-1-2025-001 TPs 1-29021-1-0205-001 TPs 1-2g.dwg Date; 06-30-2006 Author. drb.-_..ip SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan Geo"nW and Enftnmental ConsuBanta p LOG OF TEST PIT TP-24 PROJECT: Seahawks Headquarters, Renton, Washington m c u- Sketch of South Pit Side Surface Elevation: Approx. 26.5 Ft. SOIL DESCRIPTION o 2 � c � e CL E El Horizontal Distance in Feet o v rn 0 2 4 6 8 10 12 0 .. ........ Gray and brown, silty, sandy GRAVEL/ gravelly SAND; moist; . . . . . . . . : . . . ..... . . . . scattered organics; GM/SM. S-1 : :: : : .. : : : : : : : .. ... .. . : {2 Very stiff, gray, clayey SILT/ silty CLAY, trace of gravel and sand; 1 ' moist; MULL. : : : : ... . - Torvane: 4.0, 4.5, and 4.2 0 . . . . . .:. . . ... . : : : : : ..: : : . . . . .: Medium dense, brown, silty SAND, Z......... ...... : ' : : : : . . . .. trace of gravel; moist; numerous S-2 organics to organic; SM. 2 . .... :.. .. . _. ._... .. _ Medium stiff, brown, slightly sandy . ' . ' to sandy, slightly clayey SILT; moist . . . . . . . . . . . . . . . . to wet; ML. : : : :.. : : : : : : :. - Torvane: 3.3 and 3.7 3 : NOTE: Vertical exaggeration equals 2)t S-3 3 .. :. .. . . . . 4 I . 5 . . . . . . . . . . . . . ' _ ........ ........ ' ' ............. .:. a :::::::. ::::::::: ::::::::: :::..:::: :....::.: w ,...3.. ;.., ......... File: J:0211O20:.. rJin21-1-2025-001 TPa 1-29021-1-0205.001 TPa 1-29.dwg Date: 06-30-2006 Author. dr...--.np SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE. 6-7-06 LOCATION: See Site and Exploration Plan Geotechnlm[ and Emlronmental Gonsubnts p LOG OF TEST PIT TP-25 PROJECT: Seahawks Headquarters, Renton, Washington az c " Sketch of West Pit Side Surface Elevation: Approx. 24.5 Ft. SOIL DESCRIPTION o m E Horizontal Distance in Feet L m o 0 to 0 0 2 4 6 8 10 12 0 .. ..... . 1 Brown, silty, sandy TOPSOIL, moist; organics. : : : : . . ....:. O Very stiff, gray, slightly gravelly, fine v as : .. . . . sandy SILT; moist; ML - Torvane: 4.2 and 4.5 tsf 1 Medium dense, black, trace to o : : : :: . : : slightly silty, gravelly SAND; wet; z ..... ..: . . . .. . . . . . • SP/SP-SM. Stiff, brown, sandy SILT; moist; ML. 2 - . . . . . . . . . ... .. . ...._ __ . - Toryane: 3.0 and 3.2 tsf 3 NOTES ........ 1. Vertical exaggeration equals 2X. . . a : : . . . ... . 4 .......... 2. No samples taken. : 4 . . ......: : : : : 5 ..... . . .. n .:: ........:':::::::::i: ::::: File: 111211u20I--,j1o21-1-2025-001 TPs 1-2go21-1-0205.001 TPs 1-2g.dwg Dale: 06-30-2006 Author. dr ..-.,gyp SHANNON S WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan Geolethnles] sM EnAmnmentel Consuttanis LOG OF TEST PIT TP-26 PROJECT: Seahawks Headquarters, Renton, Washington -G L a`) c 9 LL Sketch of West Pit Side Surface Elevation: Approx. 23.5 Ft. SOIL DESCRIPTION o m o a Horizontal Distance in Feet OR 0 0 2 4 6 S 10 12 L'J Dark brown, sandy TOPSOIL with 0 .... .... ... ... ...... ...... ..... ::: : : organics. 2 Very hard, black oil ROCK 3 (asphalt). N 1 ........ Dense, gray, medium SAND, and O ar GRAVEL; wet. o...... .. OVery dense, brown, medium to 2 ......... coarse SAND and GRAVEL; odor . . . . . . . present. 2 . .. - PID reading 3.4 Very dense, gray, silty SAND and . . . . . ... . . : . GRAVEL; odor present. . . . . . - PID reading 8.8 ::. : : :: ..... ..... :': ":..� g_ _ _ ...... NOTES _ .. . .. . . . . . . . . . . 1. Vertical exaggeration equals 2X. : :: : . . . . . . . . . . . . 4 2. Groundwater seepage at 1.1 feet bgs. ...: : :.: _ :. 3. No samples taken. : .:. : :. :.. ... : : : : : : : .. ..... 5 a File; J:D2111120: .,1021-1-2025-001 TPs 1-29021-1-0205-001 TIPS 1-29.dwg Date: 06-30-2006 Author: m. .gyp SHANNON 8 Coneulta�tta V111L5 INC. Oeot�chnlcel and Envlranrnentat ConJOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan LOG OF TEST PIT TP-27 PROJECT: Seahawks Headquarters, Renton, Washington •- c r'- Sketch of West Pit Side Surface Elevation: Approx. 23.0 Ft. SOIL DESCRIPTION ' '� o m 'D a E CO a Horizontal Distance in Feet U 0 2 4 6 8 10 12 0 ....... ......... ........ Loose, brown, silty SAND; organics 1O' (Topsoil). Dense to very dense, gray -brown, .. slightly clayey, silty, gravelly SAND; moist; trace organics; SM. 5-1 1 Stiff, gray, slightly sandy, silty o 2, ... �' CLAY, trace of gravel; moist; Z . .. . . . . . . OUCH. - Torvane: 3.8 and 3.6 tsf . . . . . . . . . _ . . . . . . 2 ......... 3 . . . . . . . . ..... . . . . NOTES .........'',. .....• ...... ........ .... 1. Vertical exaggeration equals 2K. f 4 2. Very slight seepage In norhtwest comer at 1.7 feet bgs. 5 . . . . . . . . . . . . ! _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ i . . . _ File: J:021102[, A1021-1-2025-001 TPs 1-29021-1.0205-001 TPs 1-29.dwg Date: 06-30-2006 Author, o.. op SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan m eeotKhnlcd and EnNrunental Consultants p LOG OF TEST PIT TP-28 PROJECT: Seahawks Headquarters, Renton, Washington c `� Sketch of West Pit Side Surface Elevation: Approx. 21.0 Ft. SOIL DESCRIPTION 2 m c E a Horizontal Distance in Feet rn n 0 2 4 6 8 10 U a.... .......... Deese, brown, slightly gravelly, silty .... . : : ..: : SAND; moist; scattered organics; S-1 . . . . . . . . . . . . . . . 1 strong chemical odor; SM. . . . . . . . . . . . . . Medium dense, brown, slightly . . . . . . . . . . . . . . . . . .. . . ...... gravelly, silty SAND; moist 1 scattered organics; SM. O3 Medium stiff, brown and gray, S-2 : : : .. : : ..: : : clayey SILT; moist; lenses of brown, silty, fine to medium sand; scattered : : : : : : : .. . . ..: organics; ML. 2 ....... .. . . . g _..... _— —...... ._ .-. __. ....._- . NOTES ::::..: :: .:.: :. ........ 1. Vertical exaggeration equals 2X. 4 2. Groundwater seeping up from bottom. . . ... . . . . . .. . . . . 3. SWL at 3.8 feet bgs after 15 minutes. ... ...... 3.. ........ .. ....... . i I RIG! J:1721IC203.. . A E121-1-2025-00i TPs 1-29o21-1-0205-001 TPs 1-29.dwg Date: 06-30-2006 Author. dr,. ...,p SHANNON & WILSON, INC. JOB NO: 21-1-20525-001 DATE: 6-7-06 LOCATION: See Site and Exploration Plan Geotechnlcal and Envlronmanlal Consultants LOG OF TEST PIT TP-29 PROJECT: Seahawks Headquarters, Renton, Washington e� ? tl Sketch of South Pit Side Surface Elevation: Approx. 27 Ft. SOIL DESCRIPTION 2 '} o v o Horizontal Distance in Feet o V 0 0 2 4 6 8 10 12 0 ......... ..... L'J Black/brown, silty SAND, loose organics (Topsoil). S-t Very dense, gray -brown, silty, m � .. gravelly SAND; moist; SM. 4) . . . . : . . . . . O 1 Hard, gray -brown, stratified organic silt clayey SILT; moist; c . . . . . . and OH/ML/MH. Z S-2 Loose, gray, silty, fine SAND; moist; SM. 2 ........ ..... ......... ..... . . {5 Medium dense, gray, slightly silty to . . . . . . .. . . ... . . silty, fine to medium SAND; moist; S-3 . . . . . . . . . . . . . SM/ SP-SM. S-4 ..... .. ...... ...... . .. '',.. ...... NOTE Vertical exaggeration equals 2K. .. 4 _ _ ............. ...... 5 ... ;....:.. -� ..... ..:...: . a......:......... ......... ......... ......... ......... MATERIAL DESCRIPTION a a o Standard Penetration Resistance (140 lb. weight, 300- drop) a E s- W r ° A Blows per foot Surface Elevation: Approx. 21 Feet p `n �' a 0 20 40 6 Brown, slightly gravelly, silty SAND; moist; (Fill) SM. 2.0 t ; :: ; :: ; : : • : ; ; : ; ; ; : �..... ::..• :: _ . ..... ; ....... ::::: Lapse, gray, silty fine SAND, trace of gravel and organics; moist; (Fill) SP. 4.S aI 5 :: .• ..... : . . ..... ; Soft, clayey, line sandy SILT, trace of coarse sand and gravel; moist, occasional :: .... . wand fibers; (Fill) ML. a ; : ; 10 Soft, gray, clayey SILT; moist; (Fill) ML. aI :: ; ; :: 12.0 ss Very soft, gray, gravelly, silty, clayey SAND and organic SILT, trace of fine : ; : ; • ; : ; ; ; ; :: ; 195:4 4. sand; wet; trace of organics (Depression Filling) SCIOH. 16.0 tif.a 7I :.. - ........ • - ose, gray, fine SAND; moist to own silt lens at 17.5 feet; (Fine a m) SP. eI 20 ose to loose, gray, silty, fine to SAND; wet; scattered wood LA 22 5 a= _ .:::::::. .:..... : ::: ' 3016`. wood at 21.5 feet; (Coarse 23.0 :::::;m) SM. to=25nse, ; ::::: ; gray, slightly fine sandy, , silty CLAY; (Till) CL. :::::::. ; ; ; :::: ' ::::: ......: Possible Bedrock (Andesite). t t 01z"�. 40.0 40 BOTTOM OF BORING COMPLETED 1213196.......... 45 LEGEND 0 20 40 $ • % Water Content • Sample Not Recovered Surface Seal Plastic Limit jl--e—C Liquid Limit 2 2" O.D. Split Spoon Sample ® Annular Sealant Natural Water Content y 3" O.D. ShelbyTube Sample p � Piezomator Screen Grout Water Level JAG Development Renton, Washington NOTES 1. The stratification lines represent the approxime'te boundaries between dl3 �F BORING SWB-1 soil types, and the transition may be gradual. LOG B 2. The discussion in the text or this report is necessary for a proper understanding of the nature of subsurface materials. December 1996 W-7443-03 3. Water level, if indicated above, is for the date specified and may vary. A. Reler to KEY for explanation of 'Symbols` and definitions. SHANNON & WILSON, INC. F)G. Q 73 7 5. USC latter syrnbor based on visual classification. G.ec,d,r.c.! Ord Enriemrnlrl Co wh,nu .,"areal n -3MG? MATERIAL DESCRIPTION U- o m w Standard Penetration Resistance s E a 'o � 1140 lb. weight, 30' drop) m m Blows per foot Surface Elevation: Approx. 21 Feet 0 to 0.0 20 4 Brown, silty, gravelly SAND; moist; GM. :::::::: ' :::::::.. 4.0 5 ....... Brown, silty sand with wood; moist; SM. Brown, sandy SILT; moist; ML. ; ; ; ; ; :: :..... Stiff, brown, clayey SILT; wet to moist; plastic; trace of sand and gravel; 10 . . . . . ::: ; :: ; .... :::: :: ...... (Depression Filling) CL-ML. 15 20.0 f I20 .... .. ....... Stiff, gray, silty CLAY and clayey SILT; moist; trace of gravel and shell fragments; :: very stiff below 30 feet; IGlaciomarine _ Drift) CL ......... :: :::30 25 9 33.0 Medium dense, gray, slightly gravelly (subround), silty, fine to medium SAND; wet; local trace of clay; (Recessional <I 35 Outwash) SM. 38.0 T. ......... i ....... . Very dense, gray, gravelly, clayey, fine sandy SILT; (ice -Contact Deposit?) ML. s� 44 ......... ...... D13'- 44.0 as 45 i; :....... ' 50l27 Possible tuffaceous SANDSTONE.. ........ ::::::::: BOTTOM OF BORING 44.2 COMPLEfED12/5196 :::;:; ::;;;;: ......:: LEGEND 0 20 40 6 • % Water Content • Sample Not Recovered Surface Seat Plastic Limit 1 0 Liquid Limit 2 2" O.D. Split Spoon Sample ® Annular Sealant Natural Water Content ZL 3" O.D. ShelbyTube Sample P � Piezameter Screen ® Grout Water Level JAG Development r Renton, Washington DOTES I. 'The strsUfication lines represent the approximate boundaries between �± sal types, and the transition may be gradual. LOG/± OF BORING SWB- 1 i A 2. The d'a mnsion in the text of this report is necessary for a proper ta undersnding of the nature of subsurface materials. Qecember 199fi W-7443-03 3. water level, if indicated above, is for the date specified and may vary. 4. Refer to KEY for explanation of "Symbols' and definitions. SHANNON & WILSON, INC. FIG. x 3 e 5. USC latter symbol based on visual classification. G t d.w..l .nt Enrionm m .J Corwh.nos Sheet 1 of 1 l MATERIAL DESCRIPTION LL o m �. _ Standard Penetration Resistance r a a r (140 lb. weight, 30" drop) m Nca 3 m Blows per foot Surface Elevation: Approx. 22 Feet p 0 0 20 40 60 Brownish -gray, silty, sandy GRAVEL; ist; (Fill) GM. 2.5 tI = :::: :::: ::::: fine oose, brown and gray, sandy : • _ nd fine gravelly, fine to coarse FT: s ° 2 T 5 : - - _ ...:. . .. .. ; moist; scattered wood fragments; ::::. ::::::: . 10.0 3= 4= 10 ' : :. ... .. ' ; ; • ;181;4_ Very loose, brown, sandy SILT, locally slightly clayey; moist; with scattered :: • .. ::::::. :: _ : : wood, gravel, gray, fine sand interbedded; a ::: (Fill) ML Very loose, black, fine to medium SAND; 16.0 .:' ¢_ c 15 ::::::: :: :::. ........ ....... ....... . ��i wet; (Medium Alluvium) SP. 1 ° �T c p' :: ' : . • ..... : :: .. �. • :: : = ... . Very soft, brown peaty, organic SILT with wood fibers; moist; slight organic color at �= 20 ::: ; ; ::: :: ; :: • : :::: ; 16.5 feet; (Depression Filling) OH. Loose to very loose, gray, fine to medium SAND, trace of silt, brown, slightly clayey :: s= 25 SILT interbeds; wet; (Medium Alluvium) 2e.o SP. 30 :::::::I . . . . . . ::::::::: . . . . ...::: Very soft to soft, brownish -gray, sandy to clayey SILT; wet; occasional wood fibers, °_ :: ; . = ...... . sand interbed 33.5 to 34.5 feet; medium .......... stiff below 40 feet; (Depression Filling): : ML/CL-ML. ts= 35 13= 40N_.. r. .... 43.0 k :::...... ::::medium Medium dense to dense, gray, fine to SAND, trace of silt; wet; with _� 74�45—r—� :.... ....... . slightly silty to silty, fine SAND and sandy .. _l ......: SILT. interbeds at 45 and 60 feet; l scattered wood fibers at 61 feet; clayey r 50 SILT interbed at 65 feet; gravelly at 68 to 69 feet; (Medium Alluvium) SP-SM. CONTINUED NEXT PAGE ji LEGEND 0 20 40 60 r %Water Content • Sample Not Recovered � 5urieca Seel 2 2" Q.D. Split Spoon Sample ® Annular Sealant Plastic Limit � Liquid Limit M 3" Q.D. Shelby Tube Sample Piexometer Screen Naturall WWater ater Content ® Grout 1Z Water Level JAG Development Renton, Washington r NOTES 1. The stratification lines represent the approximate boundaries between soul types. and the transition may be gradual. LOG OF BORING SWB-2 2. The discussion in the text of this report is necessary for a proper undamtending of the nature of subsurface msterisk, December 1 ��$ W-7443-03 3. water level, t! indicated above, is for the date specified and n%ey vary. 4. Refer to KEY for explanation of "Symbols` and definitions. SHANNON & WILSON, INC. FIG. A-3 9 5. USC letter symbol.anc based on visual classification. Gnnicr and Envfronnantr r+u Coeanu Sheet 1 pf 2 'MASTERLG 27197 MATERIAL DESCRIPTION LL o °' m ,3 U. Standard Penetration Resistance t E a s M (140 lb. weight, 30" :drop) m ca m ► Blows per foot Surface Elevation: Approx. 22 Feet o 0 0 2 40 60 l 17 �::::::::' I :: ::::.. .... ::: IAlk .4 f9= 70 .. ....... 4 75 .. L21= $0 .......' 83.0 ... Very stiff, gray, sandy, clayey SILT and silty CLAY, trace of gravel; wet; z2� 85 ... .. =�:... ... , (Lacustrine Deposit) CL-ML. 23 .. ::: 90.5 24= 90 — `5nn . Very dense to dense, greenish -gray, gravelly, silty, fine to medium SAND and hard, gray, slightly sandy, clayey SILT; .: :::::: ( ...... wet; (Glaciomarine Drift) SM. 25= 95 9e.0 ILL Very dense; moist; very weathered tuffaceous SANDSTONE. 2e 100 --� ....... 105.3 27s 105 .... ' . :::::: ::. '5013— BOTTOM OF BORING . .::: :::..... i COMPLETED 12/4198 110 ....... .......:.......: 115 :I::::::::: LEGEND 0 20 40 60 0 % Water Content Sample Not Recovered Surface Seal Plastic Limit 1--0 Liquid Limit = 2" O.D. Split Spoon Sample ® Annular Sealant Nature) Water Content 7L 3" O.D. Shelby Tube Sample 07-1 Piezometer Screen ® Grout Water Level JAG Development Renton, Washington NOTES 1. "Ilse stratification lines represent the approximate boundaries between sag types. and the transition may be gradual. LOG OF BORING SWB-2 2. The diseuesion in the text of this report is necessary for a proper undandendino of the nature of subsurface materials. December 1996 W-7443-03 3. Water level, ff indicated above, is for the date specified and may very. 4. Refer to KEY for explanation of 'Symbols` and definitions. SHANNOIV & WILSON, INC. FIG. A-3 5. USC letter symhol based an visual classification. Gaolaaln a!"Env*awwn[as Camihanu Sheet 2 of 2 SOIL DESCRIPTION 0 0 — I Standard Penetration Resistance -0 E _51- :3 Z (140 lb. weight, 30-inch drop) STA.: 13+68 OFFSET: 235'L a E co 2 Blows per loot Approx. Surface Elevation 34 Ft. NAVD88 Datum 0 20 40 so 80 Rock Fill- --------- : ------- ................. ........ ....... Loose, yellow -brown, slightly silty to silty, fine to medium SAND, trace of gravel; moist; scattered ......... organic fragments, scattered till -like zones;(Ho) 4.5 5 - --- ----- ... . ... ...... . . ............. \wsp_sm. . ....... ...... .......... ... Very loose, dark brown to black, interbedded, coarse sandy organic SILT, PEAT, trace of silt, ....... -\and silty PEAT; moist to wet; (Hp) PT/OL 10.5 4At 413 8 10 ............. .. .......................... --1/- Medium stiff to hard, gray and brown mottled, slightly sandy, silty CLAY and SILT, trace of fine ...... .............. .......... ....... ............ sand; moist to wet', highly diced and sheared 8 . ...... ..... with abundant slickensides in clay, massive silt, ... ... : j. scattered organic fragments; (His) CUML. I I ii ........ ........ I ........ I ......... 7 20 ............ ........................ ............ ....... ...... 220 ip .. I ....... I . ......... .... . ...... ................... ... - Dense, gray, slightly gravelly, silty SAND, trace � of clay; moist; massive; (Qvd) SM/ML, 23,.0 x X 25 ................... I ....... ............ I., ......... ANDESITE: Very low strength, dark gray, fractured, scattered silty clay gouge; highly X ......................... ............. weathered. X Xx 9 S 30 .... . ...... -- - ------ 5074-1 X....... X . ...... ...... ........ ......... ......... X X......... ............. 1 .......... NOTE: Sample numbering change at 35.0 X..................... 12— 35 --- - - ---- _ --------- ------- --------- ------- ------- ------ . .5 . ....... ......... I ...... ... feet. ......... ......... X........... .... ...... ............. X X......... 13� 40 ......... . ......... ..... ....... X X.................... .......... ....... ...... X......... ....... ............................ XtA.---.-...__.-...e-_--------.-----._-k--M2 XX ....... ...... ......... X ....... ........ X.............. 50 ............ ------ ------ ------ ................. ----- - --- X................... X....... ........... I ....... ................... ......... ......... ... X 55 5VIA .................. .................... X......... ......... ... ..... ......... X ....................... CONTINUED NEXT PAGE I ................ '... I FnENr) 0 20 40 so 8 • Sample Not Recovered am Surface seal 0 % Water Content :L 2-inch O.D. Split Spoon Sample Annular Sealant Plastic Limit [---4" Liquid Limit I[ 3-inch O.D. Shelby Tube Sample Piezometer Screen Natural Water Content IT 3,0'0.D. Osterberg Sample afoul. Mound Water Level ATD T Dround Water Level in Well LMU 1. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. 2. The discussion in the text of this report Is necessary for a proper LOG OF BORING B-7 understanding of the nature of the subsurface materials. 3. Groundwater level, ft Indicated above, is for the date specified and may vary. August2O00 4. Refer to KEY for explanation of "Symbols' and definitions. — ----- OC!aEsifica!i � 1 —1—t—i VLJ A I, I klr% K I 'ALSIINC. I:lfk- A-40n ..,ON, fis .laboratoy index testing. Geotachnical and Ermoironmemaj Canswtanu Sheet 1 of 2 4120 1=_ DRAFT REV 0.8 W w SOIL DESCRIPTION o in m _0 Standard Fo;,e---•ti;,, nCsistance w o a m (140 lb. weight, 30-inch drop) STA..' 13+68 OFFSET: 235'L 4) m • Blows per foot Approx. Surface Elevation 34 Ft. NAV088 Datum 0 20 40 60 8 x t7� x....... ....... ......... ....... x----- ................... x-- .... ....... ......- x..................................... - color change to light gray from 65.0 to 70.0 X x 16= 65 .....................•,........-............,.-----------•-_....... _..-W/4` feet x " ........ .............. . ....... x..... ....... ....... , x x x 19 — 70 ....... -- --� t x... ....I.. ....... ....... x......... ......... ........ x 20— 75 x ......- ....... .--.... ..•.... x xx .. ....... ....... .--.... x....... ....... ....... ....... x x....... 21 s0 -------------------,..................... .........�,.... _ _-............501 . - x ......... ......—. ........ x................... x ........ ....... .................... x...... x x 22-- 65 ....... ....... ...... .........................................---------•..;-------{a0M-*- x....... x ...... ......- .....-- x........ x..... ......... .................. x x 23— 90 ......... ........ ..................... ...................-:..... ..-.... ...-...r-......... 0hia. x....... ....... ....... ....... x x.................. ...... ...... x24— 95 ---- ................. ....................... .-------------- ------------- 5012.5'. x............................ x.................. ................... x x........ ......... ......... ....... x...... ........ x x 25— 100 - -- ---- — --- -- - —tll1' x....... x .... -- ....... ..,... x....... ....... ...-... ...... x........ x x26— 105 ........................... ........................................................... 1:5a tense o1 blue-green clayey, silty sand x ........ • • .... • • • . ' . • (gouge?) at110.0feet x x .........•...................'.....---• x x 27�-"- 110 ..................... r......................... —.---.----..... ,.:.-------5011" ............. BOTTOMof BORING110.1 COMPLETED 7/27/2000 ............... .. • . • • .. • • • . • . • • NOTE: The hole was moved 5 feel south & rednlled after a 115 ..... ......... ......... ......... ........-•--....--....................... '---••..........---..---••.-...-•--- samplerwaslostinthefirsthole,AVWP was --------- '......... '................... installed in the first hole & a seismic casing was ...................................... . installed in the second hole, LEGEND 0 20 40 60 80 • Sample Not Recovered ® Surface Sea] • % Water Content 2 2-inch O-D. Split Spoon Sample ® Annular Sealant Plastic Limit I- -0 Liquid Limit 11 3-inch O.D. Shelby Tube Sample [Ii] Piezometer Screen Natural Water Content 11 3.0' O.D. Osterberg Sample ® Grout Ground Water Level AT() Ground Water Level in Well NOTES 1. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual- 2. The discussion in the text of this report's necessary for a proper LOG OF BORING B-7 understanding of the nature of the subsurface materials. 3. Groundwater level, d indicated above, is for the dale specified and may vary. August 2000 21-1-09054-006 4. Refer to KEY for explanation of 'Symbols' and definitions, 5. USCS designation is based on visual -manual classification and selected SHANNpN & WILSON. INC. FIG. % 'f laboratory Index testing. asotemnJoal and Environmental CorisUtants Sheet 2 of 2 DRAFT REV 0.8 Uj ¢ a H Uj r4 a Q ? W 7 U ` z H H z z p Q v Q fR is SOIL DESCRIPTION FIELD MOISTURE (% DRY WT)CASTM 0 2210 d DRY DENSITY IL5/CU FT! SURFACE COVER: Gravelly sand with sparse grass cover 10 20 30 40 A 90 100 110 120 5 10 15 20 7 17 36 Moist wet Posbl. Rock Medium stiff Gray Highly plastic CLAY (CH) w/trace of fine sand - Possible FILL Lense of organic peat (Pt) ! I S i 1:11iHill I illikli i s s I )1 1 I ottle ray- an IN !� i I lily Very stiff I WMI ill Hard 5 S '{ i # I I t f 25 30 Boring terminated @ 24.0' Observation well installed @ elev. -0.5' j I i j I I +e i lil I ` , �i Eievatian : 20. 8 Nov. 1978 Data Grilled Equipment Used: Hollow stem auger Wour Level: Elev. 16.9 (22 Nov. 1978) 0 STANDARD SPLIT SPOON SAMPLE IASTM 0 1586) IM > THAN 100 6LOVYIFT © BULK SAMPLE THIN WALL TUBE SAMPLE _ 14M NO RECOVERY LJ (ASTM D 1567) • eSPT N-VALUE IASTM 0 15M ) LL [9-1J Port Quendall PRWECT NO. S12212.B0 Log of Boring 8-15 %4`•,! A- f-z /n7ca 1 t- F Li LU s Z = IUj J CL 2 ❑ J Q z • N O V W N z ❑ U O v=L Q M SOIL DESCRIPTION FIELD MOISTURE M DAY W-rIIASTM D 2216) Z DRY DENSITY ILE/CU FT1 SUAFACE COVER: I • 10 20 30 40 A 90 100 110 120 4 5 6 6 27 23 13 7 41 41 Wet Very Stiff Stiff Medium Stiff Dense. Gray Slightly plastic CLAY (CL); w/lenses of sandy clay. I II II { 11�; i;il II S Id! li IIII ' I. I i 111 5 S ILL I l H 111W i I•II i �i i I i� II I l i1 Fine sandy CLAY (CL), w/trace of subrounded gravels I I I I I I i S 5 it i li � �I ills i'ii I I Fine to coarse clayey SAND (SC), w/trace of graveli +..r.ihl r .I: Medium silty SAND (SM) S Boring terminated @ 64.5' Observation well installed @ elev. 0.0' 1' I! IE li :ill Elevation: Data Drilled Equipment Used : 4 Water Ltvel: STANDARD SPLIT SPOON SAMPLE 1ASTM 0 158C I-' 3 ThiAN 100, BLOWIFT © BULK SAMPLE (DTHIN WALL TUBE SAMPLE NA NO RECOVERY IASTM 0 15871 ' SPT N-VALUE iASTM D ISM 1 1 CHxlyl Port Quendall NHILLI II ' 12 PROJECT NO, 51221�.SO 1,og of goring 8-17 Continued 11/78 ,4' 142. z ol"* Z O Q 0 FIELD MOISTURE 1% DAY VaAA.STIM D 2216) DRY DENSITY (LBlCU FT) W j0. SL I> _ v W � Q 7 ? W v w LAoC z z 00 JO w M 5.01E oESCRiPTION SURFACE COVER: Gravelly sand with sparse grass cover 0 y� y 90 100 110 120 5 10 20 25 30 S 7 15 19 13 Damp wet Loose _ Medium tiff o tiff stiff o Very tiff row_n ray Mottlec ray Brown ottled. an - Iray1 Tan Gray r 61; ravelly silty SAND (Sp)- FILL lightly plastic fine sandy .CLAY (CL) - Posszble FILL ; ii li i 1 I I j I I. I i ` Gravelly PEAT (Pt) w/occ. gray sandy clay Lense of fine clayey sand (SP — S IT S S T High plastic CLAY (CH) w/fine sand Lense of silty CLAY (CL) w/ some sand i;i I Ii ! 1 jil i .71 : 1 II I:11111111, 'I:i H illi I. $ l i I I Ali Boring terminated @ 30. 5' Observation well installed @ elev. +0.7' I I! I ' 3 11 i I; LL Elevation : 24.3 Date Drilled :15 Nov 197E Equipment U%4: Hollow Stem Auger Water Lerel: Elev. 19.6' (22 Nov. 1978) 0 STANDARD SPLIT SPOON SAMPLE iASTM D 15M) h- > THAN 100 SLOW/FT ® BULK SAMPLE E]T�T*WALL TUBE SAMPLE - MR NO RECOVERY SPT N-VALVE IO.STM 0 15W ) I Port Quendall �•H1LL S12212.B0 PROJECT NO. Log of Boring B-18 11/78 A - 413 FIELD MOISTURE I-- w a I r T I U.J 0.0 a p H? Wcc � J Q ' I W ?' W 1- N z z 0 v cc v J 44 SOIL DESCRIPTION I% DRY WTJ(ASTi+t D 2216I d DRY DENSITY (LBlCU FT) SURFACE COVER. Gravelly sand w/grass cover 9 10 20 30 40 gp 704 lI0 1Z4 Moist Loose Gray Fine to medium SAND (SP) I to Possible riLL i l i ----Very _ _ _ _ _ 5 S 5 wet Loose Lenses of or- ganic PEAT (Pt iII.i w/wood chipstill 2 .S , I Lenses of sand organic PEAT IIII CPt)- S g Fine to medium silty SAND (SM) ! 15 I i �• I � I i l , i s i 1 , i I I I I i t 4 I ! 20— ! I III I 25 31 Dense I 1 a--I -- --- `- - Grades to fine clayey SAND (SC) -_-----�-jl S I I I i ,, I :, ; IM j I1 HIM, 1I 'I4 If 36 S 30 ; hill I !� III II Very I i k I Dense 35 S R 1 } nzs t'a mEdi=-Clayey SAND (SC) "anted Elevation' 20.9 Date Drilled : 13 Nov. 197 Equipment Used : Hollow Stem Anger { `{ ! ul Port Quendall Water Lore!' Elev. 18.6' (22 Nov. 1976) ►�I STANDARD SPLIT SPOON SAMPLE IASTM D 15"] R+ > THAN 100 BLOW/FT eH L S12212.BO I PROJECT NO. Log of Boring B-19 ® BULK SAMPLE [DTHIN WALL TUBE SAMPLE NR NO RECOVERY {ATM D ISS71 • SPT N-VALUE !ASTM D 1SW 1 11/76 7 F w w LL _ F �a a "' acc w Ln a 7- v W H y C t% cc O v n a SOIL DESCRIPTION FIELD MOISTURE 1% DRY WTIIASTM 0 2216i DRY DENSITY {LEICU FT) SURFACE COVER.- 10 20 30 40 j 90 100 110 120 qD S R Wet I:/y Very Dense Gray >,� Fine to medium clayey SAND, (SC), cemented IIIIIIIIIHI I i I ' Boring terminated @ 39.5' Observation well installed @{ elev. +0'.-5' • I i I 1' 1 1 I I1 111!1111 II i IMll' 11 lil iiIIE 'i i H11WIiiiii i I �I.;I INHIMI 1 i !; j i I I I II III I J 1 li it I I k : I � Hill 1 11 I I Hill !I 1111MIM11 1 i Elevation : Date Drilled Equipment Used., Water Level : STANDARD SPLIT SPOON SAMPLE a(ASTIV 0 1566) Aw > TMAN 100 BLOWIFT ❑8 BULK SAMPLE THIN WALL TUBE SAMPLE - NR NO RECOvERY IASTrM D 15671 • 5PT N-VALUE IASTM D 15861 ICH?M ii HILL �i Port Quendall PROJECT N4. 512212. BO Log of Boring B-19 Continued A- U Z 4 a N w JD z0 2 W 2 z LU 0 v 0 SOIL DESCRIPTION 0 FIELD MOISTURE I% PRY WTiiASTL1 0 2216) l DRY DENSITY ILB/CU FT) SURFACE COVER: Gravel w/sawdust and peat below 0 10 20 30 40 ` gQ 100 110 120 5 10 15 20 25 30 35 S S S S S 2 2 5 5 9 5 5 Moist Wet very Loose to Loose edium 3tiff Loose 3ray r. .l .- i :: •i I I t J 11 I • 1-.1 I-i i t ine to medium clayey SAND, (SP-SC) w/occasional gravel Possible FILL - ine to medium silty SAND, (SM) - Possible FILL L�rf:•seV 6� �rg-affi- PEAT, (Pt) w/wood chips Lenses ol- clayey ravelly SAND ilk i 1111 Mill III I ' ,Ili HIM Ill I I i I' ' I I I} I 1 I i I I I WIN 1 iI HIM II I Highly plastic sandy CLAY, (CH) I1 i I ii - Medium to coarse SAND, (SP) Lenses of organic PEAT, (PT) w/wood _ chips - Lenses of silty fine SAND, (SP-SM) II I I 1 I '.II I11 � i I I I 1 I II S I II It ' I' Elevation : 17.7 Data Drilled: 13 Nov. 197 Equipment Used- Hollow Stem Auger Water Level: Elev. 14.81(22 Nov. 1978) 0 STANDARD SPLIT SPOON SAMPLE (ASTM D 15861 A- > TKAN 100 SLOWIF7 ® SULK SAMPLE THIN WALL TUBE SAMPLE - NR NO RECOVERY IASTM D 15871 • SFT N-VALVE (ASTM 0 1586 f 11CH2vt ++"HILL Port guendall PROJECT NO. S12212. BO Log of Boring 8-20 - - 11/78 /41" 4115 / / O�, Z h `U w w a LL y w p y IY Z W fa W h >CL W O O C} U a : SOIL DESCRIPTION i FIELD MOISTURE 1i DRY WTI(AST#A D 2215) DRY DENSITY (LB?CU FT) SURFACE COVER: i 10 20 30 40 AL 90 100 110 120 40 45 50 55 60 65 70 3 11 NR 16 28 24 7 R Wet Loose r Very Loose Medium Dense Very stiff Medium Stiff Very Dense Gray • Fine to coarse SAND, (SP) with some clay Lenses of organic wood chips -- -- ----- !i I S I IT! :i 11 h I I I W S —NR II'I I � 11 s III '1 III I 1 �I II 1with iighly plastic sandy CLAY, (CH)� some gravels L�s�s of-e aye SAND, (SP-SC) , {� 5 I=' � III �.i I (� I.t. >• I Slightly plastic silty SAND, (SM) with some gravels S II IT! I I I!I I HIT I' , 1 Hill i , . 1 N I + II I I I' i;i� 1111111 M ii I I I I =I il '. �voccasiOnal ;. layey fine SAND, (SC} with gravels S T1 ' if In v: 0 1 Elevation ' Dm Drilled Equipment Used : Water Level: STANDARD SPLIT SPOON SAMPLE (ASTM 0 15861 R- > THAN 100 SLOW/FT 0 BULK SAMPLE a THIN WALL TUBE SAMPLE NA NO RECOVERY (ASTM O 15871 • SPT N-VALUE IASTM D ISM) IcH:�tii j •• H��L Port. Quendall PROJECT Fio. S12212 . B0 Log of Boring B-20 Continued r i uJ iI w } LIj 1 } ui LLI C] w lr > z ;W a D N r d W z a �Cn - a 2 a U SOIL DESCRIPTION a RIPTION- In Ir w J OSURFACE COVER: Gravels U =L Fine to medium SAND, (SP) FIELD MOISTURE j% CRY WTIIASTAA D 2216) DRY DENS4TY (LB/CU FTI 10 20 30 4.0 i 90 100 110 120 very Gray S 5 Moist oose senses of Brown II 0 organic PEAT, (Pt) 5-Loose and silt �!!; Wet - -- - - ---- wi-h S 4 .10- 11 Hi i Sandy SILT, (M1) with lenses of 5 5 15 Brown organic i PEAT, (Pt) t i Loose .117 Medium silty SAND, {SP-SM) a with occasional wood chips edium S 11 20 Dense Medium SAND, (SP) Lenses of Brown organic PEAT, (Pt)HT MIMN11 S 9 �.1 Fine salty SAND, (SP-SM) p N 3$ ' S 7 30y !. Fine to medium SAND, (SP) i S 12 35 with some silt and gravel Elevation' 22.3 Date Drilled :10 Nov. 1978 Equipment Used; Hollow Stem Auger 1CH�.,.) Port Quendall Water Level: Elev. 17.01 (22 Nov. 1978) = PROJECT NO. 5Z2212.80 rSj STANDARD SPLIT SPOON SAMPLE L fASTM 0 15861 IF• > THAN 10f] SLOW/FT Log of Boring B-22 a] BULK SAMPLE a THIN WALL TUBE SAMPLE NR NO RECOVERY jAsTMt 0 1597) • SPT N-VALUE (ASTM D ISM) 11/78 Vigure A-7 o� z ►' w Uj. W {? ~ ' W 2 w I ❑ i vQ, W r Q ] Z I $ H D } Z ` } F F- N w ❑ lu IX O Q m IH =L SOIL DESCRIPTION Q FIELD MOISTURE 1% DRY WtT IASTM 0 2216i DAY DENSITY (L8.`CU FT) SURFACE CAPER : O 10 20 30 40 b 90 100 110 120 40 45 2 39 Wet Medium riswith Dense to Very DenseIiI Gray Fine to medium SAND, (SP) some silt and gravel M !1 i I S I II f I !I 11H 1I II i III S I Boring terminated @ 44.5' Observation well installed @ elev. +40' i ; 1 , i ' 1 i IM 1111 Wdj I I .i IIII IIFI i `ICI W1 i I'! III' II I 1 II" I i 'i I II `Ij; li �j i i ij iil I II EI il!. i II I I I I I II II E I ,I I III i t j� II jl iIl j 4 i I I I i 11 II 11 I I I I I I , I I I Elevation' Date Drilled :� Equipment Used : Niter Level: r{ STANOARD SPLIT SPOON SAMPLE IASTM D 15861 A- j THAN 100 BLOW/FT 1 BULK SAMPLE OTKIN WALL TUBE SAMPLE - NM NO RECOVERY IASTM O 15871 • SPT N•VALkJE IASTM D 15861 (:(`•I'IM I Port Quendall a. HILL PROJECT NO. 512212. a0 Log of Boring S-22 Continued x - Y( Z Pp Z Pr o j e c t: BAXTER PROPERTY Log of Baring No. 1 Rent-' Washington . Date Drilled: May 2O, 983 Remarks. Type of Boring: 6" hollow Stem Auger Hammer Weight: o o AK r+� MATERIAL DESCRIPTIQN ° -A a Ci Surface Elevation: d. FILL a:b Sandy gravel 1 21 CLAYEY SILT (MH) — — Olive -brown, damp, highly plastic — —_ 2 9 0.002 — SANDY SILT (ML) 5 Gray, some clay, slight odor, — occasional peat and organic lenses i- i-• ; 4 6 <— c — 10 < — SILTY SAND (SM) Gray. medium to coarse, 20% silt — 10 — — u I a Peat _ 6 5 c - CLAYEY SILT (MH) - Black, damp, some peat — , 1 J SILTY SAND (SM) ' Olive -gray, medium to coarse. = — u occasional clay/silt interbeds � — c :S w -_ 7 8 -- 20 BOTTOM OF BORING 19.5' Proj. No. :j0:0:::3!3A Woodward•ClydeConsultants Appendix A•1 6gx i • .� � � i q S �""i; � 1, �� �. �f 7 •. •.•. 0AAlER rRurtn1: Log of. Boring No. 2 Rentor—_Washington pate Drilled: June 2. j$3 Remarks Type of Sofing _6" hollow Stem Auger Hammer Weighl C: i E R ` 7 +� MATERIAL DESCRIPTION ° W H i ' p Surfs= Ekvsvon: FILL v0' V Gravel aggregate and Sand 4.1 .'. " E 00000 SAND (SP-Su) ,: s: r e Olive -gray, medium to coarse, `°". o n `a 5 l 7 0.003 occasional thin (0.11) gravel lenses, a minor % of silt, occasional thin co brown peat interbeds, no odor a.-p ° . _ - r t� tt 2 4 i i _ U 3 b < Peat 10 4 3 Peat o Peat Ao M- Peat Irk c — Peat n 4 Peat SILTY SAND / CLAYEY SAND (SM-SC) Greenish gray, medium to fine, u 20% silt or clay, moderate to — well rounded SiD., no odor Vc — v+. BOTTOM OF BORING $ 21` Cap Proj. No. goo33A A Woodward -Clyde Consultants Appendix A-3 uzc- 3 Q-3 . �,ll 5 0=*3-1 mo Pro j e c t : BAMR PROPERTY Log rBoring No. 3 Reri- , Washington Date Drilled: June 2, 1983 Remarks: Type of Boring! 6" Hollow Stem Au er Hammer Weight: k. < r x MATERIAL DESCRIPTION ° 'a P p O a O ui f- j Surface Elevation: FILL oi�: Gravels with sand, V minus =•°'' ,_, suhrounded to angular oo.,- E. +n ••.p u L zo SILTY SAND (SM) ! •-: �•� 1 3 0.004 V = aka oa0a D00 Dark greenish gray, some clay, a p44 occasional thin (0.1' average) '- oo „ O o 5 2 b < peat lenses, no odor ` ` a .� a+ 3 2 < Peat c o 4 2 0.002 Peat 10 ♦ .' - = u - SILTY CLAY (CL-CH) Olive -gray, some (S%+) sand, _ occasional thin (0.1') peat lenses ' �-• S 3 < Feat _ o }, � . 4 • .ter — A w V M SILTY SAND / CLAYEY SAND (SM-SP) 6 4 Gray, medium to fine, occasional — •, - 20 thin peat lenses Peat --- ' BOTTOM OF BORING R 22' Cap Proj. No. 90033A Woodvwwd-Clyde C nsWUnts ApMndix A4 `-ROJECT PROJ ECT NUMBER SHEET t DRILLING LOG BAXTER 860065 LOCATION N198156.4805 E1662509.0209 TOTAL NUMBER SAMPLES 10 DRILLING AGENCY Soil Sampling Service DEPTH TO WATER BELOW GRD SURFACE HOLE NO. BAX_6 DATE HOLE STARTED COMPLETED 1 2112/88 12/12/88 NAME OF DRILLER T. Asberry DRILLING METHOD Hollow Stem Auger TOTAL DEPTH OF HOLE 24 5' INSPECTOR K. Susewind ELEV. T.O.C.: 19•39' DPT S B/ SAM % CLASSIFICATION OF MATERIALS REMARKS GRND 17 g� GRND (� T NO. RE . (DESCRIPTION) EVECEMENT 000 100 Medium stiff, damp, brown to black, HOLE PLUG 1 SILT with sand and organics. (ML) 19 015 100 2' - TAINLES 3.0' TEFL .^ Loose, moist to saturated, gray, silty SAND 7 030 100 tine SAND. (SM) 7 045 100 decreasing silt content ... SCREEN— x fi — 10 060 100 7 12 075 100 9 1$ 090 90 OVA = 0 ppm in 1 0 auger. :h'. 1 t 2 12.0 Soft, wet, green to brown SILT. (ML) 'r' «< 3 t'. 5 130 100 15 Woodward -Clyde Consultants e S / o�Z DRILLING LOG (Cont. Sheet) HOLE NO. BAX- 6 I C. DFT S (Fr) T 16 17 19 20 22- SHEET 2 OF 2 SHEETS CAM % CLASSIFICATION OF MATERIALS REMARKS NO. REC. (DESCRIPTION) Soft, wet, green to brown SILT. (ML) 17.0 26 1 180 1100 I Medium dense, saturated, gray, silty, fine SAND. (SM) 2 4 24 230 100 ... decreasing sift content nr TOTAL DEPTH = 24.6 Woodward -Clyde Consultants e z ?ROJECT PROJ ECT NUMBER SHEET 1 DRILLING LOG BAXTER 860065 LOCATION N198023.0600 E1662531.8135 TOTAL NUMBER SAMPLES 15 DRILLING AGENCY Soil Sampling Service DEPTH TO WATER BELOW GRID SURFACE HOLE NO. gq}(-$$ DATE HOLE STARTED 12/06/88 COMPLETED NAME OF DRILLER T. Asberry DRILLING METHOD Hollow Stem Auger TOTAL DEPTH OF HOLE 52.0 Ft. INSPECTOR K. Susewind ELEV T.O.C.18.83 DP S B/F1 SAM % CLASSIFICATION OF MATERIALS REMARKS RND ELVN:17.3 (FT) T N0. REC (DESCRIPTION) Medium dense, damp, brown, OVA - background CEME 34 000 100 gravelly SAND with organics (B.G.) in Breathing 1 1.0 Zone (B.Z.) -- Very stiff, damp, gray to brown SILT HOLE with trace tine sand. (ML) FILL PLUG 30 015 100 Pebbles .. 3 2' ol STAINLESS— 16 030 0 STEEL 4 OVA B.G. in S.Z. and in auger BENTO- 5 x 18 045 10 N ITE — SLURRY 4-5 ppm @ sample fi <1 ppm in B.Z. ---_ 800-1000ppm in auger 7 10 060 100 >1000 in sample 7.0 Loose to medium dense, wet, 800 in bore hole gray medium SAND with trace 0 ppm in B.Z. g organics_ (SW) 4 080 100 x ... sift tense ... _10— 11 12 13 _ 10 ppm in hole B.G. in B.Z. 4 23 130 100 0-100 ppm at sample 15 Woodward -Clyde ConsultantsdFAh 1411111111IF DRILLING LOG (Cont. Sheet) HOLE NO. SAX_86 SHEET 2 OF 4 SHEETS DPT S BI AM % CLASSIFICATION OF MATERIALS REMARKS (FT) T NO. REC. (DESCRIPTION) Dense, saturated, gray , medium SAND, with trace organics. (SW) 6 — 16.5 17 S Medium stiff, wet, green to brown BEN70- NITS — 19 5 180 100 SILT with organics. (ML) SLURRY — 20 21 2 24 6 230 100 B.G. in B.Z. 5 24.9 — Dense to very dense, saturated, 26 green to gray, tine to coarse SAND with some gravel_ (SP) 27 28 29 57 280 80 B.G. in B.Z. 0 31 2 L Woodward -Clyde Consultants a s 76 DRILLING LOG (Cont. Sheet)HOLE NO. BAX-88 SHEET 3 OF 4 SHEETS DPT S B1 AM % CLASSIFICATION OF MATERIALS REMARKS (FT] T NO. REC. (DESCRIPTION) — Medium dense to dense, saturated, 16 330 green to gray, fine to coarse SAND BENTO- x with some gravel. (SP) NITE -- SL.URR /Z 5 6 37 8 6 380 100 silt lense ... 3 SAND 0 >: 41 4 61 430 80 SCREEN 6 -46 =: a> m>: 7 _48- 36 480 80 49 Woodward -Clyde Consultants L. DRILLING LOG (Cont. Sheet) HOLE NO. BAX-8B SHEET 4 OF 4 SHEETS DPT S B/ AM % CLASSIFICATION OF MATERIALS REMARKS (FT) T N0. REC. (DESCRIPTION) SCREEN SAND "$" '' bn Dense, saturated, green to gray, i tine to coarse SAND with some CAVE I N _ 44 505 100 gravel. (SW) 2 TOTAL DEPTH = 52 FT 54 5 60 Woodward -Clyde Consultants a Aj/ 0 f v I,JECT PROD ECT NL- :R SHEET 1 DRILLING LOG TBAXTER 860065 LOCATION N197759.1941 TOTAL NUMBER SAMPLES 8 DRILLING AGENCY SOIL SAMPLING SERVICE DEPTH TO WATER BELOW GRD SURFACE HOLE NO. BAX-9 DATE HOLE STARTED 12/13/88 COMPLETED 12114/88 NAME OF DRILLER Terry Asberry DRILLING METHOD HOLLOW STEM AUGER TOTAL DEPTH OF HOLE 18.4 FT INSPECTOR WARREN PERKINS ELEV. T .O C.: 23.40 GRND DPT S B/ SAM °lo CLASSIFICATION OF MATERIALS REMARKS ELEV:21.9 (FT) T NO. REC (DESCRIPTION) F11 Coarse, trap rock, gravels - FILL CEMENT .� - NO SAMPLES HOLE PLUG 42 023 67 Hard, damp, dark gray silty CLAY, trac — well rounded gravels. (CL - ML) 2• 3 STAINLESS - _ STEEL32 038 67 SAND O'M�mlw MrA 7.5 Brown organic SILT 8 18 083 85 8.0 SCREEN _ Medium dense, saturated gray silty SAND ( 10-20% silt). (SM) 1 D 30 098 }" `` 1 -1 4 4.0 FEAT with nigh sift content and ,15 wood fragments. (OVOH) Woodward -Clyde ConsultantsVAW DRILLING LOG (Co,,,. Sheet) HOLE NO. BAX-9 SHEET 2 OF 2 SHEETS DPT S BI AM % CLASSIFICATION OF MATERIALS REMARKS (� T NO. REC. (DESCRIPTION) PEAT with high silt content and SAND — wood fragments. (OUGH) 6 17 11 154 TOTAL DEPTH = 18.4 Fr 19 20 21 24 5 8 27 8 9 30 31 2 Woodward -Clyde Consultants 4W fI - 52._...__ 2 a Z. r aJECT PROJ ECT N% ER SHEET 1 DRILLING LOG I BAXTER 66006S' LOCATION N198531,0292 El663124,0795 TOTAL NUMBER SAMPLES 11 DRILLING AGENCY Soil Sampling Service DEPTH TO WATER BELOW GRD SURFACE HOLE NO. BAX-10 DATE HOLE I STARTED 1217/88 COMPLETED 12/8/88 NAME OF DRILLER T. Asberry DRILLING METHOD Hollow Stem Auger TOTAL DEPTH OF HOLE 23.5 FT INSPECTOR K. Susewind ELEV. T O.C: 22.01- DPT S B/Fl SAM *% CLASSIFICATION OF MATERIALS REMARKS GFIND20.5' (FT) T NO, REC (DESCRIPTION) OVA = 0 ppm in CEMENT — 29 000 85 Medium dense, damp to wet. gray Breathing Zone (B.Z.). 1 to brown, gravelly, silty, SAND. (SM SILL HOLE — PLUG 17 015 100 3 BEN7O N ITE — 11 030 33 SLURRY — OVA = 0 ppm in B.Z. OVA = 1.2 ppm in 20 045 33 hole. — ... grading to sandy SILT... 2' TAI NLESSS 15 060 50 STEEL — 7 $ 4 075 0 9 10 5 090 0 SAND — 10.5 Loose, saturated, gray, silty, fine to PACK n coarse SAND with some gravel. (SP) 7 110 60 ry1 OVA = 50-100 ppm in auger. SCREEN 0 ppm in B.Z. i 3 Stiff, moist, green, clayey SILT to silty — 9 130 100 CLAY with trace fine sand. (ML - CL) 14 5 Woodward -Clyde Consultants e DRILLING LOG (Cont. ,'leet) HOLE NO. BAX_10 SHEET 2 OF 2 SHEETS DPT S jB/FTAM % CLASSIFICATION OF MATERIALS REMARKS (FT) T NO. REC. (DESCRIPTION) Stiff, moist, green clayey SILT to SAND — silty CLAY with trace fine sand. PACK 6 (ML - CL) 17 SCREEN nF Medium dense, saturated, gray to g 21 180 75 brown silty fine SAND. (SM) 0-40 ppm in hole 0 pprn in S.Z. 19 1 ppm in cuttings 20 24 CAVE- -- hard drilling, rig I N 21 shaking 1� - - 2» 0 TOTAL DEPTH = 22.5 FT 24 5 6 27 8 9 3 31 2 Woodward -Clyde Consultants 0 4 - 5; 3____ rROJECT PROD ECT NUMBER SHEET 1 DRILLING LOG BARTER 86006S LOCATION N197923.6201 E1662865.6119 TOTAL NUMBER SAMPLES 10 DRILLING AGENCY Soil Sampling Service DEPTH TO WATER BELOW GIRD SURFACE HOLE NO, BAX-11 DATE HOLE I STARTED I COMPLETED 1 TAME OF DRILLER T. Asberry DRILLING METHOD Hollow Stem Auger TOTAL DEPTH OF HOLE 25 FT INSPECTOR W. Perkins ELEV. T.O. C: 20.90' DPT S B/F'SAMP, % CLASSIFICATION OF MATERIALS REMARKS GRND 19 d' ( T NO. REC (DESCRIPTION) ELEV. ONCRET 34 000 5 Sand and gravel fill FILL HOLE 1 PLUG — firm, brown -gray, damp. SILT with 2 BENTO- 8 015 75 sand seams. (ML) NITE SLURRY 3 3.0 — 6 030 80 Loose, gray, saturated tine silty 2" SAND and sandy SILT. (SM - ML) STAINLESS STEEL 5 1 045 100 SAND — PACK 6 s.o Soft, saturated, brawn SILTwgh peat 1 060 gp (ML) 8 4 075 100 — 8.5 S PEAT. (OLIOH) SCREEN I,, 5 090 so 0 10.2 0. Loose, saturated,gray silty SAND. i1 (SM) 4,; 2 1 4 130 80 13.5 Alternating 1" layers sand and silt 14 4.0 Soft, wet, brown to gray peaty SILT. 15 (ML) Woodward -Clyde Consultants R DRILLING LOG (Cont. She ) NO. B& j1 - SHEET 2 OF 2 SHEETS DP S m AM % CLASSIFI ATl N OF MATERIAL REMARKS (FT)T NO, REC. (DESCRIPTION) e SAND — 17 e 11 18 7 . trace fine sand. — SCREE N 19 2 / 2 g 23 80 . TOTAL DEPTH =24.5 FT S s 2 e g a a� 2 Woodward-Cde Consultants � �� DRILLING LOG `4O.JECT PROJECT NUM '__.� SHEET s - OF SHEETS LOCATION TOTAL NUMSEk OF SAMPLES DRILLING AGENCY DEPTH TO WATER BELOW GRD SURFACE HOLE NO. _ +i DATE HOLE4 q0 9 f y � NAME OF DRILLER J- ELEVATION OF REFERANCE POINT TOTAL DEPTH OF HOLE SIGNATURE OF I SPECTOR kecz, let� REMARKS DPT $ JFT AMP % CLASSIFICATION OF MATERIALS 3Q (FT) T NO. REC. (DESCRIPTION) _10- ! 6, I}. "I —/VVT7 ]DL aTr D6a -ulepe,^ '�_ _ 25 kL x r(f -- 40 p �Fj4 y s �atid f Woodward -Clyde Consultants ✓ r— �0 a-2) lPc o3s Iflo ,DRILLING LOG PI3o.I�cT PRo.IFT SHEET i OF SHEETS LOCATION `, TOTAL NUMBER OF SAMPLES DRILLING AGENCY C n �! DEPTH TO WATERfLOW GRD SURFACE HOLE NO. t ~�+ STARTED TED D III�DQOMP� L NAME OF DRILLER r I ELEVATION OF REFERANCE POINT TOTAL DEPTH OF HOLE !� i SIGNATURE OF INSPECTOR DRT S /FT SAMP % CLASSIFICATION OF MATERIALS REMARKS (FT) T NO. REC. (DESCRIPTION) 6 +1,1�J aVA- 4 j. - (NA l} . �rpo ;tile 02 C4NcG 20 �o --3 30 n-�--z -c +�t' 35- 45 Woodward -Clyde Consultants ,qw I DRILLING LOG a�ECT . PROJECT NUMB�r5 SH T i OF�SHEETS LOCATION TOTAL NUMBER _r SAMPLES DRILLING AGENCY f DEPTH TO WATER BELOW GRD SURFACE HOLE NO. _ DATE HOLE a qfl 4 �a L E � NAME OF DRILLERW{ f 1 1 ` ��. ELEVATION OF REFERANCE POINT N� TOTAL DEPTH OF HOLE SIGNATURE OF INSPECTOR ��a DPT S BIFT SAMP, % CLASSIFICATION OF MATERIALS REMARKS (FT) T NO. REC. (DESCRIPTION) t 1 ll �C% v�i— 10c� t E 20 rca 25 7 �r E p ra vj_ 35 ►o �_ - � _ � � 40 �3Q J� ' c _ Attar "-5 A Loy(?_ ' 45 — �'�' �•• �C'sr� {•�For.'1 . Woodward -Clyde Consultants DRILLING LOG ROJECT LOCATION DRILLING AGENCY HOLE NO. NAME OF DRILLER TOTAL DEPTH OF HOLE PROJECT NUME_ a SHEET 1 OF SHEETS TOTAL NUMBER OF SAMPLES DEPTH TO WATER BELOW GRD SURFACE Ll DATE HOLE R C MPL TE 134D Sr1340. ELEVATION OF REFERANCE POINT pPT S !FT AMP % CLASSIFICATION OF MATERIALS (FT) T NO. REC (DESCRIPTION) 5 q'� 5 0+ 10 1 5 C7 ��, s•^ ti_ y 20 �I — 2s 30 35 40 -! 1c REMARKS T � on 1y v L " - 7TZ/— Q.Z. �tr 1 q4 z. c �r _/V vZ -%V v_T: o Woodward -Clyde Consultants PROJECT: BAXTER Rt 'TON 86006S LOG t BORING NO: BP-1 DATE STARTED: 1 1/19192 COMPLETED: TOTAL DEPTH: 28 FT. SURFACE ELEV: FT. DEPTH TO GW: 7 FT. LAGGED BY: T. SYVERSON LOCATION: BATER, RENTON- 12' NW OF BAX-14 DRILLING METHOD: HOLLOW STEM -AUGER DRILLING EQUIPMENT: MOBILE B-61 DRILLING AGENCY. HOLT DRILLING 0 =' C a e' Blow count VISUAL DESCRIPTION REMARKS r U m g a m (per6 in.) (USCS) co co M in - Mad. dense brown silty gravelly sand oa 5-5-4-4 -8' as above then - bottom 4' loose mad. gray silty sand 2-2-1-1 - upper 1" as above s - bottom 6' dark brown very loose sandy gravelly 00 1-1-1-2 sin - as above with peat and silty sand lenses 1-3' - creosote odor - water = T bgs 0- - creosote odor sand increasing - minor sheen in 90 0-t-fl-1 lower very loose gray, silty sand to 10' sand - not as wet, n - as above with minor brown silt to 12', 2' of dark visible sheen 96 brown silt at bottom of sample peat contact ? - very loose brown silty peat to 14' dry 90 — — — is 0-1 0-1 - as above to 16' gray silt contact go 1.1 2.2 - approx. 2' gray silt at top then very loose gray gray clayey -silt at end of sampler silty sand to 18' — -- -- 9a 1-2.2-1 upper 3' as above - med. 2' clayey silt - water again go - lower 5' med, silty gray sand upper 16' as above with sheen with sheen at end - rainbow sheen in cuttings 60 2-4-e-3 - lower 6' is gray, sandy silt - sand again in catcher - strong sheen in water . grain size decreasing to fine gray silty sand - strong sheen so on reds. zs 2-1-1-3 -t s above to 25 then increases. silt 'dryer' - collect 8270 Problem wtth with 1' med. sand tense then silty mad. sand to gray sandy silt sample ? - less sheen at hamer blows not bottom of sampl accurate - 27-2$' gray green sandy silt "dry' getting sand- . one *spot' of 8-9-5-13 ier at bottom sheen on side, TO of borehole 28', could be carry da - 28-34' gray silty fine med. sand . no visible sheen Sample to 30' in sed. some on sampler prob. carry down -Will pull back let borehole cave-in and build 3 well with screen 27-24' x Imp. zone at 25% Woodward -Clyde Consultants qw SAMPLE KEY: Z StuiderdP"ratlon Tryst 0 UmMurb+d shetby PAGE 1 OF 1 TEMP1SLA-2&9 L'/A Bentonite pellets 21.5 - 23.5 Top of screen 24' (Sand 23.5-27' Bottom Of screen 27' Borehole cavein 28-30 SHANNON 6WILSON, INC. APPENDIX B LABORATORY TEST RESULTS 21-1-20525-001 SHANNON 6WILSON, INC. APPENDIX B LABORATORY TEST RESULTS TABLE OF CONTENTS LIST OF FIGURES Figure No. B-1 Grain Size Distribution (HQ-1, HQ-2, HQ-3) B-2 Grain Size Distribution (HQ-3, HQ-4, HQ-6, TP-15) B-3 Plasticity Chart B-4 Consolidation Test No. 1 B-5 Consolidation Test No. 1 B-6 Consolidation Test No 2 B-7 Consolidation Test No. 2 21-1-20525.001-R 1-A B/wpl, LKD 21-1-205 25-001 B -1 SIEVE ANALYSIS HYGROMETER ANALYSIS SIZE OF MESH OPENING IN INCHES NO. OF MESH OPENINGS PER INCH, U.S. STANDARD GRAIN SIZE IN MILLIMETERS 100 00 80 70 z 0 so m a W Z 50 H Z W Of 44 w a 30 20 10 10 20 I-- 30 2 L7 W 40 LLI W 50 Q 0 U 60 W U Lu a 70 ao 01 I I. J pp I d 1 .1 Ii 1 11i i 1. rl I Ali li I I ili f 1 I I I I Y 1 1 1 l 1100 0 O GRAIN SIZE IN MILLIMETERS COARSE FINE COARSE MEDIUM FINE COBBLES FINES: SILT OR CLAY GRAVEL SAND BORING AND DEPTH U.S.C.S. SAMPLE FINES NAT. I LL PL PI TEST CHECKED Seahawks Headquarters & Practice Facility SAMPLE NO. (feet) SYMBOL DESCRIPTION % W.C. % % % % BY BY Renton, Washington • HQ-1, S4 15.0 ML Gray, clayey SILT 99.2 27.0 33 24 9 PRM CTM ■ HO-1, S-9 40.0 CH Dark gray, slightly fine sandy, silty CLAY; trace of organics 92.9 25.9 51 21 31 PRM CTM GRAIN SIZE DISTRIBUTION A HQ-2, S-2 5.0 SF-SM Dark gray -Mown, slightly silty, fine to medium SAND, trace of organics 0.8 24.9 PRM CTM .n ♦ HQ-2, S-6 20.4 SM Gray, slightly gravelly, silty, fine to medium SAND; numerous organics 13.9 34A JFL CTM O 1-10-2, S-6 22.2 SM Gray, silty, fine SAND 37.7 26.5 LPC CTM ❑ HQ-Z S-8 25.0 CL Dark gray -brown sKy CLAY, Irate of fine sand; trace of organics 97.8 34.7 48 22 26 PRM CTM July 2006 A HQ-3, S 3 7.5 SM Dark gray -brown, slightly gravelly, silty SAND; trace of organics 19.7 20.2 PRM CTM SHANNON & WILSON, INC. 21-1-20525-001 FIG. B-1 In w CL n� U1L-m A ML I OL v 0 10 70 30 40 u A j I — MH Ir OH jLA 50 60 70 Ra 90 100 111 LIQUID LIMIT - LL (%) BORING AND SAMPLE NO. DEPTH (feet) U.S.C.S, SYMBOL SOIL CLASSIFICATION • 1-10-1, 54 15.0 ML Gfoy, clayey SILT ■ HQ-1, S-9 40.0 CH Dark gray, slightly fine sandy, silty CLAY; trace of organics A HQ-2, S-6 20.9 ML Dark gray, One sandy SILT HW, " 25.0 CL Dark gray -brown silty CLAY, trace of fine sand; trace of organics Q HU-3, S-6 19.7 CL Dark gray -brown, fine sandy clay ❑ TP-21, S-3 4.0 MH/OH Brown, clayey, organic SILT A TP-29, S-2 1.6 I KICH Brown. clayey, organic SILT LEGEND b CL: m z Low plasticity inorganic z clays; sandy and silty clays a CH: High plasticity inorganic clays ML or OL: Inorganic and organic silts and clayey silts of low plasticity MH or OH: Inorganic and organic silts and clayey sills of high plasticity CL-ML: Silty clays and clayey silts LL % PL % I PI % NAT. W.C. % PASS. 200, TEST BY CHECKS BY 5eatlawks Headquarters 8� Practice Facility Q y Renton, Washington 33 24 9 27.0 99.2 LPL CTM 51 21 30 25.9 92.9 LPL CTM 32 27 5 36.4 LPL CTM PLASTICITY CHART 48 22 26 34.7 97.8 LPL CTM 24 21 3 40.5 KXK CTM 119 77 42 104.6 JFL CTM July 2006 21-1-20525-001 SHANNON & WILSON. INC. G80%dw"..a "C-W+.IXII&c. T FIG. B-3 e6 57 29 78.0 JFL CTM ONE DIMENSIONAL CONSOLIDATION TEST NO, 1 SUMMARY OF TEST DATA Boring HQ-2 Tested By l Date JFL 6-6-06 Sample S-6 Calc. By/ JFL 6-6-06 Depth, ft. 20.9 Check By ! Date Cr- _01leVo(p CLASSIFICATION: SPECIMEN DATA: Before After Soft, gray, slightly sandy, clayey SILT; moist; sand is very fine with mica flakes, numerous fine to medium wood fragments; scattered wood Test Test fragments to 318" diameter Height, inches : .791 .703 SAMPLE DATA: Diameter, inches ; 2.502 2.502 Spec. Grav, (meas.) : 2.65 Wet Density, pcf : 106.6 113.8 Liquid Limit : 32 Dry Density, pcf : 72.8 81.9 Plastic Limit : 27 Water Content, % : 46.4 38.9 Plasticity Index ; 5 Void Ratio : 1.242 1.019 Specimen :UNDISTURBED Saturation, % : 97 101 Spec Deft Consol Coeff of Coeff of Load d 100 Corr Pressure Settlement Void t 50 d 50 Consol Perm kg 0.01mm 0.01mm tsf % Ratio min. 0.01mm cm2lsec cmisec .3 27.4 2.4 OB 1.2 1,242 2.5 18.3 1.30E-03 .5 55.9 5.5 .16 2.5 1.213 3.4 44.9 9.37E-04 1.46E-07 ,8 73.1 7.6 .24 3.3 1.196 2.8 65.8 1,12E-03 1.04E-07 1.0 88.1 9.4 .32 3.9 1.181 2.8 81.9 1.10E-03 8.95E-08 2.0 117.5 14.3 .65 SA 1 A 53 .5 106.6 6.03E-03 2.28E-07 3.0 148.9 17.0 .97 6.6 1.121 ,9 138.3 3.25E-03 1.44E-07 4.0 170.0 19.4 1.29 7.5 1.100 .6 162.5 4.76E-03 1.37E-07 2.0 170.7 17.5 .65 7.6 1.097 .2 171.4 1.41 E-02 .8 161.2 14.4 .24 7.3 1.104 .3 164.0 9.46E-03 .3 151.1 10.8 .08 7.0 1.111 _5 154.7 5.71E-03 ,8 150.4 13.0 .24 6.8 1.115 .5 149.1 5.76E-03 5.17E-08 2.0 163.7 16.7 .65 7.3 1.104 .3 159.8 9.53E-03 1.12E-07 4.0 180.9 19.8 1.29 8.0 1.088 .3 175.5 9.40E-03 1.03E-07 8.0 223.8 25.4 2.58 9.9 1.046 .3 2082 9.13E-03 1.31E-07 16.0 292.0 26.5 5.17 13.2 .970 .3 271.0 8.52E-03 1.10E-07 4.0 296.1 24.0 1.29 13.5 .963 .1 299.2 2.47E-02 2.0 287.7 21.3 .65 13.3 .969 .3 290.1 8.29E-03 .8 269.7 21.3 .24 12A .989 1.0 276.1 2.53E-03 .3 240.6 18.2 .08 11.1 1.019 4.3 253.3 6.01E-04 n O Seahawks Headquarters & Practice Facility Renton, Washington CONSOLIDATION TEST July 2006 21-1-20525-001 SHANNON & WILSON, INC. FIG. B-4 GEOTECNNICAL IWO ENVIRONMENTAL CONSULTANTS ONE DIMENSIONAL CONSOLIDATION TEST NO. 1 SETTLEMENT VS LOG10(CONSOLIDATION PRESSURE) Boring HQ-2 Tested By / Date JFL 6-6-U6 Sample S-6 Caic. By ! Date JFL 6-6-06 Depth, t 20.9 Check By I Date Cr.- a v /es/o6 0 6 a o rip F Z W LU O i N O L i Ui -4� a T0.10 1.Do CONSOLIDATIM'PRESSURE, tsf to0.00 1000.00 A U O D Seahawks Headquarters & Practice Facility a Renton, Washington CONSOLIDATION TEST p July 2006 21-1-20525-001 SHANNON & WILSON, INC. PIG, B_5 GEOTECHNCAL AND EWMONMEMAL CONSULTANTS ONE DIMENSIONAL CONSOLIDATION TEST NO.2 SUMMARY OF TEST DATA Boring 1-10-3 Tested By 1 Date ,EFL 6-6-06 Sample S-7 Calc. By / Date JFL 6-6-06 Depth, ft. 19.7 Check By I Date Lf- o11os1 CLASSIFICATION: SPECIMEN DATA: Before After Medium stiff to soft, gray, slightly sandy SILT; moist; contains numerous Test Test fine organics and scattered 1I8th' wood fibers Height, inches : .790 .741 Diameter, inches : 2.503 2.503 SAMPLE DATA: Spec. Gray. (meas.) : 2.65 Wet Density, pcf : 120.2 124.3 Liquid Limit : 24 Dry Density, pcf : 91.8 97.9 Plastic Limit : 21 Water Content, % : 30.9 27.0 Plasticity Index : 3 Void Ratio : .796 .690 Specimen :UNDISTURBED Saturation, % : 102 104 Spec Defl Consol Coeff of Coeff of Load d 100 Corr Pressure Settlement Void t 50 d 50 Consol Perm kg 0.01mm 0.01mm tsf % Ratio min. 0.01mm cm2/sec cm/sec _3 8.8 2.1 .08 .3 .796 .3 5.9 1.1 DE-02 _5 19.1 5.7 .16 .7 .790 .2 15.8 1.64E-02 6.73E-07 _8 27.0 TO .24 1.0 .784 .2 24.6 1.62E-02 6.67E-07 1.0 32.7 8.5 .32 1.2 .780 .2 30.9 1.62E-02 4.22E-07 .2.0 49.5 13.0 .65 1.8 .769 .1 44.7 3.20E-02 6.04E-07 3.0 62.0 16.3 .97 2.3 _761 .1 58.9 3.17E-02 4.52E-07 4.0 72.0 19.0 1.29 2.6 .754 .2 69.5 1.57E-02 1.77E-07 2.0 70.6 15.8 .65 2.7 .753 ,3 70.7 1.04E-02 .8 65.6 12.5 .24 2.6 .754 .1 66.2 3.13E-02 .3 61.2 9.3 .08 2.6 .755 .1 62.3 3.13E-02 .8 62.1 10.6 .24 2.6 .756 ,1 62.1 3.14E-02 3.88E-08 2.0 68.3 14.6 .65 2.7 .754 .1 67.7 3.13E-02 8.40E-08 4.0 76.6 19.3 1.29 2.9 .750 A 75.3 3.12E-02 8.85E-08 8.0 101.0 27.5 2.58 3.7 .736 A 95.6 3.08E-02 1.92E-07 16.0 136.4 36.8 5.16 5.0 .712 .1 129.7 3.01 E-02 1.51E-07 32.0 179.8 42.6 10.32 6.8 .679 .1 173.3 2.89E-02 1.05E-07 8.0 169.1 34A 2,58 6.7 .681 .2 169.5 1.44E-02 2.0 154.7 22.5 .65 6.6 .683 .1 156.1 288E-02 .8 147.3 18.2 .24 6.4 .686 .1 149.1 2.89E-02 .3 140.2 15.0 .08 6.2 .690 .2 142.4 1.45E-02 a w O o Seahawks Headquarters & Practice Facility Renton, Washington CONSOLIDATION TEST July 2006 21-1-20525-001 SHANNON & WILSON, INC. FIG. B-B GEOTEOMN]CAL AND EN nRWIMENTAL 60NSULTANT6 ONE DIMENSIONAL CONSOLIDATION TEST NO. 2 SETTLEMENT VS LOG10(CONSOLIDATION PRESSURE) Boring HQ-3 Tested By 1 Date JFL 6-6-06 Sample S-7 Calc. By / Date JFL 6-6-06 Depth, ft 19.7 Check By / Date r n 07s a 0 I k V o t13 LU J LiJ o (n i I I i c? v f O a 0.10 I 1.00 10,00 100.00 1000.00 CONSOLIDATION PRESSURE, tsf U O O Seahawks Headquarters & Practice Facility Renton, Washington CONSOLIDATION TEST e a a July 2006 21-1-20525-001 SHANNON & WILSON, INC. FIG. B-7 Q GEOTECNNICAL AND ENVIRONMENTAL CONSULTANTS SHANNON &WILSON, INC. APPENDIX C SEISMIC REFRACTION SURVEY REPORT 21-1-20525-001 SEISMIC REFRACTION SURVEY REPORT SEAHAWKS HEADQUARTERS RENTON, WASHINGTON FOR SHANNON & WILSON, INC. SEATTLE, WASHINGTON AUGUST 2006 PHILIP H. DUOOS GEOPHYSICAL CONSULTANT PHILIP H. Duoos August 31, 2006 GEOPHYSICAL C ONSMTANT Our Ref: 746-06 Mr. Martin Page Shannon & Wilson 400 North 34th Street, Suite 100 P.O. Box 300303 Seattle, WA 98103 REPORT: Seismic Refraction Survey Proposed Seahawks Headquarters, Renton, WA Dear Mr. Page: This letter report contains the results of the seismic refraction survey that we performed at the proposed Seahawks Headquarters in Renton, Washington. The survey was performed on August 3 — 5. The primary purpose of the investigation was to determine the depth to rock to assist in the pile design. The seismic velocity (compressional wave) of the bedrock was also determined. A description of the seismic refraction method is attached. Field Methodology The locations of the three seismic lines (Lines SL-1 through SL-3) are shown on the Seismic Survey Location Map (Map 1). The locations of the three seismic lines were chosen by S&W based on their proximity to the proposed building foundations, existing borings, the possible bedrock ridge observed in the borings, and the site access conditions. The map is based on the site plan you provided, The seismic lines were established in the held using 300-foot tape measures and a Brunton compass and referenced to nearby existing baring and test pit locations. The geophone locations were marked using red pin flags. Elevations along each line were estimated based on my hand level measurements to the geophone locations relative to the known elevations of nearby borings and test pits. Estimated elevations were only in error a maximum of 0.8 feet along the line, and were corrected to the known elevations. The field investigation was performed using a 48-channel digital seismograph to record the data, and a propelled weight drop was used for the energy source. A sledge hammer and buried shotgun shells were also used at some of the shot locations. The seismic lines utilized a geophone spacing of 10 to 15 feet. The seismic lines ranged from 470 to 660 feet long. Interpretation Results The results of the seismic survey are shown on the interpretation profiles (Seismic Lines SL-1 to SL-3). The profiles show the geophone locations (# 1 - # 48) along the ground surface, the calculated depth points below each geophone, and the interpreted interfaces (dashed lines). The interpreted seismic velocities are also shown on the profile. Most of the overburden velocities are transitional in nature and do not vary greatly along a line, with the exception of SL-2. The irregular vertical line near Station 240' is an approximate boundary between different overburden materials on SL-2. A relatively low bedrock velocity was observed along seismic lines SL-1 and SL-3, and is also approximately delineated by irregular vertical lines. P>OUP H. Moos 13503 NE 78Tn PL►cE, REDmoND, WAsmxGTox, 98052 PH/FAx: (425) 882-2634 Erg - GWPYU@Ao1.00X Page 2 The basic geologic units were identified based on the interpreted compressional wave velocities (in feetisecond) and the available site -specific information. Their probable classification is indicated on the following table. SEISMIC VELOCITY PROBABLE CLASSIFICATION (P-wave, fps) 1,000 -- 1,600 Dry, loose fill material (SL-2 only) 1,700 - 2,410 Dry to wet loose overburden 3,530 - 4,400 Denser Overburden 8,700 Weathered Bedrock 10,000 - 13,000 More Competent Bedrock The loose overburden velocities probably indicate very loose materials and may include organics and fine-grained materials. Very loose materials will sometimes maintain a low seismic velocity even when water -saturated as is indicated by the borings in these areas (especially in the western portion of the site near Lake Washington). The denser overburden values correlate to the denser materials observed in Boring HQ-1. Relatively thin layers of these denser materials were not observed in the seismic data at depth due to the physics of the method (please see the Description of Method Attachment). In areas with a known or anticipated denser layer at depth, an estimated velocity and thickness of the layer was used to take this layer into account. The areas where these estimates were made are shown by the queried dashed line indicating the top of "Possible Denser Overburden". The effect of this insertion was to make the top of bedrock slightly deeper (usually around five to seven feet deeper). Much of the site shows a fairly dramatic and simple two -layer seismic model with very loose overburden overlying relatively hard bedrock. This tends to provide fairly good interpretation results, and is generally proved out by the relatively good correlation to nearby borings. A lower -velocity zone of 8,700 fps was interpreted for the bedrock below the southern portion of SL-1 and the middle of SL-3. This lower velocity zone may be related to a greater degree of weathering, increased fractures or joints, or change in composition. Andesite with velocities above 10,000 fps is typically fairly competent. Some of the borings near the seismic lines encountered moderate to high strength andesite while some encountered very low strength rock (such as HQ-4). The rock may become more competent at depth, and may account for some of the discrepancy in the depths observed between the seismic interpretation and the borings. Boring HQ-4 encountered weathered andesite at a depth of 17.5 feet below Line SL-1. The seismic results indicate a depth of 23.8 feet to bedrock, but with a seismic velocity of about 10,000 fps at this location the rock is interpreted to be relatively competent. While the accuracy of the interpretation depends on site -specific conditions, geophysical methods in general provide an accuracy of +I-10% under good conditions_ The accuracy of the depth to bedrock at this site may be on the order of +l- 15% in some locations. However, the interpreted results agree fairly well with the borings and at the intersections of the seismic lines and increase the confidence in the data. Page 3 The seismic data was fair to good in quality and better than what I had anticipated in such an urban environment. The data were noisy in some areas due to traffic noise from the highway to some degree, but the wave action on Lake Washington created even more noise I believe. Near the northwest comer of the site there were numerous floating logs that were bouncing against the shore — especially in the afternoon due to the increased boat traffic and wind. The very loose overburden materials in this portion of the site made the problem worse. The ends of SL-I and 5L-2 were re -shot on Friday and Saturday moming (respectively) and provided much better seismic records. The presence of asphalt or some other type of hard layer at the surface over much of the site may have also limited the amount of seismic energy that was generated in the underling materials. However, the use of multiple shots along each seismic line (shots were typically spaced 75 to 100 feet apart) provided overlapping data, which helps minimize the effects of weak or noisy data from a few geophones for some of the shots. The quality of the data was fairly good, and the presence of 'thin layers" of denser material at depth is an even more likely source of error at this site. However, the presence of an undetected thin layer would probably only make the rock seem slightly shallower (5 to 10 feet or so). As with any geophysical technique, these results are interpretive in nature and represent the best estimate of subsurface conditions considering the limitations of the geophysical method employed. Only direct observations using borings or test pits or other means can ultimately characterize subsurface conditions, using the geophysical results as a guide. Please feel free to contact me if you have any questions or comments regarding this information, or if you require further assistance. I appreciated the opportunity to work with you on this project and look forward to providing you with geophysical services in the future. Sincerely, Philip Duoos Geophysical Consultant Attachments r f FIRE LANE GRA55 PAVE ADJ TO - Q3 WEST SfUE OF BLDG Tp- & LOADING DOCK 6;6 TW r r RET WALL 2 BW 26.2 TW 24.4. I TRENCH DRAIN �a r RIM = 2 25 95: HQ-6 - 26.2 rn a TW 25 212 B 3.? BWR25.7 B _ r - sw �r TP-18 _TP-16 1r DL-01 = = ' ® BAX-1Q POSED INDOOR 7 TW rrr TP-8@� PRACTICE FACILITY P 26 20/40,z0 CURBC If YNBhy t,, t7�l - r r CURB r r -9 v 26.5 TW S L a+p e) 25.95TW TP-79 4B° �cIN MSE w L GBHQ-2 f r END.MSE W O B-18 1`P-6r MSE WALLAND MSE WALL AND 5. TRENCH DR AIM RIM = 26.0 � TRENCH QRAIN RIM = 267&\� IHQ-1 fl MSE fMALL� �P-r,,��IOT i B-1 59 TP-21 Mimi B-1 mTP-1r 9 TP-14 A51 WA TP-12 I TP-1 3 END MSE WAL 26.5 TW 25.95 B 215 '74 SEISMIC SURVEY LOCATION MAP SEAHAWKS HEADQUARTERS RENTON, WASHINGTON Philip H. Duoos, Geophysical Consultant PN 746-06 August 31, 2006 MAP 1 SOUTH 50 40 30 20 `~ 10 0 0 d -10 U' -20 . -30 -40 -50 Seahawks Renton Site, SLA Intersection wl SL-3 Boring BAX-10 Boring HQ-4 at SL-3, 342' (38.2') —28' to the W. 14' to the E. NORTH Intersection wl SL-2 Boring SWB-1 at SL-2, 148' 12' to the E. r ww■wwW104"Mw www■w■�w• �7 lliilYl�■r■Y■1� :. o. = ■■■■■■■■■■■11�■rY Ii■r■ii■li■i/Ii ■IO■W Loose Overburden ■ � ■■��g■ ■ �■�be ■■■ ■■■■■■■■■■10 11 Possible (assume Denser Overburden 4400 fps) Bedrock 100 200 Approximate ground surface elevations are based on hand level measurements. Interpreted compressional (P-wave) velocities are shown in feet/second. 300 400 Distance (feet) Horizontal Scale: 1" = 80' Vertical Scale: 1" = 40' 50D 600 SEISMIC LINE SL-1 SEAHAWKS RENTON SITE Phil Duoos, Geophysical Consultant .fob # 746-06, August 31, 2006 WEST 50 40 30 20 10 0 0 -10 W "' -20 -30 -40 -50 Seahawks Renton Site, SL-2 Intersection wl SL-1 . Boring SWB-1A at SL-1, 536' - 40' to the N. Boring HQ-1 95' to the S. I EAST ■ Ground..hone Location �� ■■■ I■ ' ■ ■■■EM■■■ on set Overburden ::. . III ,I1 .: ■ �■ -100 0 100 Approximate ground surface elevations are based on hand level measurements. Interpreted compressional (P-wave) velocities are shown in feet/second. 200 300 Distance (feet) Horizontal Scale: 1" = 80' Vertical Scale; 1" = 40' 400 500 SEISMIC LINE SL-2 SEAHAWKS RENTON SITE Phil Duoos, Geophysical Consultant Job # 746-06, August 31, 2006 WEST 50 40 30 20 10 0 0 > -10 4) w -20 .30 -40 -50 Seahawks Renton Site, SL-3 Boring B-20 - 70' to the N. Boring HQ-3 Intersection w/ SL-1 Boring HQ-2 (Rock deeper than 69.5') 43' to the N. at SL-1, 141' 21' to the S. EAST Ground Surface wl Geophone Location l - #2 #3 4$ - 2310 fps - - - - - - - : - - 4t Possible -� - Denser Overburden (assume 4400 fps) Loose Overburden 1700 fps t - - 8,700 I Bedrock fps 10,000 fps 11,300 fps _ -100 0 100 Approximate ground surface elevations are based on hand level measurements - Interpreted compressional (P-wave) velocities are shown in feet/second. 200 300 Distance (feet) Horizontal Scale: 1" = 80' Vertical Scale: 1" = 40' 400 500 SEISMIC LINE SL-3 SEAHAWKS RENTON SITE Phil Duoos, Geophysical Consultant Job # 746-06, August 31, 2006 ATTACHMENT A SEISMIC REFRACTION METHODOLOGY Overview The seismic refraction method is used to evaluate numerous subsurface conditions; including depth to and strength (rippabiiity) of rock, depth to water, and general subsurface stratigraphy. The seismic refraction method uses an induced shock wave_ ,As the shock wave propagates through the earth, it is affected by the materials through which it passes. Geophones placed on the ground surface record the ground motion caused by the resultant wave. A seismogaph measures the time required for the resultant wave to arrive at each geophone. These geophones are located at selected distances from the wave source. Analysis of the data (travel times and distances) provides seismic velocities of subsurface material and depths to significant velocity interfaces. Geologic conditions yielding higher seismic velocities include increased amounts ofwater, clay, cobbles, and rock fragments, greater oompac ion of overburden materials, and greater competency of rock. Several factors can affect the effectiveness of the seismic method including the proximity of cultural interferences (such as powerlines and traffic noise), surface conditions (such as loose soil), the size and depth ofthe target, and the seismic wave velocity contrast between stratigraphic units. Seismic velocities must increase with depth for a reliable interpretation of the data. Calculations The description of the travel of seismic refraction waves through the earth uses the same equation that describes the refraction of light: Snell's Law. The following is a brief summary of the basic theory for a simple two -layer geologic model as dhscussed by Recipath (Redpath, 1973). Snell's Law is stated as: SINa V t SIN# V 2 and at the critical angle of incidence for a refracted seismic wave {o=900), it becomes-. SINa = V i V2 where V, and V2 are the seismic wave velocities for the upper and lower layers, respectively. The seismic refraction method measures the amount of time it takes the seismic energy to travel from the energy source to the geophones placed along the ground surface. The arrival time for the seismic wave at each geophone is plotted corresponding to the distance of the geophone from the energy source, creating a time - distance graph (Figure l ). Ztim V2 v E h distancze, X. Distance X shot D a B V2 [ ul 2 Figure 1: Two -layer geologic model and associated time -distance graph (Redpath, 1973. The time required for the energy to reach the geophones near the source (direct wave arrivals) is based only on the seismic velocity of the energy traveling though the upper (low velocity) layer. At a certain distance from the source, called the critical distance, the first seismic waves to reach the geophones will be those that have refracted from a deeper, higher velocity layer. Although these waves have traveled a greater distance than the direct waves, they have traveled at a greater velocity over most of their path, and thus arrive before the slower direct arrivals to the geophones farther from the source. Successively deeper layers with higher velocities affect the time -distance graph in a similar manner, Using the time-distanoe graph, the velocities of the layers can be calculated (based on the slope of the arrival times), and the layer thicknesses can be calculated using the intercept times. The equation used in the time -intercept method to determine thicknesses is: TiVL SHOT DEPTH Zi — + 2COS(SIN -T i I V x) 2 Figure 2 is a sketch of a multiple layer ease and the corresponding time distance curve showing the intercept times_ (VI For more complex geologic models, as is usually observed, additional energy source locations are (-V2 required at both ends of a seismic line as was done for ( V this survey. The layer velocities are calculated using the 3 data from all of the tirne-distance caves (delay-tim e ( V method). 4 Limitations Distance Two types of geologic conditions can cause a hidden zone problem. One type of hidden zone is a layer with a lower Figure 2: Multiple layer geologic model and associated velocity than the layer above it_ Energy approaching the time- istance graph (Redpad-, 1973). layer at the critical angle will pass through the layer, and will not be refracted back to the surface until it encounters a deeper layer with a higher velocity, so no first arrivals are observed from the low -velocity layer. The presence of an unknown low -velocity layer will cause the calculated depths to be grater than the actual depths_ The other type of hidden zone is a layer with a greater velocity than the layer above it, but one that is too thin and/or does not have a large enough velocity contrast. The eiTect of a thin layer will cause the calculated depths to be shallower than the actual depths. . . in areas with hidden zones, the amount of error can be determined based on direct observations (such as test pits o- boreholes), and can be oompensated for over the rest of the seismic lines. References Redpath, Bruce B. (1973)_ "Seismic Refraction Exploration for Engineering Site Investigations." Tech. Report E-73-4, US. Army Engineer Waterways Experiment Station Explosive Excavation Research Laboratory, Livermore, CA Rippers D91- Ripper Performance • Multi or Single Shank No, 9 Ripper • Estimated by Seismic Wave Velocities Seismic Velocity 0 1 2 3 d Meters Per Second x 1000 1 1 � 1 1 I _ r I I I Feel Per Second x 10M 0 1 2 3 -4 5 6 7 B 9 10 11 12 13 14 15 TOPSOIL MMM!q CLAY ME 'GLACIAL TILL IGNEOUS ROCKS GRANITE �1ti1\�D►I►\\\\\t\\\1Il►� BASALT ���waaa iHAV ROCK SEDIMENTARY ROCKS WE -0011MMINOM SHALE SANDSTONE SILTSTONE CLAYSTONE CONGLOMERATE CALICHE LIMESTONE WE' WEXEM QIPPABLE.-- - _ ter.NOWRIPPABLE . nin Ripper Performance. iiiN�ciS Multl or Single Shank No. 10 Ripper • Estimated by Selsmic Wave Velocitles SBlsmlc Veloolty 0 1 2 Meters Per Second x 1000 L Feet Per Second x 1000 0 t 2 3 / 5 6 7 B 9 10 11 12 17 to 15 GLACIAL T4LL IGNEOUS GRANITE BASALT TRAP FIOCK SEDIMENTARY SHALE SANDSTONE SILTSTONE • CONGLOMERATE BRECcIdk LIMESTONE METAMORPHIC SHIST SLATE MINERAL & ORES IRON ORE wr_�1��_1�r1�rr��•q��s��� �� �w.1. 7YNN1!////d!!!!H/jA �rA.����sl�■r��i��wrr.1�.�.�■��r11s�1r'i �CALICHE YNrr/. W11hll 1A= OEM ii ►/Nb!!/.GY/!NIV:4V RIPPABI E # MARGINAL 0 NOWRIPPABLE SHANNON 6WILSON. INC. APPENDIX D IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL REPORT 21-1-20525-001 i SHANNON & WILSON, INC. Attachment to and part of Report 21-1-20525-001 - Geotechnical and Environmental Consultants Date: September 13, 2006 To: Mr. Tal Fowler Football Northwest, LLC IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICALIENVIRONMENTAL ZT4 '9: CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer_ Unless indicated otherwise, your consultant prepared your report expressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the consultant. THE CONSULTANT'S REPORT IS BASED ON PROJECT -SPECIFIC FACTORS. A geotechnicat"environmental report is based on a subsurface exploration plan designed to consider a unique set ofproject-specific factors_ Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking lots, --d underground utilities; and the additional risk created by scope -of -service limitations imposed by the client. To help avoid costly blems, ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations. unless your consultant indicates otherwise, your report should not be used: (1) when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of the proposed project is altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for application to an adjacent site_ Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical/environmental report is based on conditions that existed at the time of subsurface exploration; construction decisions should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example, groundwater conditions commonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnicaUemironmental report. The consultant should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data were extrapolated by your consultant, who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help *educe their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect. Page 1 of 2 1l2006 REPORT'S CONCLUSIONS ARE PRELIMINARY. fhe conclusions contained in your consultant's report are prelirn nary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANT'S REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnical/environmental report. To help avoid these problems, the consultant should be retained to work with other project design professionals to explain relevant geotechnical, geological, hydrogeo logical, and environmental findings, and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not, under any circumstances, be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering/environmental report prepared or authorized for their use. If access is provided only to the report prepared for -emu, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for whom the Drt was prepared, and that developing construction cost estimates was not one of the specific purposes for which it was prepared_ While contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem, consultants have developed a number of clauses for use in their contracts, reports and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your consultant will be pleased to give full and frank answers to your questions. The preceding paragraphs are based on information provided by the ASFE/Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland Page 2 of 2 1/2006 L A A S CARSON ANTHROPOLOGICAL ARCH AEO�OGICAL SERVICES P.O BOX 701.06 SF ATTIE WASHIINGTON 98107 TE l ; 206) 782 0080 fAX: (2061 782 24.59 CULTURAL RESOURCE ASSESSMENT JAG DEVELOPMENT, KING COUNTY, WASHINGTON by Bradley Bowden Leonard A_ Forsman Lynn L. Larson Dennis E. Lewarch Submitted to: CNA Architecture 777-108th Avenue NE #400 Bellevue, Washington 98004-5118 Larson Anthropological/Archaeological Services LAAS Technical Report #97-7 P.O. Box 70106 Seattle, Washington 98107 March 27, 1997 JAG Development Cultural Resource Assessment 0113:3itll-NT*I Larson Anthropological and Archaeological Services (LAAS) conducted a cultural resource assessment for the proposed .TAG Development Project in February and March of 1997. Examination of archival sources revealed that the Duwamish village, Sbal't°, was located at the former mouth of May Creek and is probably within the Pan Abode Cedar Homes property or on the Port Quendall property (Harrington ca. 1909; Waterman ca. 1920). The site was identified as a place where fish were dried and May Creek was noted as a spawning area for "redfish" (either sockeye salmon or lake -locked kokanee salmon) (Harrington ca. 1909; Waterman ca_ 1920). The fieldwork involved a series of opportunistic subsurface shovel probes designed to determine if buried archaeological deposits exist in the project area. Most of the proposed JAG Development project area was either paved with asphalt, covered with fill, or access was not permitted because the area contained hazardous and dangerous materials. Shovel probes were excavated in locations that appeared to be the least disturbed based on an examination of historic and modern maps and consultation with Mark Larsen (personal communication. 1997) of Remediation Technologies, Incorporated. One possibly fire modified rock (FMR) was identified in a shovel probe at the north end of the Pan Abode Cedar Homes property, near the old channel of May Creek. The possible FMR was recovered from 90 to 100 centimeters below the surface in what appeared to be alluvial deposits. No other cultural materials or features were identified. The LAAS field reconnaissance was unable to determine if any materials or features related to the Duwamish village, Sbal't°, are present within the proposed JAG Development project area because less than 10 percent of the project area was examined for subsurface archaeological remains. It is recommended that a professional archaeologist monitor areas with a high probability for cultural resources if future subsurface activities related to the proposed JAG Development Project are planned for those areas. An archaeological monitor should be present during any further investigation, or preconstruction rernediation related to the potentially hazardous and dangerous materials at the site as well as any ground disturbing activities associated with construction in high probability areas at the proposed JAG Development. M JAG Development Cultural Resource Assessment TABLE OF CONTENTS Abstract....................................................... Table of Contents ........ ..................................... iii List of Figures ............... ................................. iii Acknowledgments .......... .................................... iv Introduction ................................................ I Project Description ... ............... ......................... I Environment ...................................... ............. 4 Cultural Background ........... ......... ......................... 6 Previous Cultural Resource Studies ......... .................. 6 Ethnography.. . . . . ..................... ....................... 9 History. . . . . ................................................ 12 Field Reconnaissance ......................................... 15 Field Methods ................................................ 15 Field Results .......... ............................ ......... 16 Conclusions and Recommendations - - ................................ 17 Monitoring .................. I ...... ....... I ........... I I . . . I . 17 High Probability Areas ........................................ 19 Low Probability Areas ....... ...................... ....... .... 20 Bibliography........................... ....................... 21 Appendix 1: Agencies and Individuals Contacted ........................... 27 Appendix 2: Tribal Correspondence ........... ................ 29 Appendix 3: Washington State Office of Archaeology and Historic Preservation Cultural Resources Survey Cover Sheet ........................ 32 LIST OF FIGURES Figure 1. Project area location ........................................ 2 Figure 2, Project area map showing individual properties and shovel probe locations ..... 3 Figure 3. Historic features, shoreline changes, and former beds of May Creek in proposed JAG Development Project vicinity ...... .................. 5 Figure 4. Recommended monitoring areas in the JAG Development Project area . 18 iii JAG Development Cultural Resource Assessment ACKNOWLEDGMENTS Several individuals contributed to the completion of this cultural resource assessment; the project would not have: been as successful without them. Jim Spitze, CILIA Architecture, was extremely helpful in facilitating access to the proposed JAG Development property and in providing necessary documents that LA -AS needed to complete this report_ Mark Larsen, Remediation Technologies, Incorporated, also helped in securing access to the proposed JAG Development property and provided useful information regarding the history of the various properties that are part of the proposed project_ Joe Gibbons and Mike Paulson, Rernediation Technologies, Incorporated, also deserve thanks for monitoring fieldwork at the proposed JAG Development project area. Joe Gibbons and Mike Paulson not only related information about hazardous and dangerous materials in the project area but also offered data regarding the soil and fill episodes in various locations of the proposed JAG Development Project area. Finally, Stan Greene, Renton Historical Society and Museum, gave us access to historical information and photographs of the May Creek and Kennydale region. His cooperation and assistance was greatly appreciated. iv JAU Development Cultural Resource Assessment INTRODUCTION Larson AnthropologicallArchaeo logical Services (LAAS) was retained by CNA Architecture in December 1996 to conduct a cutturaI resource assessment of the proposed JAG Development Project. The proposed JAG Development Project would occupy a 60-acre parcel on the eastern shore of Lake Washington, west of Interstate 405 at Exit 7, NE 44th Street, North Renton. The proposed JAG Development project area is comprised of four properties: the Barbee Mill, the Port Quendall Log Yard, the Pan Abode Cedar Homes property, and the Baxter Property. The Baxter Property has been divided into the South Baxter Property and the North Baxter Property. The North Baxter Property contains the northernmost portion of the Baxter property along the shore of Lake Washington and a small wedge of property east of the shoreline properties, called the north Baxter Property East Wedge. The project area is in Sections 19 and 32, Township 24 North, Range S East, Bellevue South Quadrangle, Ding County, Washington (Figures 1 and 2). The cultural resource assessment consisted of an archival and literature review, field reconnaissance, consultation with the Muckleshoot Tribe and the Duwamish, and preparation of this report. Published and unpublished environmental, ethnographic, historic, and archaeological documents were gathered and reviewed. Environmental, ethnographic, and historic information was collected from Special Collections, Allen Library, University of Washington; Renton Historical Society and Museum; and the Renton Library. Archaeological site forms and project reports were obtained from the Washington State Office of Archaeology and Historic Preservation. Field reconnaissance consisted of the excavation of subsurface shovel probes to determine the potential for buried archaeological deposits in the proposed JAG Development project area. No cultural resources were identified that may be eligible for listing on the National Register of Historic Places. However, fill and development of the area precluded investigation of at least 90 percent of the project area. Because ethnographic literature suggests portions of the project area have a high probability for cultural resources, we recommend that a professional archaeologist monitor subsurface activities, e.g. geotechnical testing, remediation of hazardous and dangerous waste, and construction, clearing, grading, and excavation in areas of the proposed JAG Development Project with a high probability for cultural resources. PROJECT DESCRIPTION The proposed JAG Development would be a mixed -use area containing office space, conference facilities, restaurants, a marina, recreational spaces, retail shops, a hotel, parking areas, and residential properties (CNA Architecture 1997). The proposed development is projected to begin by 1999 and be completed by approximately 2010 (CNA Architecture 1997) . w fb j 4. Mercer Island )r Ls ..' `. ' JAG Qeveloprn - ! Project Area .= en �. -� rI - I •�f ;� �! 'rl Nam... , alp ��z :� • Uz, `'', k; T ^- Shoreline 0,5 Miles Base Map from USGS Bellevue South, Washington, 1983, Figure 1. Project area location. 2 a 1000 N Feet ---- ---- Project Area Boundaries o' Shovel Probe #1 Location' �f North Baxter 3 "` 1 f�-•1 Property South Baxter Property $ f. r i 1 12 s¢ i f: / -r _ � : �- .% #8 elf ❑ "''i � � n �j! �rf! 2 North Baxter Property East Wedge fs Port Quen�dall �i� I 12�Log YardAD it 10 1 #„11 -7111 1 Pan Abode al ! ' _ Cedar Homes Property P 7 Barbee Mill �, t tli f l Base Map From USGS EeRevue South, Washington, 1983 Figure 2. Project area reap showing individual, properties and shovel probe locations. 3 JAG Development Cultural Resource Assessment ENI VIRONNIENT The proposed JAG Development project area is on the eastern shore of Lake Washington in a small valley where May Creek enters the lake. Prior to historic manipulation of the channel, May Creek dropped from a narrow meandering stream in upland locations to a braided stream at the mouth which formed a delta. Historic and modern maps of the area show that the mouth of May Creels naturally moved over time but was also altered to its present course by 1940 (Figure 3) (Kroll Map Company 1940). Most of the proposed JAG Development project area was probably inundated or subject to periodic flooding prior to the completion of the Lake Washington Ship Canal in 1916 (Chrzastowski 1983). The mean water level of Lake Washington was almost nine feet higher than its current level before the Lake Washington Ship Canal was built (Chrzastowski 1983:3). The mean water level of the lake probably fluctuated as much as seven feet, however, due to seasonal and periodic fluctuation in rainfall prior to completion of the Lake Washington Ship Canal (Chrzastowski 1983:3). An article in the Town Crier (1917) describes archaeological and botanical remains along the shoreline of Lake Washington at the mouth of May Creek after the Lake Washington Ship Canal was completed and the water level had dropped. This corroborates Chrzastowski's (1983) statement regarding the Iake's fluctuation long before the Lake Washington Ship Canal was built, Periodic advance and retreat of glaciers over the last 37,000 years is largely responsible for the topography and soils present in the Puget Sound basin. The glacial event responsible for the current topography of the Seattle area was the Vashon Stade of the Fraser Glaciation (Mullineaux 1970;27). The Vashon glacier originated in British Columbia and brought rocks and minerals typical of that area southward into the Puget Sound area (Mullineaux 1970:27) The Vashon glacier began a retreat approximately 14000 BP (years before present) and allowed marine waters into Puget Sound (Crandell 1963). The glacier had fully retreated approximately 13000 BP leaving deposits collectively known as the Vashon Drift (Galster and Laprade 1991:252). Lake Washington is one of several glacially scoured lakes in the Seattle area (Galster and Laprade 1991:247). The Lake Washington vicinity was a glacially scoured trough prior to 14000 BP. Marine water filled what was to become Lake Washington as the Vashon Stade retreated northward around 13500 BP, The Cedar River deposited an alluvial fan across the south end of the marine embayment to form Lake Washington by 13400 BP (Dragovich et al. 1994, Leopold et al. 1982; Mullineax 1970). The shoreline of Lake Washington also fluctuated several times over the past 7,000 years because of earthquakes (Karlin and Abella 1992, 1993). Large earthquakes triggered underwater slumping on steep submerged trough walls and landslides on shoreline bluffs. Over 14 earthquake events were identified in cores from the lake bottom (Karlin and Abella 1992, 1993). The sediment record coincides with dates obtained from submerged forests that slid into the lake as part of landslide debris. A forest that slid into Lake Washington during an 1100 BP earthquake along the Seattle Fault, is off the southeast corner of Mercer Island, just west of the proposed JAG Development project area. The landslides and underwater slumping 4 1 ; ' ..... —Shoreline Boundary _1!`� �� � � � e ( l y (United States Surveyor General 1864) �f;' ��t� f S ' q May Creels (United States Surveyor General 1854) .............. Trail (United States Surveyor Gene�a1 1864) —•— Shoreline Boundary I (United States Army Carps of Engineers 1920) ----- May Creek �! (United States Army Carps of Engineers 1920) ■+ Former RailroadI�" `— l (United States Army Corps of Engineers 1920) .......,....,.,.. Present May Creek Marsh {United States Army Corps of Engineers 1920} �! /{ ( O !' - — -- -- A I 'y 1920 Shoreline_ . 1864 Shoreline,^ f .: X" May Creek • 1 i in 1920 1€ Marsh in 1920 ,�� ;�,.�YL [ C _ �: .:—. May Creek �. ... in 1864 1 n s 1864 Trail" May Creek 7, 4 i in 1997 .. 0 1000 N Feet .: a + Base Map from €1SGS Bellevue South, Washington, 1983 i Figure 3. Historic features, shoreline changes, and former beds of May Creek in proposed JAG Development Project vicinity. 5 JAG Development Cultural Resource Assessment caused large amplitude changes in the lake level (Karlin and Abella 1992;1619). Sudden Landslides coupled with ground subsidence from an earthquake probably produced large waves that scoured the Lake Washington shoreline, causing additional landslides and depositing sediment. Large waves and earthquake -induced elevation changes in ground surface elevations probably modified the outfalI of Lake Washington at the Black River, south of the proposed JAG Development project area. The proposed JAG Development project area is approximately three miles south of the Seattle Fault and would have been uplifted during an earthquake about 1,100 years ago. The geological history of the proposed JAG Development project area is complex. Changing ground surface elevations and fluctuating levels of Lake Washington caused the project area to be exposed above the Lake Washington shoreline, washed by waves, and/or inundated by rising lake levels. Hunter -fisher -gatherer sites in the area were alternately raised and/or inundated. Cultural deposits were probably covered by landslide debris and/or silt during periods of submergence. The contemporary ground surface of the project area is probably at a higher elevation than prior to 1,100 years ago, when the area was uplifted during an earthquake. This suggests that pre-1100 BP shorelines may exist inland from the contemporary shoreline in the eastern portion of the project area. Pre-1100 BP hunter -fisher - gatherer occupations may occur in the eastern portion of the project area and may be buried beneath landslide debris or alluvial deposits. Prior to European contact, the Puget Sound basin was home to animals typical of the Pacific Northwest inland forest environment such as deer (Odocoileus spp.), elk (Cervtas canadensis), black bear (Ursus americanus), coyote (Canis latrans), fox (Vulpes), mountain lion (Felis concolor), bobcat (Lynx rufus), raccoon (Procyon lotor), mink (Mustela vison), river otter (Lurra canadensis), beaver (Castor canadensis), and muskrat (Ondatra ziethica). Various species of salmon were also abundant in the Puget Sound basin and were a large part of the diet of native inhabitants of the region. The Puget Sound basin is part of the Western hemlock (Tsuga heterophylla) physiographic zone. The overstory vegetation includes Douglas fir, bigleaf maple, Western red cedar and red alder. Understory vegetation of particular importance to the native inhabitants of the Puget Sound area included a variety of berries such as salmonberry, blackberry, strawberry, and red elderberry, camas and other lilies, ferns, and numerous other plants used for economic purposes (Gunther 1981). PREVIOUS CULTURAL RESOURCE STUDIES Most of the property on Lake Washington has been privately owned for several decades, consequently, few archaeological studies have been conducted along the lake. An archaeological site has never been recorded on Lake Washington despite many references to Duwamish villages along the shores of the lake in historical documents (Harrington ca. 1909; 0 JAG Development Cultural Resource Assessment Waterman ca. 1920). Residential and commercial development of the Renton area has prompted several archaeological projects, however, and the data from those surveys and excavations offers evidence of the nature of hunter -fisher -gatherer archaeological sites in the region. The Sbabidid Site (45KI51) is on the west side of Hardie Avenue SW in Renton along a remnant channel of the Black River and was recorded by the Office of Public Archaeology (OPA), University of Washington, as part of a survey For the Earlington Woods Planned Unit Development (Chatters 1981:1). The site contained the remains of at least three structures and midden deposits which dated from AD 1790 to AD 1856 although radiocarbon dates were not obtained for several portions of the site (Chatters 1981:1). Archaeological deposits were buried approximately one meter below the surface and backhoe trenches were excavated to help determine the depth of buried deposits (Chatters 1981:31). The precise nature of the site has been disputed (Butler 1990), but it appers that the site was either a Duwarnish village or a fishing camp. Subsequent monitoring by Reid (1991:22) during the construction of the Earlington Woods Development revealed the presence of seven additional midden areas at the Sbabidid Site. The Ozbolt property, adjacent and north of the Sbabidid Site, was surveyed by LAAS in 1988 but no cultural resources were identified despite site maps for the Sbabidid site that suggest midden deposits were recorded on this property (Larson 1988:1,13). The survey was conducted using surface reconnaissance and shovel testing and Larson (1988:1,13) attributed the absence of cultural materials identified during this survey to their probable depth below the fill. BOAS conducted a cultural resource assessment of the Ozbolt property in 1990 and produced a letter report that indicated the presence of a possible burial on the property (Stump 1990:1). 'grade beads, buttons, twisted cedar thread, a fragment of cloth, fragments of woven cedar bark: cedar wood, and a human bone fragment were identified in a subsurface survey of the property (Stump 1990:1). LAAS later surveyed the Ozbolt property for a proposed apartment complex and relocated the northernmost midden deposits identified by Chatters (1981) and additional midden deposits in the eastern portion of the property (Lewarch et al. 1996:16). The Tualdad Altu Site (45K159) was recorded by OPA in 1980 when archaeologists surveyed the planned development of the Black River Corporate Park located downstream from the Sbabidid Site on the former Black River (Chatters 1988:2). Chatters (1988:50) believed the site was occupied approximately 1600 BP (before present) but corrected radiocarbon dates for the Tualdad Attu Site suggest that the site was occupied approximately 1400 BP (Lewarch et al. 1996:3-5). The Tualdad Attu Site is buried below more than one meter of sterile alluvium (Chatters 1988:37, 47). Chatters (1988:134) believed that the pattern of artifacts, hearths, and midden deposits at the Tualdad AIta Site represented a similar way of life to that of the occupants of the Sbabidid Site despite approximately 1600 years between occupations. 45KI439 was recorded by LAAS in 1994 and is approximately 200 feet east of the Sbabidid Site on the east side of Hardie Avenue SW in Renton (Lewarch et at. 1994:Appendix 2). The site was identified in backhoe trenches and is approximately one meter below the surface (Lewarch 1994:1). Four hearths containing fire modified rock, midden deposits three to eight V1 JAG Development Cultural Resource Assessment centimeters thick, calcined bone, charcoal, and historic period middea deposits were identified in three trenches (Lewarch 1994:7). The site was identified in association with archaeological montioring of the proposed location of a lied Meyer Corporation store (Lewarch 1994:1). The site is deeper than proposed construction would have taken place so no impacts to the site were expected and no further evaluation of the site was undertaken (Lewarch 1994:10), The Marymoor Site (45KI9) is on the Sammamish River one half mile from its source at the north end of Lake Sammamish (Greengo 1966:6). The Sammamish River and Lake Sammamish were occupied by the Sammamish band of the Duwamish (Greengo 1966:2). The Marymoor Site was excavated by Robert Greengo (1966) and students from the University of Washington in 1964 (Greengo 1966:vi). The site contained numerous lithic tools recovered from two layers of midden deposits. A Cascade Phase lithic assemblage with leaf -shaped Cascade points, large sternmed points, and basalt cobble tools was mixed with later cultural materials such as small projectile points. Two radiocarbon dates from the site had corrected age ranges between 1648 and 2741 BP (Lewarch et al. 1995:Table 1.2). Site deposits were probably raised during one or more earthquake events that liquefied sand beneath cultural strata and forced the sand through cracks to the ground surface (Lewarch et al. 1995:1-23). Marymoor occupations probably date between 3500 BP and 1000 BP based on stratigraphy, radiocarbon dates, and diagnostic artifacts (Lewarch et al. 1995:1-23). The Marymoor Site may have been a hunting camp whose inhabitants also lived along the shore of Lake Washington at other times of the year (Eorsman and Larson 1995:7). Other archaeological surveys have been conducted near the proposed JAG Development project area that failed to identify archaeological sites. OPA conducted a survey of an extension of sanitary sewers along May Creek which terminated at May Creek's intersection with Interstate 405. No archaeological remains were identified but Lorenz (1976:1) noted that an ethnohistoric village was reported at the mouth of May Creek. Archaeological and historic Services (AHS), Eastern Washington University, conducted a pedestrian survey of State Road 900 in the upper May Creek Valley but no archaeological resources were identified (Robinson 1990:1). AHS conducted two surveys for highway development along Interstate 405 in the Bellevue area but determined that prior disturbance due to original highway construction had significantly disturbed native soils and no intact archaeological deposits would be encountered (Robinson 1982a, 1982b). AHS also conducted a survey of a proposed park and ride lot in northeast Renton approximately .7 miles southwest of May Creek but no archaeological resources were identified (Robinson 1983.3), The Sbabidid Site, the Tuaadad Alm Site, and 45KI439 are within five miles of the proposed JAG Development project area and were probably occupied by the Duwamish. Sites such as these and the May Creek village location, Sbal't°, were identified by Farrington (ca. 1909) and Waterman (ca. 1920) along the shores of Lake Washington and in upland locations in several places. Archaeological features and artifacts such as those found at the Sbabidid Site, the Tuladad Altu site, 45KI439, and the Marymoor Site may also be present within the proposed JAG Development project area and may be deeply buried below the surface. 8 JAG Development Cultural Resource Assessment ETHNOGRAPHY The proposed JAG Development project area is within the territory of the Duwamish, a Salish- speaking group who lived in the general vicinity of Seattle. The Duwamish lived in a series of villages, loosely allied through kinship and political alliances, that consisted of individual or multiple cedar ion -houses on Elliott Bay, Lake Washington, Lake Union, Salmon Bay, and on the Duwamish, Green (formerly White), and Cedar Rivers (Duwamish et al. 1933; Harrington ca. 1909; Larson 1986; Waterman ca. 1920). The Duwamish, who were named for a group that lived on the Cedar River known as the Dua'bs, prospered by efficiently procuring food resources from the rivers, lakes, and marine waters within their territory. The Duwamish were primarily dependent on salmon for food and seasonally harvested and processed various salmon species as the fish returned to local bays, lakes, streams, and rivers during spawning migrations. Salmon were harvested in these waters with nets, weirs, traps, hook and line, seines and spears. Some of the salmon were consumed fresh, but most were dried in smokehouses For winter storage or trade. Other marine fishes such as trout, flounder, octopus, and cod were taken for similar purposes. Lake Washington hosted an especially abundant variety of freshwater, non-salmonid species including chute, squawfish, bass, perch and suckers. Shellfish, such as clams, mussels, and crabs, were also taken from local Puget Sound shorelines; and freshwater mussels were gathered from lakes and streams. Waterfowl were snared in aerial duck nets or hunted from canoes. Plant resources, especially berries and roots, were harvested in the warmer months and processed for winter consumption. Wapato and camas were two important plant resources used by the local native groups living on or visiting Lake Washington (Indian Claims Commission 1955:16, 25; Lewarch et al. 1996:3.16). Wapato is a potato -like tuber that grows in flooded areas and camas is a lily -like flowering bulb that grows in prairie environments. A visitor to Lake Washington witnessed Duwamish canoers carrying strings of dried clams and cakes made from roots while he was transported across Lake Washington in 1871 (Cawley 1994:3). This observation demonstrates the accuracy of later eftographic research and shows the tenacity of local native culture several decades after initial contact with non -Indians. The Duwamish focused their late summer and fall seasonal food gathering and preservation activities towards support of their extended residence in the winter houses. Winter ceremonials, social events, repair and maintenance of fishing equipment, and leisure were the main activities reserved for the winter season. Several of the winter settlements on Lake Washington were inhabited by people that spoke the Duwamish language and intermarried with the neighboring Duwamish villages. Despite the cultural similarities this group maintained a separate identity from their Duwamish kin and neighbors (Smith 1940:16) and have been collectively referred to as: the S'Ke'tehl'mish, meaning people of the Skatelbs village near the former outlet of Lake Washington at its southerly end (Gibbs 1877; Larson 1986); the Xa'tco'abc meaning "Lake Washington Indians" (Ballard 1929:38; Harrington ca. 1909:Prame 314; Smith 1940:17); or simply the Lake Indians (Paige 1856b). The Duwamish 9 JAG pevelopment Cultural Resource Assessment of Lake Washington lived in winter houses at Kirkland, Juanita, Yarrow Point, Mercer Slough, Union Bay, Thornton Creek, Bryn Mawr, May Creek and McAleer Creels (Duwamish et al. 1933, Harrington ca. 1909:3I4, 421; Larson 1986:31-37; Waterman ca. 1920). The original shoreline of Lake Washington and the original mouth of May Creek are within the proposed JAG Development project area (United States Surveyor General 1864), May Creek was known to the Duwamish of Lake Washington as Sbal'tu meaning "place where things are dried" (Waterman 1922.191). The name referred to the "great quantities of redfish" that were harvested at a point of land which was the mouth of May Creek (Waterman 1922:191). "Redfish" were the run of sockeye salmon that were taken here each year. It is unclear if the "redfish" noted by Waterman (1922:191) are the resident "lake salmon" recorded by Smith (1940:236) or a "select race" of sockeye salmon that migrated to outside marine waters (Williams et al. 1975.8.601). May Creek was the site of a Duwamish village consisting of "two medium houses" known as Shub-alugh each measuring "8 by 16 fathoms" (48 feet by 96 feet) (Duwamish et al. 1933). This name, which is an anglicized approximation of the term Sbal'tu recorded by Waterman (1922,191), originates from testimony given by Duwamish informants for the Indian Claims Commission in 1927 (Duwamish et at. 1933). Harrington (ca. 1909:Prame 421) recorded a group of Duwamish called the Subaltuabs, who took their name from May Creels, an obvious reference to the people who lived in the May Creek village. The Subaltuabs probably caught the sockeye and the smaller resident salmon using a combination of traps, weirs, and dipnets. The marine run of sockeye salmon were probably smoked in the customary way, either in a cedar planked smokehouse or dried on racks using a combination of sunlight and a small, smoky fire (Smith 1940:238). "Lake salmon" spawned in the small drainages of Lake Washington, such as May Creek (Smith 1940:236). They were cleaned with the backbone left in, smoked and stored for later use. The Subaltuabs of May Creek had strong contacts with the neighboring villages of Skatelbs, Tuwa"b-qo and the other Duwamish villages at the confluence of the Black and Cedar Rivers. This connection is also suggested by a historic trail from the Black River to the mouth of May Creek, documented by U.S. territorial government surveyors in 1864 and 1865 (Figure 3) (United States Surveyor General 1864, 1865). The largest concentration of Duwamish villages was on the Black and Cedar Rivers, giving the May Creek villagers incentive to maintain the trail as an overland route between villages for economic and social purposes. The trail was also part of a system that included the trail over Naches Pass used by the Klickitat and other plateau groups for trade missions with the Duwamish and other Puget Sound groups. The Puget Sound groups also used the trail to gain access to upland hunting and berrying grounds {Prater 1981:9-11.). The Subaltuabs lived at their homes on May Creek continuously until events related to the increased Eutoamerican settlement of the Seattle area began to affect aboriginal settlement patterns. Introduced diseases, such as smallpox, were the first effects of non-native contact felt by the Duwamish. In addition, settlers began to occupy gathering sites and fishing places, 10 JAG Development Cultural Resource Assessment causing the Duwamish great concern about the increasing population of non -natives in their territory (Lewarch et al. 1996:5.162). The United States Government attempted to address their fears by negotiating treaties with the Duwamish and other Puget Sound tribes in 1855. The Treaty of Point Elliot was signed in January of 1855 by Chief Seattle for the Suquamish and Duwamish Tribes (Lane 1975:22-23). Original surveys of the area record the village on the Black River but fail to note any houses on May Creek (ignited States Surveyor General 1864, 1865). The absence of houses at May Creek in the 1860s suggests that the Subaltuabs had moved from their winter village and perhaps resettled at other Duwamish villages or on nearby reservations such as the Muckleshoot or Port Madison. Indian Reservations. The Subaltuabs and the other "Lake Indians" were considered part of the larger Duwamish Tribe by the United States Government. The Treaty assigned the Duwamish to live on the Port Madison Indian Reservation on the Kitsap Peninsula, far from their aboriginal territory. Some Duwamish moved to the Port 'Madison Indian Reservation while others found the motion of living in Suquamish territory unsatisfactory and stayed in their homes on the Cedar and Slack Rivers_ The treaty terms and occupation of usual and accustomed fishing and gathering places motivated some of the more aggressive tribal groups to engage in skirmishes with regular army troops and volunteers. These were called the Indian War of 1855-56_. Federal officials were fearful that the Duwamish would engage in hostile activities. They were especially concerned about the Duwamish on Lake Washington, because they had marital and trade ties to the plateau groups like the Yakama, who maintained a strong stance against the military. Indian agency officials attempted to restrain the Duwamish from joining the conflict through removal to a temporary reservation in Seattle and by monitoring their movements. It appears that the Subaltuabs remained at or near their village at May Creek for several months after the Indian War ended according to the local Indian Agent in his December 1856 letters, He stated that "on the eastern shore of the Lake there are threw lane houses contaiIaing 38 persons" (Paige 1856a) and "the band of Lake Indians are encamped on the east side of the Lake near the South end" (Paige 1856b). Most of the Subaltuabs and the other "Lake Indians" eventually moved to either the Port Madison or Muckleshoot Indian Reservations with other Duwamish people. Relocation to the reservations was probably complete by 1930, after it became obvious to the remaining Duwamish that a reservation was not going to be established for their exclusive use. Today, the Muckleshoot Tribe exercises Treaty fishing rights in Lake Washington as successors to the aboriginal rights of the "Lake Indians" and other Duwamish groups. The types of hunter -fisher -gatherer resources expected in the JAG Development project area would primarily relate to food gathering activities and permanent winter settlement. Remnants of weirs, traps, smokehouses, and drying racks built for harvesting the annual sockeye runs may be preserved beneath the ground surface. Middens and fire hearths from fish processing and consumption of marine and freshwater resources may also be present. The project area may also contain house posts, post molds, depressions and other remnants of former winter 11 JAG Development Cultural Resource Assessment houses. Projectile points, scrapers, debitage, and adze blades related to hunting and processing land game, fish processing, and winter house maintenance and construction may also be expected. HISTORY Isaac Ebey was the first non-native to observe Lake Washington while he ascended the Duwamish River in 1850, in search of a homestead (Bagley 1929:1:27). After following the Black River into Lake Washington, Ebey described the lake as "surrounded principally with woodland, consisting of cedar, fir, ash, oak, etc ... the water is clear and very deep" (Bagley 1929:1:27). Ebey named the body of water Lake Geneva, a short-lived appellation (McDonald 1979:15-19). Lake Washington was permanently renamed Lake Washington in 1854 (McDonald 1979:15-19). Lake Washington was also known as Lake Dawamish (sic) in early United States territorial surveys (United States Surveyor General 1864, 1865), Ebey may have passed May Creek, called Honeydew Creek in the 1860s (United States Surveyor General 1864), during his investigation of Lake Washington. The proposed JAG Development project area was first settled by James Madison Colman in 1875 (Bagley 1929:1:413., Fawcett 1979). Colman, who is also listed as Jaynes Manning Colman by a local historian (McDonald 1979:75), should not be confused with James Murray Colman, who was a prominent Seattle sawmill operator, railroad financier and coal mine developer. Jaynes Murray Colman originally carve to Puget Sound in 1861 to operate the Port Madison Mill (Bagley 1929.2:48-55). James Murray Colman was very active in the development of the Columbia and Puget Sound Railroad, a line that went from Seattle to the Newcastle coal mines 2.2 miles east of the project area. The historical occurrence of two J. M. Colmans in close proximity to each other has caused the men to be mistakenly identified. The J. M. Colman of May Creek will be referred to as J_ Madison Colman to avoid further confusion. J. Madison Colman, who was born in Kentucky, carve to Seattle from. his Dome in Georgia by ship with his wife Clarissa in approximately 1875 (Fawcett 1979; McDonald 1979:75). Shortly after his arrival, J. Madison Colman acquired a 160-acre parcel of land bisected by May Creek, formerly the homestead of Jeremiah Sullivan, who, in turn, had acquired the property from the United States Government in 1873 (Remediation Technologies, Incorporated 1996:1.1). He cleared one acre of his property and built a house where he lived with his wife and four children (McDonald 1979:75-77). J. Madison Colman was elected to a position as King County Commissioner in 1880 and 1882 (McDonald 1979.77). He was murdered in 1886 while rowing to Seattle to testify in a land claim dispute. The suspect in the murder was a neighbor that Colman had accused of illegally obtaining title to his lands. The suspect was tried three times and finally convicted, however, his sentence was later overturned (Bagley 1929- 1.413-414; McDonald 1979:77-78). Coleman Point at Kennydale, approximately one- half mile south of the project area, was named for J. Madison Colman (McDonald 1979:75). 12 JAG Development Cultural Resource Assessment J. Madison Coiman's widow, Clarissa, maintained ownership of the homestead after his death but the property remained unused for several years. Lands near the northern boundary of the project area were used for access to coal fields in the Newcastle Hills. The 1864 survey of the area in which the JAG Development project area is located shows an unfinished wagon road one -quarter mile northeast of the project boundary. The road runs east to west from the shoreline of Lake Washington parallel to the northern boundary, but is entirely outside the - project area. This road was built to haul coal to Lake Washington from Newcastle for shipment to Seattle (Bagley 1929:1:285; United States Surveyor General 1864). In 1902, the timber on the Colman property, which still encompassed the entire project area, was sold (Remediation Technologies, Incorporated 1996:I.1), A year later, the Northern Pacific Railroad acquired a right-of-way through the Colman property for construction of a railroad spur along the eastern shore of Lake Washington that connected Woodinville and Renton. The Lake Washington Belt Line Railroad had attempted to build the same spur in 1890, but this railroad was only partially completed (McDonald 1979:53). The Lake Washington Belt Line Railroad was intended to unite iron ore from the Cascades with coal from near the Carbon River for processing purposes. The railroad route along the eastern shore was later built by the Northern Pacific Company around 1905 (O'Hare 1905; Slauson 1976:182; Way 1989:37- 38) with five stations along Lake Washington: Kirkland, Houghton, Northrup, Wilburtorz. and May Creek (Scott and Turbeville 1983:53). The Coiman family began selling parts of their 160-acre homestead after 1908. In 1916, Peter Reilly purchased a waterfront portion of the original Colman property (Remediation Technologies, Incorporated 1996:1.1). This parcel of land became the Quendall Terminals Property where Reilly established the Republic Creosote Company in 1917; later, the company was known as the Reilly Tar and Chemical Corporation (McDonald 1979:78; Remediation Technologies, Incorporated 1996:3.1). Lake Washington was lowered just a few months after Reilly purchased his parcel when the Lake Washington Ship Canal and the Hiram Chittenden Locks were constructed in the summer of 1916. The project was initiated to provide improved navigation to Puget Sound, to help control flooding, and to provide moorage for Naval ships (Ballard News Tribune 1988:88; Chrzastowski 1983:7). Lowering Lake Washington's water level expanded Reilly's holdings to over 29 acres (Kroll Map Company 1926). The Quendall area received its name from a mistaken creosote order from England addressed to a plant at Port Quendall and a variation of the name is still used on modern maps and by current owners (McDonald 1979:78)_ The Reilly Tar Company used the tar by-products generated by the Lake Union Gas Works to produce creosote and other refined products (McDonald 1979:78; Remediation. Technologies, Incorporated 1996:3.2). The plant was operational from 1917 to 1969. Another parcel of the Colman property, which was eventually owned by the Baxter Company, was sold in approximately 1914 for establishment of a shingle production facility (Remediation Technologies, Incorporated 1996:4,1). The property was owned by Sound Timber Company in 1926 which owned and operated the shingle mill (Kroll Map Company 1926). The shingle mill was just outside the project area and was demolished between 1936 and 1946 (Remediation Technologies, Incorporated 1996:4.1). The retraining property was owned by 13 JAG Develoornent Cultural Resource Assessment Peter Reilly and two other individuals, a Mr. Falk and Emil Gaupholm, who built residences on the property, according to Remediation Technologies, Incorporated (1996:2.1). The property was owned by J. B. Polk in 1936 (Metsker 1936) but was sold to Mr. Rydeen by 1940 (Kroll Map Company 1940). The property may have changed hands many times over the years or county atlases were not frequently or reliably updated resulting in the contradictions between title records and county atlases. The property was finally leased to the Baxter Company in 1955 which established a wood treatment facility where logs were debarked and treated for use for telephone poles and pilings (McDonald 1979:78; Remediation. Technologies, Incorporated 1996:4.2). A few years later the Baxter Company purchased the property. The majority of facility operations has recently been transferred to another site in Arlington, Washington. The last parcel of the Colman property within the proposed JAG Development project area was held by the Colman family through 1940. From 1926 to 1936 the land was owned by Jaynes Colman, possibly one of J. Madison Colman's descendants, or the name is a reflection of the persistence of the deceased Colman's name in land records (Kroll Map Company 1926). In 1940, the land was owned by George Lathrop Coleman (sic), a son of J. Madison Colman (Fawcett 1979). The land was sold by the Colmans to the Barbee Marine Yards in 1943, a company that built ships for the military during World War 11 (Remediation Technologies, Incorporated 1996:2.2). A sawmill was built on -site to process wood for shipbuilding. After the war ended, the Barbee Mill abandoned shipbuilding and concentrated on sawmill operations.' The Barbee Mill is in operation today, Most of the remaining lands around the project area were sold by the Colman to C. D. Hillman, a real estate developer who established the Garden of Eden tracts in the early 1900s. The Garden of Eden tracts were the stimulus for the development of Kennydale, named for Hillman's brother-in-law and best salesperson (Kroll Map Company 1926; McDonald- 1979.78; Slauson 1976:180-181). Hillman's development attracted several families which established homes and small farms. Many others were employed in logging local timber that was transported to Lake Washington on the May Creek Lumber Company's log railroad along May Creek (Slauson 1976:180-181). The first road along the lake shore was built in 1918 and is now known as Lake Washington. Boulevard (Slauson 1976.181). Interstate 405 was completed in the early 1960s as part of the expanding interstate highway network. Historic archaeological resources which may be expected in the JAG Development project area would be associated with early residential and industrial development. Types of resources would be structural remnants of early creosote refinery -structures and equipment, remains of the first Northern Pacific Railway tracks, evidence of the May Creek Lumber Company's logging railroad, and/or other early sawmill activity. Indications of these occupations would be railroad timbers and trackage, historic refuse, machinery parts and components, and roadbeds. Evidence of early residential development would be indicated by house foundations, root cellars, structural remnants, and historic artifact assemblages. 14 JAG Development Cultarai Resource Assessment FIELD RECONNAISSANCE The proposed JAG Development properties are currently developed as the Barbee Mill, Dort Quendall Log Yard, the Baxter Property, and the Pan Abode Cedar Homes Property. The Baxter Property is divided into two parcels; one of the parcels contains two areas. The North Baxter Property includes the northern end of the Baxter Property and a small wedge of property east of Ripley Lane (Hazelwood Lane) and west of Interstate 405 called the North Baxter Property East Wedge (Figure 2). The South Baxter Property contains the area where the Baxter Wood Treating facility was located (Figure 2). These properties were historically occupied and recently modified to such an extent that few surfaces or exposures of native soil were available throughout the proposed JAG Development site for field investigation. The Pan Abode Cedar Homes Property and the Barbee Mill Properties are paved with asphalt and subsurface investigation was only possible at the extreme margins of the properties. The Baxter Property is currently undeveloped but the southern portion of the property was a wood treating plant between 1955 and the early 1960s (Remediation Technologies, Incorporated 1996:4-2). Contamination of the soil on the South Baxter Property from creosote forbade subsurface archaeological investigation (Mike Paulson, personal communication 1997). Creosote and other chemicals were manufactured on the Port Quendall Property between, the late 1910s and late 1960s and could not be shovel -probed due to contamination of the soil (Remediation Technologies, incorporated 1996:3-5; Mike Paulson, personal communication 1997), The North Baxter Property and the North Baxter Property East Wedge were the only large parcels that were available for subsurface investigation, The field reconnaissance was conducted by LAAS archaeologist Bradley Bowden, on March 4, 5, and 7, 1997. Joe Gibbons and Mike Paulson of Remediation Technologies, Incorporated, monitored Bradley Bowden's movements throughout the project area to insure that no potentially hazardous materials were encountered during the field reconnaissance. Joe Gibbons monitored fieldwork on March 4, between 8:30 a.m. and 10:30 a.m_ and on March 5, between 8:00 a.m. and 2:30 p.m., and Mike Paulson monitored fieldwork on March 4, between 10:30 a.m. and 4:30 p.m. and on March 7, between 8:30 a.m. and 2:30 p.m. Shovel probes were placed in areas of the proposed JAG Development parcels that appeared to exhibit minimal disturbance based on historic maps and information relating to the previous and current use of the properties. Reconnaissance was focused primarily on the eastern portion of the JAG Development project area because most of the western portion of the properties was under water prior to the construction of the Lake Washington Ship Canal and because no soil contamination was in these areas. Shovel probes were approximately 35 centimeters in diameter and were an average of 80 centimeters deep. Two shovel probes were excavated to depths below one meter and two shovel probes were terminated between 20 and 30 centimeters below the surface because large cobbles related to fill episodes were encountered. The shoveled portion of the probes was 15 SAG Development Cultural Resource Assessment terminated at approximately 65 centimeters below the surface and a five and one quarter -inch {13 centimeter) diameter auger was used to complete the probe. All sediments excavated in the shovel probes were passed th.rouoh 1l4" and 1/8" screen. Field notes, photograph records, and photographs are stored in LAAS project files. FIELD RESULTS One cobble -sized, possibly fire modified rock (FMR), was identified in Shovel Probe #9 on the Pan Abode Cedar Homes Property (Figure 2). This rock was recovered in pebble -sized stream deposits and may have been broken naturally, The possible FMR was recovered from soils buried 90 to i00 centimeters below the surface, No other cultural materials were identified in Shovel Probe #9, Shovel Probe #12, at the southeast corner of the Port Quendall Log Yard, contained small charcoal deposits within the soil at a depth of 90 to 100 centimeters that may have been related to human activities in the area. No other cultural materials or archacological sites were identified during the field reconnaissance. Fill was encountered in all but two of the shovel probes and was between 30 and 90 i centimeters in depth. The most shallow fill episodes were noted in the eastern portion of the North Baxter Property near the railroad tracks. The deepest fill episode was in the southeastern portion of the Port Quendall Log Yard, near the old channel of May Creek. Four of the 12 shovel probes were terminated because the fill was impenetrable. Approximately 10 percent of the proposed JAG Development Project area was shovel -probed for buried archaeological deposits. The remaining 90 percent of the project area was not field assessed because access to buried deposits was not possible. The Barbee Mill and the Pan Abode Cedar Homes Properties were mostly paved with asphalt or contained existing structures. Three shovel probes were successfully excavated in these areas, comprising 27 acres of the 60-acre JAG Development Project area. The Port Quendall Log Yard and the South Baxter Property were identified as having hazardous and dangerous materials on and below ground surface by Remediation Technologies, Incorporated (Marie Larsen, personal communication 1997). Access to the majority of these properties was not possible due to contamination of soils below the surface. One shovel probe was excavated at the extreme southeast corner of the Port Quendall Log Yard within one ureter of a Remediation Technologies, Incorporated, soil probe that was free of contaminants (Mike Paulson, personal communication 1997). The Port Quendall Log Yard Property and the South Baxter Property comprise 20 acres of the 60-acre JAG Development project area. The North Baxter Property is divided into two parcels; the larger is adjacent to the South Baxter Property and is 19 acres in area. Three of four shovel probes in this parcel encountered impenetrable fill and were terminated before native soils could be observed. The smaller North Baxter Property is the North Baxter Property East Wedge, a one -acre wedge-shaped parcel east of Ripley (Hazelwood) Lane and west of Interstate 405 (Figure 2). Three shovel probes were excavated in this area and native soils were encountered in ail three shovel probes. HE. JAG Development Cultural Resource Assessment Soils that appeared to be native and undisturbed ranged from sand to loam and contained abundant waterworn pebbles and cobbles. The soil identified in shovel probes in the eastern portion of the project area tended to be a mixture of sandy loam and sandy silts and contained moderate amounts of pebbles and small cobbles. These soils appeared to be remnant alluvial deposits from flooding and movement of May Creek. Soils in the western portion of the proposed JAG Development project area tended to be fine to coarse sands with abundant waterworn pebbles and cobbles. These deposits were suggestive of beach deposits associated with the changing shoreline of Lake Washington. CONCLUSIONS AND RECONE IENDATIONS No cultural resources eligible for listing on the National Register of Historic Places were identified in the proposed JAG Development project area during archival review or field reconnaissance. Literature review indicated that the mouth of May Creek was in the Port Quendall Log Yard portion of the proposed JAG Development Project area prior to modern. channelization. Waterman (ca. 1920) identified the Duwaznish site Sbal'V at this location, a village with two winter mouses known as a good place for fishing and drying redfish (sockeye or kokanee salmon). The village was recorded by two anthropologists shortly after the turn of the century and was occupied at least until the Treaty of Point Elliot was signed in 1855. No Duwamish village occupations or any type of archaeological sites have been recorded on Lake Washington. Environmental factors and the location of archaeological sites south of Lake Washington on the old Black River channel suggest that archaeological remains are probably extant under fill and or pavement associated with the proposed JAG Development, However, field reconnaissance of the proposed JAG Development project area was limited by modern and historic changes to the area, including fill episodes, asphalt and concrete paving, and potentially hazardous materials on and below the ground surface. Lake fluctuations from earthquakes and historic modifications have alternately submerged and uplifted the Lake Washington shoreline, burying and/or eroding hunter -fisher -gatherer deposits over time, In addition, the mouth of May Creek has moved across the landscape leaving alluvial deposits or scouring earlier surfaces. Predicting the location of high probability areas for cultural resources becomes a challenge. Nevertheless, it is entirely likely that archaeological remains are extant on the proposed JAG Development project area. MONITOU iG Monitoring for archaeological materials is recommended in all future subsurface activities in high probability areas within the proposed JAG Development project area. Monitoring should be included in any future activities relating to the cleanup of the potentially hazardous materials in high probability areas of the project area as well as during any construction activities related to the proposed JAG Development, High probability areas are those that are most likely to contain archaeological deposits (Figure 4). A professional archaeologist should be on -site to monitor any subsurface activities to insure that no intact archaeological materials WA 1000 Feet f' �t 14 -V i. "yj s ir i -- Project Area Boundaries `ram Shoreline Recommended Cultural Resource Monitoring Locations North Baxter i . Property South Baxter , `� Property .' .,•�, t"� ..:.. t ���► � ��titer �� � ;� i w� Noah Baxter Property East Wedge Port Quenda(l �l L Log Yard �Q' s `J, 4 `J• f Barbee Mill (-A Part Abode Cedar Homes Property I i i Base Map From USGS Bellevue k ti South, Washington, 1983 Figure 4. Reconuneaded monitoring areas in the SAG Development project area. 18 JAG Development Cultural Resource Assessment or features are adversely affected during such activities, If any archaeological materials or features are identified during monitoring of subsurface activities, the activity should be halted immediately in areas large enough to maintain the integrity of the remains to allow the archaeologist to determine the integrity and significance of the materials and/or features. If the archaeologist determines that a probably significant archaeological site is present, a testing strategy for evaluation should be developed through consultation with the Washington State Office of Archaeology and Historic Preservation and the Muckleshoot Tribe. If human remains are identified during subsurface activities, construction must halt in an area large enough to maintain integrity of the remains and the "Washington State Office of Archaeology and Historic Preservation and the Muckieshoot Tribe contacted immediately. HIGH PROBABILITY AREAS Areas that are most likely to contain archaeological deposits within the JAG Development project area are those that border old channels of May Creek, areas that border the trail shown on the U. S, Surveyor General map from 1864, areas adjacent to the 1864 shoreline and areas near the current shoreline in the May Creek mouth vicinity that may have been exposed and inundated repeatedly over time because of water level fluctuations. High probability areas in the JAG Development project area include all of the Port Quendall Log Yard, a portion of the South Baxter Property, the central portion of the North Baxter Property, and northern portions of the Pan Abode Cedar Homes and Barbee .Mill Properties (Figure 4). The Port Quendall Lou Yard contains the old channel of May Creek visible on the 1864 GLO map and the 1920 DNR snap (United States Army Corps of Engineers 1920; United States Surveyor General 1864). It also contains the end of the historic trail shown on the 1864 GLO trap. The 1920 DNR map shows a marsh in the eastern portion of the Port Quendall Lou Yard where the mouth of May Creek formed a delta (Figure 3). This area was undoubtedly used by the inhabitants of the Duwamish village Sbai'tu to gather plants such as wapato and to fish. The South Baxter Property borders the Port Quendall Log Yard on the north and was probably also occupied by hunter -fisher -gatherers, The 1920 DNR map of the project area shows two small promontories that were probably formed when stream -born alluvial deposits entered the lake (Figure 3). The early historic period shoreline shown in the 1864 United States Surveyor General Map traverses the North Baxter Property and may have been used by hunter -fisher - gatherers after 1,100 years ago. Mon -village, lacustrine sites may be adjacent to the shoreline. It is likely that an oid channel of May Creek was in the southern portion of the South Baxter Property and that native inhabitants of the JAG Development project area used the area for fishing and gathering. The northern portion of the Barbee Mill also borders the Port Quendall Log Yard and may contain archaeological resources related to the activities mentioned previously, The northern portion of the Pan Abode Cedar Homes Property contains old channels of May Creek that were several meters east of fluctuating lake shorelines. The property was probably not subject to inundation and may have been occupied when lake levels were high and the Port Quendall Log Yard was under water. The historic trail shown on the 1864 GLO map intersected with May Creek in the northern portion of the Pan Abode Cedar Homes Property which suggests that an archaeological site may be in the immediate vicinity. 19 JAG Development Cultural resource Assessment Low PROBABILITY AREAS The North Baxter Property and the North Baxter Property East Wedge were successfully shovel probed below fill and contained no archaeological deposits, however, areas near the early historic period shoreline may have undiscovered cultural deposits. Likewise, the southern portion of the Pan Abode Cedar homes Property was successfully shovel probed and contained no archaeological deposits. These areas may have been slightly outside the use area of the inhabitants of the Duwamish village Sbal't'. The North Baxter Property East Wedge, portions of the North Baxter Property away from the early historic period shoreline, and the southern portion of the Pan. Abode Cedar Homes Property are considered to have a tow probability of containing archaeological deposits. Shovel probes were attempted in the southern portion of the Barbee Mill but were completely inundated with ground water and appeared to contain several feet of fill. This portion of the project area may have been under water prior to historic use of the JAG Development project area and is considered to be a low probability area as well. The current shoreline of the JAG Development project area is fill material that was placed from 100 to 1,000 feet west of the 1864 shoreline (Figure 3). Contemporary offshore bathymetry with water depth in two meter contours (Figures 1 and 3) shows a broad submarine ptatforrn west of the project area to a depth of 10 meters below the low water elevation of Lake Washington. This is probably the submarine portion of the May Creek delta. Higher elevations of this offshore platform may have been exposed during low stands of Lake Washington during the past 1,100 years, but were probably not available for hunter -fisher -gatherer use before then, when the landform was probably uplifted during an earthquake. The current shoreline is therefore considered low probability in all areas of the JAG Development project area. In areas that are considered to be high probability and have shoreline portions, e.g. the Port Quendall Log Yard, the South Baxter Property, and the northern portion of the Barbee Mill Property, a 100 foot (approximately 30 meter) area from the shoreline east should be considered to be low probability. 20 JAG Development Cultural Resource Assessment BIBLIOGRAPHY Bagley, Clarence B. 1929 History of King County. 4 vols. S..1. Clarke 'Publishing Company, Seattle. Ballard News 'Tribune 1988 Passport to Ballard: The Centennial Story. Ballard News Tribune: A Division of Newspaper Enterprises of Washington State Company, Seattle, Ballard, Arthur C. 1929 Mythology of Southern Puget Sound. University of Washington Publications in Anthropology 3(2):131-150. University of Washington Press, Seattle. Butler, Virginia L. 1990 Fish Remains from the Black River sites (45KI59 and 45KI51-D). Archaeology In Washington 2:49-65. Carter, M. J. 1917 Lake Washington's New Beach Line. Town Crier 14 April, 1917, Cawiey, Martinus 1994 Indian Journal of Rev_ R_ W. Surnmers. Guadalupe Translations, Lafayette, Oregon. Chatters, James C. 1981 Archaeology of the Sbabadid Site 45K151, King County, Washington. Office of Public Archaeology, Institute for Environmental Studies, University of Washington. On file Washington State Office of Archaeology and Historic Preservation, Olympia. 1988 Tualdad Altu (45K159), a 4th Century Village on the Black River, King County, Washington. First City Equities, Seattle. Chrzastowski, Michael 1983 Historicai Changes to Lake Washington and Route of the Lake Washington Ship Canal, King County, Washington. Water Resources Investigation Open -Pile Report 81-1182. CNA Architecture 1997 Port Quendall Planned Action EIS Information, Proposed Conditions. CNA Architecture, Seattle. 21 JAG Development Cultural Resource Assessment Crandell, Dwight R. 1963 Surficial Geology and Geomorphology of the Lake Tapps Quadrangle. Washington. Geological Survey Professional Paper 388-A. Department of the Interior. Washington, D.C. Dragovich, Joe D, , Patrick T. Pringle, and Timothy J. Walsh 1994 Extent and Geometry of the Mid -Holocene Osceola Mudflow in the Puget Lowland: Implications for Holocene Sedimentation and Paleography. Washington Geology 22(3):3-26. Duwaznish et al. Tribes of Indians v. The United States of America 1933 Testimony before the Court of Claims of the United States. Proceedings of the Indian Court of Claims, No. F-275_ Fawcett, Clarissa M. 1979 Colman Family History. Letter from Clarissa M. Fawcett to Renton Museum, 3 March. On file at the Renton Historical Society, Renton, Washington. Forsrnan, Leonard and Lynn Larson 1995 Regional Wastewater ,Services Plan Cultural Resource Management Overview Draft Technical Memorandum. LAAS Technical Report 95-12, Submitted to CH2M Hill, Bellevue, Washington. Galster, Richard W. And William T. Laprade 1991. Geology of Seattle Washington, United States of America. Bulletin of the Association of Engineering Geologists, Volume XXVIII, Number 3:235-302. Gibbs, George 1877 Tribes of Western Washington and Northwestern Oregon. Contributions to North American Ethnology 1(2):157-361. John Wesley Powell, editor. U. S. Geographical and Geological Survey of the Rocky Mountain Region. Reprinted. Shorey Books, Seattle, 1970. Greengo, Robert E. 1966 Archaeological Excavations at the Marymoor Site (45KI9). A Report to the National Paris Service Region 4, Order Invoice Voucher 34-703 Sammamish Flood Control Project. Department of Anthropology, University of Washington, Seattle. Gunther, Erna 1981 Ethnobotany of Western Washington, the Knowledge and Use of Indigenous Plants by Native Americans. University of Washington. Press, Seattle. 22 JAG Development Cultural Resource Assessment Harrington, John P, ca. John P. Harrington Papers. National Anthropological Archives, Smithsonian t909 Institution. Reel 15, 1907-1957, on microfilm at Suzzallo Library, University of Washington, Seattle. Indian Claims Commission 1955 Defendant's Request for Findings of Fact, Objections to Findings of Fact requested by Petitioner, and Brief, Docket No. 109, The Duwamish Tribe of Indians v, The United States of America. Indian Claims Commission, Washington, D,C. Frederick W. Post collection, Box 23. On file Suquamish Tribal Archives, Suquamish, Washington. Karlin, Robert E. and Sally B. Abella 1992 Paleoearthquakes in the Puget Sound Region Recorded in Sediments of Lake Washington, U.S.A. Science 258:1617-1620. 1993 A History of Past Earthquakes Recorded in fake Washington Sediments. Paper presented in the U.S. Geological survey and Quaternary Research Center, University of Washington Conference on Large Earthquakes and Active Faults in the Puget Sound Region. Kroll Map Company 1926 Kroll's Atlas of King County. Kroll Map Company, Seattle. 1940 Kroll's Atlas of King County. Kroll Map Company, Seattle. Lane, Barbara 1975 Identity and Treaty Status of the Duwamish Tribe of Indians. Report prepared for the US Department of the Interior and the Duwamish Tribe. Ms. on file at Special Collections, Allen Library, University of Washington, Seattle. Larson, Lynn L. 1986 Ethnographic and Historic Duwamish Land Use. On file at Larson Anthropological/ ZD Archaeological Services, Seattle_ 1988 Cultural Resource Investigation of a Proposed Warehouse in Renton, King County, Washington. Submitted to Public Storage, Incorporated, Renton, Washington. Letter report on file Washington State Office of Archaeology and Historic Preservation, Olympia. Leopold, Estella B_ , Rudy J. Nickman, John I. Hedges, and John R. Ertel 1982 Pollen and Lignin Records of Late Quaternary Vegetation, Lake Washington. .Science 218:1305-1307. 23 JAG Develonment Cultural Resource Assessment Lewarch, Dennis E. 1994 Cultural Resources Field Assessment of the Fred Meyer Corporation Building Project Area, Renton, Ding County, Washington. Submitted to Fred Meyer Corporation, Portland, Oregon. Letter report on file Washington State Office of Archaeology and Historic Preservation, Olympia. Lewarch, Dennis E., Lynn L. Larson, and Leonard A_ Forsman 1995 Introduction. In The Archaeology of West Point, Seattle, Washington, 4, 000 Fears of Hunter -Fisher -Gatherer Land Use in Southern Puget Sound, 2 vols, pp. 1-1-1-39. Edited by Lynn L. Larson and Dennis E. Lewarch. Larson Anthropological/ Archaeological Services, Seattle. Submitted to the King County Department of Metropolitan Services, Seattle. Lewarch, Dennis E., Lynn L. Larson, Leonard A. Forsman, Guy F. Moura, Eric W. Bangs, and Paula Mohr Johnson 1996 King County Department of Natural .Resources, Water Pollution Control Division, Alki TransferlCSO Project Allentown Site (45KI431) and White Lake Site (45KI438 and 45KI438A) Data Recovery. LAAS Technical Report #95-8, Larson AnthropologicallArchaeological Services, Seattle, Submitted to HDR Engineering, Bellevue, Washington and King County Department of Natural Resources, Water Pollution Control Division, Seattle. Lorenz, Thomas H _ 1976 Archaeological Assessment, Array Corps of Engineers, Permit Number 071-OYB-1- 002916, Phase I- May Creek Interceptor, METROIKing County Water District Number 107. Letter report submitted to Moore, Wallace and Kennedy, Incorporated, Seattle. On file Washington State Office of Archaeology and Historic Preservation, Olympia. McDonald, Lucile 1979 The Lake Washington Story. Superior Publishing Company, Seattle. Metsker, Charles 1936 Metsker's Atlas of King County. Metsker Map Company, Seattle, Mullineaux, Donald R. 1970 Geology of the Renton, Auburn, and Black Diamond Quadrangles, King County, Washington. Geological Survey Professional Paper 672, United States Government Printing Office, Washington, D.C. O'Hare, Daniel 1905 State of Washington. Compiled frorn the Official Records of the General Land Office and other sources. In Early Washington Atlas, 1981, Ralph Preston, Binford and Mort, Portland, Oregon. 24 JAG Development Cultural Resource Assessment Paige, George 1856a Report to Isaac 1. Stevens, Superintendent of Indian Affairs, Washington Territory. December 29, 1856, Fort Kitsap, Washington Territory. On microfilm, U_S. National Archives, Records of the Washington Superintendency of Indian Affairs, Letters received from Puget Sound, Microcopy 5, Roil 10. 1856b Report to Isaac 1. Stevens, Superintendent of Indian Affairs, Washington Territory. December 31, 1856, Fort Kitsap, Washington Territory. On microfilm, U.S. National Archives, Records of the Washington Superintendency of Indian Affairs_ Letters received from Puget Sound, Microcopy 5, Roll 10. Prater, Yvonne 1981 Snoqualmie Pass, From Indian Trail to Interstate. The Mountaineers, Seattle. Reid, Al 1991 Archaeological Monitoring at Sbabadid Site (45K151) During the Earlington Woods Development Project, 1990. Submitted to the Holly Corporation, Tacoma, Contract Job No. 947001, Remediation Technologies, Incorporated 1996 Review of Historical Information and Environmental Records for the Baxter, Quendall and Barbee Mills Properties. Prepared for JAG Development Corporation, Bellevue, Washington. Robinson, Joan 1982a SR 405: Factoria to Xorthup Way-HOV, Archaeological and Historical Services, Eastern Washington University, Cheney. Prepared for Washington State Department of Transportation, Seattle. Letter report on file Washington State Office of Archaeology and Historic Preservation, Olympia. 1982b SR 90: Bellevue Access Study, Archaeological and Historical Services, Eastern Washington University, Cheney. Prepared for Washington State Department of Transportation, Seattle. Letter report on file Washington State Office of Archaeology and Historic Preservation, Olympia. 1990 A Cultural Resources Survey of SR 900: Junction SE May Valley Road, Ding County, Washington. Archaeological and Historical Services, Eastern Washington University, Cheney. Prepared for Washington State Department of Transportation, Seattle. Letter report on file Washington State Office of Archaeology and Historic Preservation, Olympia. Scott, James W . and Daniel Turbeville III 1983 Whatcom County in Maps 1832-1837. Center for Pacific Northwest Studies and the Fourth Corner Registry, Bellingham, Washington. 25 JAG Development Cultural Resource Assessment Slauson, Morda C. 1971 One Hundred Fears Along the Cedar River. Maple Valley Historical Society, Nlaple Valley, Washington. 1976 Renton, From Coal to Jets. Renton Historical Society, Renton, Washington. Smith, Marian W. 1940 The Puyallup-Nisqually. Columbia University Contributions to Anthropology, Volume 32. Columbia University Press, New York. United States Army Corps of Engineers 1920 Survey of Lake Washington Shoreline at May Creek. On file at Washington State Department of Natural Resources, Olympia. United States Geological Survey 1983 Bellevue South, Washington 7.5 Quadrangle. United States Geological Survey, Reston, VA. United States Surveyor General 1864 General Land Office Map, Township 24 North, Range 5 East, Willamette Meridian_ Washington State Department of Natural Resources, Olympia. 1865 General Land Office Map, Township 23 forth, Range 5 .East, Willamette Meridian. Washington State Department of Natural Resources, Olympia. 1864- General Land Office Surveyor's Notes, Township 24 North, Range 5 East, 1865 Willamette Meridian. Washington State Department of Natural Resources, Olympia. Waterman, T . T. ca. Puget Sound Geography, Unpublished manuscript on file Pacific Northwest 1924 Collection, Allen Library, University of Washington, Seattle. 1922 Geographic Names Used by Indians of the Pacific Coast. Geographical Review 12,175--194. Way, Nancy 1989 Our Town Redmond. Publishers Press, Salt Lake City, Utah. Williams, R. Walter, Richard M. Laramie, and James J. Ames 1975 Catalog of Washington Streams and Salmon Utilization, Volume 1, Puget Sound Region, Washington State Department of Fisheries, Olympia. 26 Appendix I Agencies and Individuals Contacted Agencies and Individuals Contacted Jim Spitze, Director, CNA Architecture, telephone, 9 January, 1997, 17 January, 1997, 21 January, 1997, 11 March, 1997, 12 March 1997. Mark Larsen, Redevelopment Specialist, Remediation Technologies, Incorporated, telephone, 10, March t997. Joe Gibbons, Hydrogeologist, Remediation Technologies, Incorporated, in person, 4 and S March, 1997. Mike Paulson, Environmental Scientist, Remediation Technologies, Incorporated, in person, 4 and 7 March. 1997. Stan Greene. Researcher, Renton Historical Society and Museum, in person, 7 and 8 March, 1997. Jason 'Wear, Administrative Assistant, Duwamish Tribe, telephone, 21 February, 1997. Walter Pacheco, Community Services Director, Muckleshoot Tribe, telephone, 26 March, 1997. Appendix Z Tribal Correspondence LARSON Ali THROpQ` OGICAL A�- I--ICGICA! January 17, 1997 virgin.ia Cross Chairperson Muckleshoot Indian Tribe 39015 172nd Avenue S.E. Auburn, WA 98002 Dear Ms. Cross; CNIA Architecture Group, Incorporated, has retained Larson Anthropological/Archaeological Services to conduct a cultural resource assessment for a Planned Action Environmental Impact Statement for JAG Development's proposed redevelopment of the Quendall Terminal Site. The project area is a 69 acre site on the southeastern shoreline of Lake Washington at May Creek, a quarter mile north of Kennydale, Washington (Figure 1). JAG Develcprnent has preliminarily proposed development of office buildings, residentiai housing, a ho(el/conference center, a marina, and restaurant space on the property to be phased over a 10-15 year period. LAAS' cultural resource assessment includes identification of archaeological sites and potential traditional cultural use areas within the boundaries of the JAG Development. A field survey will be conducted on the 69 acre parcel to determine the existence or probability for significant cultural resources. LAAS is currently gathering existing archaeological, historic, etluzographic, and ethnohistoric data from the State Office of Archaeoicgy and Historic Preservation, University of Washington Libraries, and pertinent local King County repositories_ However, we believe that the Muckleshoot Tribe may have information gathered from elders and/or the Tribe may currently use areas for traditional cultural activities. We encourage a cultural representative from the Muckleshoot Tribe to contact LAAS if the Tribe has information that night be useful in the assessment. We understand that traditional cultural use areas are private, but LAAS welcomes the opportunity to work with the Tribe regarding incorporation of this type of information in a secure and respectful manner. Please phone Lynn Larson or Leonard Forsman at LAAS at your earliest convenience if you would like to discuss the matter further. Otherwise, Leonard Forsman will phone your cultural representative within a week of your receipt of this letter. Sincerely, Lynn L. Larson Principal Investigator LLL/LF enclosure cc, Walter Pacheco, Community Service Coordinator BOY 70106 SEAT FHB WA Srl1NGiC)N 9BIQ7 ;20n1 782 GQ90 =.ax ;2ac1 713 2 t S 4 n►� January 17, 1997 Cecile Maxwell -Hansen Chairperson Duwamish Indian Tribe 212 Wells Avenue South, Suite C Renton, WA 98055 Dear Ms. Maxwell -Hansen: ',AFS0N AN HsOPOtOGICAt ARC�AEO OGICAt SE�VICEE CNA Architecture Group, Incorporated, has retained Larson Anthropological/Archaeological Services to conduct a cultural resource assessment for a Planned Action Environmental Impact Statement for JAG Development's proposed redevelopment of the Quendall Terminal Site. The project area is a 69 acre site on the southeastern shoreline of Lake Washington at May Creek, a quarter mile north of Kennydale, Washington (Figure 1). JAG Development has preliminarily proposed development of office buildings, residential housing, a hotel/conference center, a marina, and restaurant space on the property to be phased over a 10-15 year period. LAAS' cultural resource assessment includes identification of archaeological sites and potential traditional cultural use areas within the boundaries of the JAG Development. A field survey will be conducted on the 69 acre parcel to determine the existence or probabifity for significant cultural resources. LAAS is currently gathering existing archaeological, historic, ethnographic, and edmohistoric data from the State Office of Archaeology and Historic Preservation, University of Washington Libraries, and pertinent local King County repositories. However, we believe that the Duwamish Tribe may have information gathered from elders and/or the Tribe may currently use areas for traditional cultural activities. We encourage a cultural representative from the Duwarnish Tribe to contact LAAS if the Tribe has information that might be useful in the assessment. We understand that traditional cultural use areas are private, but LAAS welcomes the opportunity to work with the Tribe regarding incorporation of this type of information in a secure and respectful mariner. Please phone Lynn Larson or Leonard Forsrnan at LAAS at your earliest convenience if you would like to discuss the matter further. Otherwise, Leonard Forsman will phone your cultural representative within a week of your receipt of this letter. Sincerely, Lynn L. Larson Principal investigator LLL/LF enclosure cc: James Rasmussen, Tribal Council Member 0 30x 70106 SEJ�rrtE %NASHINGrory 93107 78: 0980 FAX Ei001 793 2459 Appendix 3 Washington State Office of Archaeology and Historic Preservation Cultural Resources Survey Cover Sheet Cultural Resources Survey Cover Sheet Author: Bradley Bowden,Leonard Lvnn L. Larson Dennis E. Lewarch Title: CUitural Resource Assessment. JAG Development. King County. _Washington Date: March 27. 1997 County: King Sections: 19. 32 Township: Ran;e: Quad: Bellevue South. W s ton Total Pages:- Acres:0 Site No_ : OAHP Use Only (For Author's review) This report: _X_ Describes the objectives & methods. X Summarize the results of the survey. _X_ Reports where the survey records and data are stored. X Has a Research Desi;n that: Details survey objectives Details specific methods Details expected results Details area surveyed Details how results will be feedback in the planning process NADB Document No: _ DAHP Log No: My review results in the opinion this survey report does -does __ does not conform with the Secretary of the Interior's Standards for Identification. Signed: Date: 1 LAND USE. SHORELINE & MASTER PLAN PERMIT APPLICATION North & South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA VOLUME 1 Prepared by Crawford Architects & the RETEC Group for Football Northwest LLC 24 May 2006 Revised 6 September2006 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA TABLE OF CONTENTS & LIST OF FIGURES Section 1 Master Application • Land Use Master Application Form • Figure 1.1 - Affidavit of Ownership • Figure 1.2 - Port Quendall Company — Consent of Directors • Figure 1.3 - Submittal Requirements & Waiver of Submittal Requirements File • Figure 1.4 - Vicinity Map • Figure 1.5 - Zoning Plan Section 2 Project Overview (Narrative) • Location Page 1 • Access Page 1 • Size of Site Page 1 • Project Components Page 2 • Proposed Uses Page 2 • Headquarters Facility Features Page 2 • Site Areas Page 2 • Public Access to Shoreline Page 3 • Training Camp Page 3 • Construction Page 3 • Construction Mitigation Description Page 4 • Figure 2.1 - Submittal Requirements Section 3 Environmental Checklist A. Background Page 1 B. Environmental Elements 1. Earth Page 6 2. Air Page 8 3. Water Page 8 4. Plants Page 10 5. Animals Page 12 6. Energy and Natural Resources Page 13 7. Environmental Health Page 13 8. Land and Shoreline Use Page 14 9. Housing Page 16 10. Aesthetics Page 16 11. Light and Glare Page 17 12. Recreation Page 18 13. Historic and Cultural Preservation Page 18 14. Transportation Page 19 15, Public Service Page 20 16. Utilities Page 20 C. Signature Page 21 D, Supplemental Sheets for Non Project Actions Page 21 Table of Contents 24 May 2006 Revised 6 September 2006 Page 1 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, VVA Section 4 Partial Certificate of the Completion for the Capital Portion of the Cleanup at the JH Baxter South Parcel Section 5 Site Plans Figure 5.1 - Illustrative Site Plan Figure 5.2 — Sheet A001.3 Site Plan Early Site Package 1 — Cap, Preloading and Culvert o Figure 5.3 — Sheet CE101 Notes o Figure 5.4 — Sheet CE111 Reference Plan o Figure 5.5 — Sheet CE201 TESC Plan o Figure 5.6 — Sheet CE202 TESC Plan o Figure 5.7 — Sheet CE203 TESL Plan o Figure 5.8 — Sheet CE204 TESC Plan o Figure 5.9 — Sheet CE211 Site Demolition Plan o Figure 5.10 — Sheet CE212 Site Demolition Plan o Figure 5.11 — Sheet CE213 Site Demolition Plan o Figure 5.12 — Sheet CE214 Site Demolition Plan o Figure 5.13 — Sheet CE221 Early Grading Plan o Figure 5.14 — Sheet CE222 Early Grading Plan o Figure 5.15 Sheet CE223 Early Grading Plan o Figure 5.16 — Sheet CE224 Early Grading Plan c Figure 5.17 — Sheet CE245 Utility & Drainage Control o Figure 5.18 — Sheet CE301 Gypsy Subbasin Storm Drain Relocation Plan o Figure 5.19 — Sheet CE302 Gypsy Subbasin Storm Drain Relocation Plan Profile o Figure 5.20 — Sheet CE401 Sections & Details - TESC o Figure 5.21 — Sheet CE402 Sections & Details o Figure 5.22 — Enlarged Site Plan of Public Access Section 6 Stormwater Technical Information (Water Qualify & Stormwater Analysis) • Project Overview Page 1 • Preliminary Conditions Summary Page 3 • Off Site Analysis Page 5 • Flow Control and Water Quality Facility Page 7 Analysis and Design • Conveyance System Analysis and Design Page 9 • Special Reports and Studies Page 9 • Other Permits Page 10 • Construction Storm Water Pollution Prevention Page 10 Plan Analysis and Design • Bond Quantities Worksheet, Retention/ Page 11 Detention Facility Summary Sheet and Declaration of Covenant • Operations and Maintenance Manual Page 11 Table of Contents 24 May 2006 Revised 6 September 2006 Page 2 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA Section 7 Stream and Lake Study (Class 2 Stream — HydrologylHydraulic Requirements) 1. Purpose Page 1 2, Project Location Page 1 3. Project Description Page 2 4. Existing Conditions Page 4 5. Shoreline Planting! Mitigation Plan Page 12 6, Resource Values to be Restored, Created Page 16 Or Enhanced 7. Coordination with Other Agencies Page 19 8. Construction Schedule Page 21 9. Site Protection and Maintenance Page 21 10. Environmental Goals and Performance Page 21 Standards 11. Monitoring Page 22 12, Contingency Plan Page 24 13, Cost Estimate Page 25 14. Compliance with Renton Municipal Code Page 25 15. Compliance with Best Available Science Page 28 16. Vegetation Protection Page 32 17. References Page 34 Section 8 Existing Site Conditions & Vegetation • Existing Vegetation Summary • Figure 8.1 - Survey of Existing Conditions (General Notes) • Figure 8.2 — Survey (Topography) • Figure 8.3 — Existing Drainage Patterns • Figure 8.4 - Existing Vegetation Plan Section 9 Landscape Architecture • Narrative • Figure 9.1 — Sheet L100 Conceptual Landscape & Hardscape Plan • Figure 9.2 — Calculations • Conceptual Rant Palettes • Figure 9.3 — Sheet L110 Screening ❑etaJ Section 10 Architectural • Narrative • Figure 10.1 — Sheet A101 Ground Level Floor Plan • Figure 10.2 — Sheet Al02 Mezzanine Floor Plan • Figure 10.3 —Sheet A103 Second Floor Plan • Figure 10.4 — Sheet A301 Conceptual Elevations • Figure 10.5 — Sheet A302 Conceptual Elevations Figure 10.6 — Sheet A401 Conceptual Section • Figure 10.7 — Sheet A402 Conceptual Sections Table of Contents 24 May 2006 Revises! 6 September 2006 Page 3 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA Section 11 Preliminary Visual Evaluatlon • Narrative • Figure 11.1 — Plan Locating Views • Figure 11.2 — Elevation Locating Views • Figure 11.3a —View 1 Existing • Figure 11.3b — View 1 Proposed • Figure 11.4 — View 2 Existing • Figure 11.5 — View 2 Proposed • Figure 11.6 —View 3 Existing • Figure 11.7 — View 3 Proposed mo r Section 12 Traffic Study 1. Introduction 2. Existing Conditions 3. Future Baseline Conditions 4. Project Impacts 5. Mitigation Measures Section 13 Turf Integrated Pest Management Plan (IPM) (Environmental Impacts of Chemicals) 1. Introduction 2. Integrated Pest Management 3. Practice Field Staff 4. Maintenance/ Operations Chemical Management 5. References Section 14 Wetland Mitigation Plan and Map (Updated) 1. Shoreline Survey 2. Wetland Survey 2.1 Vegetation 2.2 Soils 2.3 Hydrology 2.4 Wildlife Habitat 2.5 Baxter Cove Wetland 2.6 Wetland Regulatory Summary Appendices Appendix 1 Title Report Appendix 2 Geotechnical and Soils (Shannon Wilson 2006) Appendix 3 Historical and Cultural (Larson 1997 Report) Page 1 Page 5 Page 8 Page 11 Page 18 Page 1 Page 2 Page 15 Page 15 Page 20 Page 2 Page 3 Page 3 Page 4 Page 4 Page 5 Page 5 Page 5 Table of Contents 24 May 2006 Revised 6 September 2006 Page 4 City of Renton LAND USE PERMIT MASTER APPLICATION PROPERTY OWNER(S) NAME: ADDRESS: Port Quendali Company 505 Fifth Averue South, Suite 900 CITY: Seattle, WA ZIP: 98104 TELEPHONE NUMBER: (206) 342-2000 APPLICANT (if other than owner) NAME: COMPANY (if applicable): Football Northwest ADDRESS: 505 Fifth Avenue South, Suite 900 CITY: Seattle, WA ZIP: 98104 TELEPHONE NUMBER (206) 342-2000 CONTACT PERSON NAME: Mr. Ray Colliver COMPANY (if applicable): Not Applicable ADDRESS: 505 Fifth Avenue South, Suite g00 CITY: Seattle, WA ZIP: 98104 TELEPHONE NUMBER AND E-MAIL ADDRESS: (206) 342-2000 office (206) 342-3554 facsimile raycOvulcan-com PROJECT INFORMATION PROJECT OR DEVELOPMENT NAME: Seattle Seahawks Headquarters & Training Facility PROJECTIADDRFSS(S)ILOCATION AND ZIP CODE: 5015 Lake Washington Boulevard N. Renton, WA 98056 KING COUNTY ASSESSOR'S ACCOUNT NUMBER(S): 2924059001 and 2924059015 EXISTING LAND USE(S), Vacant PROPOSED LAND USE(S): Office, Retail and Sports Fields EXISTING COMPREHENSIVE PLAN MAP DESIGNATION: Commercial/ Office/ Residential PROPOSED COMPREHENSIVE PLAN MAP DESIGNATION (if applicable): Commercial/Office/Residential (Same) EXISTING ZONING; Commercial/Office/Residential PROPOSED ZONING (if applicable): Commercial/ Office! Residential 2 SITE AREA (in square feet): approximately 853,776 g.s.f. SQUARE FOOTAGE OF PUBf IC ROADWAYS TO BE DEDICATED: Not Applicable SQUARE FOOTAGE OF PRIVATE ACCESS EASEMENTS: None PROPOSED RESIDENTIAL DENSITY IN UNITS PER NET ACRE (if applicable): Not Applicable NUMBER OF PROPOSED LOTS (if applicable): One (1) NUMBER OF NEW DWELLING UNITS (if applicable): Not A plicable O:web/pwldevserv/formsJplanninglm asterapp. doe 24 May 2006 Revised 6 September 2066 PROJECT INFOR NUMRFR OF EXISTING D WELLING UN/TS (if applicable): Not Applicable SQUARE FOOTAGE OF PROPOSED RESIDENTIAL BUILDINGS (if applicable): Not Applicable SQUARE FOOTAGE OF EXISTING RESIDENTIAL BUILDINGS TO REMAIN (if applicable): Not Applicable SQUARE FOOTAGE OF PROPOSED NON-RESIDENTIAL BUILDINGS (if applicable): 215,000 s.f. SQUARE FOOTAGE OF EXISTING NON-RESIDENTIAL BUILDINGS TO REMAIN (if applicable): Not Applicable NET FLOOR AREA OF NON-RESIDENTIAL BUILDINGS (if applicable): Not Applicable NUMBER OF EMPLOYEES TO BE EMPLOYED BY THE NEW PROJECT (if applicable): Not Available MATION (continued PROJECT VALUE: IS THE SITE LOCATFD IN ANY TYPE OF ENVIRONMENTALLY CRITICAL AREA, PLEASE INCLUDE SQUARE FOOTAGE (if applicable): ❑ AQUIFER PROTECTION AREA ONE ❑ AQUIFER PROTECTION AREA TWO FLOOD HAZARD AREA sq ft. ❑ GEOLOGIC HAZARD sq. ft. ❑ HABITAT CONSERVATION sq. ft. X SHORELINE STREAMS AND LAKES 1,887 linear feet X WETLANDS 20,038 SQ, ft. LEGAL DESCRIPTION OF PROPERTY I (Attach leoal description on separate sheet with the following information included) SITUATED IN THE Southwest QUARTER OF SECTION _29_, TOWNSHIP 24N_, RANGE_5E_, IN THE CITY OF RENTON, KING COUNTY, WASHINGTON. TYPE OF APPLICATION & FEES List all land use applications being applied for: 1, Master Plan Review 2. Site Plan Review i Staff will calculate applicable fees and postage: $. 3. Environmental Review 4, Shoreline Master Development Permit I AFFIDAVIT OF OWNERSHIP I I, (Print Name/s) declare ;~tat I am (please check one) _ the current owner of the properly involved in this application or the authorized representative to act for a corporation (please attach proof of author.zation) and that the foregoing statements and answers herein contained and the information herewith are in all respects true and correct to the best of my knowledge and belief. I certify ",hat I know or have satisfactory evidence that signed this instrument and acknowledged it to be hisiherltheir free and voluntary act for the uses and purposes mentioned in the instrument. (Signature of Owner/Representative) (Signature of Owner/Representative) Notary Public in and for the Stale of Washington Notary (Print) My appointment expires: Q:web/pwldevserviforms!oianning/masterapp.doc 2 24 May 2006 Revised 6 September 2006 PROJECT INFORMATION continued) NUMBER QI ISTING DWELLING UNiTS (if applicable): I SQUARE FOOTAGE OF PROPOSED AESfDENTIAL BUILDINGS (if applicable): NA SQUARE FOOTAGE OF EXISTING RESIDENTIAL BUILDINGS TO REMAIN (il applicable): SQUARE FOOTAGE OF PROPOSED NON-RESIDENTIAL BUILDINGS (if applicable): Zob '000 &P SQUARE FOOTAGE OF EXISTING NON-RESIDENTIAL BUILDINGS TO REMAIN (if app€icabfe): NET FLOOR AREA OF NON-RESIDENTIAL BUILDINGS (if applicable): rl NUMBER OF EMPLOYEES TO BE EMPLOYED BY THE NEW PROJECT (if applicable): 7 2,VA1V" PROJECT VALUE: 1S THE S)TE LOCATED IN ANY TYPE OF ENVIRONMENTALLY CRITICAL AREA, PLEASE INCLUDE SQUARE FOOTAGE (f applicable): ❑ AQUIFER PROTECTION AREA ONE * AQUIFER PROTECTION AREA TWO ❑ FLOOD HAZARD AREA sq. ff. ❑ GEOLOGIC HAZARD sq, ft. ❑ HABITAT CONSERVATION SHORELINE STREAMS AND LAKES 1887LFsq. ft. WETLANDS LEGAL DESCRIPTION OF PROPERTY (Attach legal description on separate sheet with the following information included) SITUATE IN THE Sv +hw'1Sf QUARTER OF SECTION 7-°), TOWNSHIP��, RANGES IN THE CITY OF RENTON, KING COUNTY, WASHINGTON, TYPE OF APPLICATION & FEES List all land use applications being applied for: 1. 3. 2. 4. Staff will calculate applicable fees and postage: $ AFFIDAVIT OF OWNERSHIP 1, (Print Namels} declare that I arm (please check one) _ the current owner at the property Invoived in this application or -- the authonzdd representa4ve to act for a corporation (please attach proof of authorization) and that the foregoing statements and answers herein contained and the information herewith are in all respects true and correct to the best of my knowledge and belief. l certify that ! know or have sai€sfactory evidence that JJ/ signed this instrument and acknowl edged it to be h' /their free and voluntary act t tha /� uses and purposes mentioned in the instrument. L (Signature of OwnerfRepresentative) (Signatu(e of O•n•nerfRepresentalive) \\\\1111IIi1f Z7 T��i r U Nolary Public in and for the State of Washington 5 — uric i , (I 10oPFs+sss4sl�.r � � i Noiary (Pint; Lam. L is ,�, PAY appcirJment expires', { `l I +liCb� ,ldc�-sc.vlfor,rtw' I.Iunin4 rrIastera -doc 2 07/29105 Q p•' P � � PF ✓ PORT QUENDA -L COMPANT CONSENT OF DIRECTORS The undersigned, beuig all the directors of PORT QUENDALL COMPAN'-, a urasliin - on corporation, hereby consent to and adopt the following corporate resolution: RESOLVED, that: The followirng is hereby appointeci as an additional officer of tzis corporation to serve until the appointment of her successor, Vice President Ada M. Healey DATED this day of March, 2002. DIRECTORS: Paul G. Allen � illiamTDSa�voy 5UP7093 03-5 07/20/=906 T14U 16:46 FAX 42-54307300 City of Eanton Db/EDNSF zoo9/42c DEVELOPMENT SEPMES DIVISION WAIVER OF SUBMITTAL REQUIREMENTS FOR LAND USE APPLICATIONS LAND.1.1a PLRMITSUBMPTAC REQUIREMENTS: ' 'WAN'ED BY, MODIFIED: EY: COMMENTS. Calculations Colored Main for USPIaY , / f/ ai %lei Construction Mitigaton Description 2,u,o, Deed of Right-nf-way Dediratiori 7 _ Density Workst eel _ Drainage CDn:rol Planz Drainage Report s Elevations, Architecturals4o4 Environmental Checklist tl!f..rrt Existing Gbvenants (Recorded Copy) Existing Casements (Recorded Copy) , Flood Hazard Data, moor Pians SAND, flectechMcal Report Zmios Grading Plan, Conceptual z Grading Plan; Detaged'x Habitat Data Report,}^e1�ia�c.I lrnprovement D3eferral 2. Irrigation Plan, 1Gn� County Assessors MAp ladicatin Landscape Plan, Gonceptuale Landscape Plan, Detailed; Legal Description, List of SunTounding Property [awrtiens4 . r�fjt�wCv: rt ct5 Mailing Labels for Property Owners l,Ilap of Existing Site Condtfions. . jff(1, /e'V7S7rr-- Master Application Forme Monument Cards (one per monument) , Neighborflood Detail Map , 'n', t(/7p u-5 This requirement may be waived by: i. Prcperty Services Section 2. Public Works Pfan Review Section 3. Building Section 4. Devejopment Planning Section PROJECT NAME' IJrW'( Vrs DATE- Loa, - Q11104r2005 07/20/2706 THU 16i46 FAX 4254307:t}0 City Of Rento2 uS/6ah$F id) 10/020 DEVELOPMENT SERVICES DIVISION WAIVER OF SUBMITTAL REQUIREMENTS FOR LAND USE APPLICATIONS LAND -USE PERMIT SUBMITTAL REQUIREMENTS -BY: WAIVED MODIFIED BY COMMENTS:Parking, Eat Coverage & Landscaping Analysis , Plamn Reductions (PN!TsY. Plat Name Reservation , Postage, r vt k1/11 Pwe/— du IE4i6 PreapplicaGan Meeting S;smrnary t Public Works Approval Letter Rehabilitation Plan , �Olt Screening 17etait. Site Pla n 2 AND 4 Stream9r Lake Study, :Standard q ' Stream or I ake Study, Supplemental 4 Streaiv orlake MilIgatiort Flan 4 Street Profiles s Title Report or Pfat'(erfiFicate , Topography Maps Traffic Study 2 - `— Tree Cukfing1and Clearing Plan, �^ Urban G�,jiter Design Overlay District Report A f Utilities Plan, Generalized 2 Wetlandr,. M6giJitiun Plan, Final - Wetfands Mitigation Plan, Preliminary a if Wetlands RepoiVDahneatior Wireless: Applicant Agreement Statement 2lrc, f/ Inventory of aisting Sites zAho 9 / Leaso Agreement, Draft zA Nc 3 Map of Existing Site Conditions 2.4ND, ? Map of View Area Photosimulations zFrms JUh VI-5 ram.-/ This requirement may be waived by: v 1, Property Services SeGbon PROJECT NAME:f�.C. / S 2. Public Works Plan review Section y� 3. Building Section DATE: _V - f �4Q (. _ 4. Development Planning Section 0.1WE6'kPWZEVS [ RVw om is 1Ptanr inglwa � per.xis ZONING MAP BOOK 92 93 455 ! 46 459 I Bl B2 B3 Q '4 _ 17, 2r, TM R4E 2512�N'R4E . 30 T24N USE �9 T21N RSr " - 2&T24i'N R5E '.' 27;T24N R5E,,- 26 T24N W: ` ! $1 94W �'} 3� 1 458t !�60 464 t C 2' .455W c 3/1 - cl, "J `.� 6m, 7 35 T24N R4E 36 T24N NE 31 T24N R5E .` 32-T24N R5E "3 N �3N ft 35 7¢4N R5E 306 ';', 307 -,, ,88 309 ,,D 3 &,,' r ,-801 1 FE- - a 34.1 =J= D 2 T23N R 2"M f4E . R 4 T237 R5E 2 r23N R% 16. 'T3 319 8Q6 .._ E-11. 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P1rase aee RSIC 4-3. uernw�,xa',be P,.W by Pnel S l+12bV Svcs, 4ly of Re Man l 03 -- - - - - -- T EKE-WASMINGTON_ _ -- - - -- -- - - R 'CDR -A - - C D R C4 43r c4 - 32 T24N ME W Y/z ° B4ZONING — ---- Ranson c'sty Llmtly rn i:aa°° a 'cAL sElt ` Z9 T24N ME W 1/2 5429 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA PROJECT OVERVIEW Submission This submission has been prepared by Crawford Architects in conjunction with the Retec Group for Football Northwest LLC. Additional input has been provided by the following consultants: 1. Magnusson Klemencic Associates — Civil Engineers 2. EDAW — Landscape Architects 1 Cedarock Consultants, Inc. — Stream and Lake Study, Supplemental Stream and Lake Study plus Stream Mitigation plan 4, AC Kindig & Co. - Stream and Lake Study, Supplemental Stream and Lake Study plus Stream Mitigation Plan 5. AC Kindig & Co. - Turf Integrated Pest Management Plan 6. Transpo —Traffic and Transportation 7. Shannon & Wilson — Soils and Geotechnical Report Submittal requirements can be found as indicated by Figure 2.1. Narratives for corresponding project components can be found in each section. Location The New Seattle Seahawks Headquarters Project is located on the Baxter Property in Renton, Washington consisting of the North Baxter and the South Baxter properties. The site is owned by The Port Quendali Company. The North Baxter Property, known as the North J. H. Baxter Property/Renton ("North Baxter Property"), is located at 5015 Lake Washington Boulevard North on the eastern shore of Lake Washington in the northeastern portion of the City of Renton, in King County, Washington. The North Baxter Property occupies approximately 12 acres, three miles south of the junction of Interstate Highways 405 and 90. The North Baxter Property is relatively flat and is situated within the northern portion of a roughly 70-acre alluvial plain bordering the Lake Washington shoreline. The Misty Cove Condominiums are located directly to the north of the Property. The South Baxter Property is located directly to the south of the Property. Further to the south is the Quendall Terminals property. Interstate 405 is approximately 500 feet to the east. The North Baxter Property is bordered to the south by the South Baxter Property. The North and South Baxter Properties have been determined to be separate facilities based on historic operations, previous studies and previous correspondence and agreements between J_ H. Baxter and Ecology, which defined a "Line of Demarcation" between the two Properties. The line of Demarcation was originally defined in the Renton -Baxter Remediation Security Interest Agreement dated May 6, 1992 and subsequent Ecology correspondence. In 2000, the City of Renton approved a lot line adjustment applicatlon to formally segregate the North and South Baxter Properties. Project Overview 24 May 2006 Revised 6 September 2006 Page 1 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA Access Interstate 405 provides regional access to the site. Vehicular access is also provided by 441h Street from the south, Lincoln Avenue from the east, Ripley Lane from the north and Lake Washington Avenue SE from the northeast via 441h Street interchange. The interchange at Interstate 405 is scheduled for future improvements by WDOT. These improvements will enhance access to the site but is not required for the facility to operate. An existing Burlington Northern Santa Fe Railroad line is still partially active serving a tourist dinner train and Freight deliveries on a periodic basis. The maximum number of trips per day is 4 or less. Direct access to the site is provided via two at grade crossings_ Size of the Overall Site The Project site is approximately 19.6 acres (853,776 square feet) in size. Project Components The project consists of two primary phases including: 1. Final Cleanup per the Consent Decree. a. Final Capping @ exterior fields and site areas b. Final Capping @ surface parking lots c. Final Capping @ building slabs at ground level 2. Construction of Building and exterior fields above Cap. A Partial Certificate of Completion for the Capital Portion of the Cleanup at the JH Baxter South Parcel has been issued. Final cleanup (capping and institutional controls) will be performed under Consent Decrees between the Department of Ecology and Port Quendall Company as part of initial work on the properties. As a result, certain state and local permits are preempted pursuant to the Model Toxics Control Act, although substantive requirements of those statutes and regulations will be satisfied by the cleanup approval. Proposed Uses Proposed uses include administrative offices for professional football franchise and accessory training and practice facilities. Potential tenant space may include accessory retail and office uses. Headquarters Facility Features • A permanent indoor practice field structure • Approximately 215,000 gross square feet of enclosed space will be constructed including the indoor practice field • Approximately 50,000 gross square feet of training facilities will be provided. • Approximately 15,000 gross square feet of player meeting space will be provided. • Approximately 48,000 gross square feet of administrative offices will be provided. Project Overview 24 May 2006 Revised 6 September 2006 Page 2 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA • Approximately 15,000 gross square feet of technical and support areas will be provided. Site Areas Four outdoor practice fields are proposed. Two of the fields are full, 100-yard (natural grass) fields. One field is an 80-yard (natural grass) field. Another of the outdoor fields will be an artificial surface and will be approximately 140 yards long. An indoor -practice facility is also proposed and will include a synthetic surface that is 100-yards long with 20 to 30 feet of runoff at sidelines. Approximately 104 secure, surface parking spaces will be provided for players and senior staff. The remaining surface parking spaces on site will accommodate media, visitors and general staff. A field -maintenance, grounds keeping, storage and equipment facility shall be provided on -site. Public Access to Shoreline Public access to the shoreline will be provided as indicated by the Conceptual Site Plan. Access is proposed along the north property line with connections to the lakefront. The proposed access will include seating areas, a landscaped walkway and access to the lake for active and passive recreational use. Due to the security requirements associated with the daily operation of the Practice Facility, public access to the overall site is limited to the designated public access areas. Training Camp The new facility will accommodate annual training camp on site. Training camp will be open to the public during most days. Training camp typically begins the last week in July and ends on the third week of August. Parking for a training camp will be accommodated off -site. Construction Construction is scheduled to begin in November 2006. It will occur in three phases including: a. Final Remediation and Cap on overall Site* November 2006 until May 2007 b. Final Remediation and Cap under building footprint* December 2006 until June 2007 C. Building Construction above the Cap January 2007 until July 2008 *Pursuant to Department of Ecology Approval as lead agency (Items b and c). The project is required to open in June of 2008. Construction of the "final cap" for the majority of the site will consist of earthmoving existing soils and imported fill in accordance with Department of Ecology and City of Renton requirements. Construction of the "Final cap" at surface parking and the building (ground level slab) will commence after rough grading in accordance with Department of Ecology and City of Renton requirements. No fill or dredge is anticipated to be placed in or removed from surface water or wetlands. Project Overview 24 May 2006 Revised 6 September 2006 Page 3 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA During construction, there wild be noise from construction equipment that will have minimal impact to adjacent uses. Impact -type noises will be limited and will occur during restricted hours to minimize any potential adverse impacts to adjacent uses. These noises will occur during daylight hours and will vary seasonally. Once the building is enclosed, these noises will be contained within the enclosed building. Construction is anticipated to take approximately 18 months with approximately 6 months of exterior noise possible. Hours of construction operation will likely be 7:00 AM-5:00 PM, 5 days a week. Proposed haul ingltransportation routes include: 1. Ripley Lane is the main road all traffic will enter the site from. 2. Freeway access will be off 1-405 from Exlt 7 (NE 44"' Street) Construction Mitigation A detailed mitigation and operations plan will be developed in conjunction with adjacent land owners prior to the start of construction. This will include parking controls and access to the site plus noise mitigation. During earthmoving and grading, best construction management practices will be in -place to prevent erosion and sedimentation impacts to surface water. Dust may be generated during construction activities. Dust wili be suppressed by spraying water, as necessary. Stockpiles will be covered to the extent practicable to further minimize dust during construction. Additional measures to be implemented to minimize dust, traffic and transportation impacts, erosion, mud, noise, and other noxious characteristics include the following: 1. Dust a. Water trucks will be used to control site dust b. Water trucks & sweepers will be used on haul roads & Ripley Lane to control off site dust 2, Traffic & transportation impacts will be minimal. The wheels of trucks will be washed as they leave the site. When heavy hauling is in progress a "flagger" will be stations at the intersection of Lake Washington Boulevard to control egress to Ripley Lane. 3. Erosion - Erosion control plan will be submitted with the permit documents. 3. Noise - Normal construction noise will be per work hours in accordance with the City of Renton standards to minimize noise impact. 4. Other — Bulletins will be placed at the main entry to the site for the neighbors to be advised of any possible impacts to the Ripley Lane or work that might occur on Lake Washington 5. Special Hours - Based on project needs, weekend work may be required to keep the project on schedule to meet occupancy dates. Project Overview 24 May 2006 ReVsed 6 September 2006 Page 4 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters Renton, WA Figure 2.1 SUBMITTAL REQUIREMENTS Land Use Submittal Requirement Waived Modified B B Section/ Page _ _ Calculation_s _ Sections 5, 6, 8, 9 & 12 Colored Maps for Diii_pl_ay Renton will provide Construction Mitigation Description Section 2/ Page 4 Denim Worksheet _ �EH WAIVED Drainage Control Plan Section 5 Drainage Report Section 6 Elevations — Architectural Section 10 Environmental Checklist Section 3 Existing Convenants Volume 2 — Append x 1 Existing Easements Section 5 & Volume 2 — Appendix 1 Flood Hazard Data Section 5 Floor Plans Geotechnical Report _ Section 10 Volume 2 - Appendix 2 Grading Plan — Conceptual Section 5 Grading Plan - Detailed Section 5 Habitat Data Report _ Section 7 & Section 14 Improvement Deferral NA WAIVED Irrigation Plan King County Assessors Map Indicating the Site EH NA Landscape_Plan -- Conceptual Landscape Plan — Detailed Section 9 Section 9 Legal Description Section 1, 3 & Volume 2 — Appendix 1 I Submitted Previously Submitted Previously List of Surrounding Property owners Mailing Labels for Property owners Map of Existing Site Conditions Section 1 Master Application Form Section 1 Monurnent Cards NA Neighborhood DetaihMap Submitted Previously Parking, Lot Coverage & Landscape Analysis Section 5 & Section 9 —_— Provided Plan Reductions (copies) Plat Name Reservation NA City of Renton will rnail Postage Pre application Meeting Summary EH Public Works ApprovalLetter Rehabilitation Plan EH Screening Detail Site Plan WAIVED NA WAIVED Section 9 _ Section 5 Stream or Lake Study — Standard Section 7 Stream or Lake Study - Mitigation Section 7 Figure 2.1 Submittal Requirements 24 May 2006 Revised 6 September 2005 Page 1 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters Renton, WA Street Profiles Not Provided — No Streets Title Report or Plat Certificate Volume 2 - Appendix 1 Land Use Submittal Requirement Waived Modified Section/ Page _TopographyPlan Section 5 _jopgraphy Traffic Study Volume 2 - Section 12 Tree Cutting/Land Clearing Plan EH WAIVED Urban Center Design Overlay District Report EH WAIVED _ Utilities Plan —Generalized Section S Wetlands Mitigation Plan — Final EH WAIVED Wetlands Mitigation Plan — Preliminary EH WAIVED Wetlands Report — Delineation EH WAIVED Wireless: EH T WAIVED 1. Application Agreement 2. Inventory of Existing Sites Lease Agreement — Draft Map of Existing Site Conditions Map of View Area Photosimulations Additional Items identified by the City of Renton: Submittal Requirement Waived B Modified B Section/ Page Class 2 Stream — Hydrology/Hydraulic Requirements Section 7 Construction Mitigation Statement Section 21 Page 4 Environmental Impacts of Chemicals Volume 2 - Section 13 Updated Wetland Delineation Report Volume 2 - Section 14 Geotechnical Report Volume 2 — Appendix 2 Water Quality/Storm Water Analysis Section 6 Transportation Analysis Volume 2 - Section 12 Topographic Survey Section 8 Historical and Cultural (Larson 1997 Report) Volume 2 - Appendix 3 Visual Impact Assessment Section 11 Public Access Section 2, 3 and Section 5 Landscaping on Shoreline Section 9 Figure 2.1 Submittal Requirements 24 May 2006 Revised 6 September 2006 Page 2 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA DEVELOPMENT SERVICES DIVISION ENVIRONMENTAL CHECKLIST City of Renton Development Services Division 1055 South Grady Way, Renton, WA 98055 Phone: 425-430-7200 Fax: 425-430-7231 A. BACKGROUND 9. Name of proposed project, if applicable: North and South Baxter Site Development Plan 2. Name of applicant: Port Quendall Company and Football Northwest LLC 3. Address and phone number of applicant and contact person: Mr. Ray Colliver Senior Director 505 Fifth Avenue South Suite 900 Seattle, WA 98104 206 342 2000 telephone 206 342 3554 facsimile rays@vulcan.com email 4. Date checklist prepared: 24 May 2006 Revised 6 September 2006 4. Agency requesting checklist: City of Renton, Washington 6. Proposed timing or schedule (including phasing, if applicable): a. Design and Documentation March 2006 to May 2007 b. Final Remediation and Cap on Overall Site* November 2006 until May 2007 c. Final Remediation and Cap under building footprint* December 2006 until June 2007 d. Building Construction above the Cap January 2007 until July 2008 Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 1 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA "Pursuant to Department of Ecology Approval as lead agency (Items b and c). The project is required to open in June of 2008. 7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain.. No plans for future additions, expansion or further activity are anticipated with the proposal. 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. The following information has been prepared: Past Studies In the past, several investigations of potential contamination at the Baxter Property have been performed, generating a large volume of chemical data and visual observations of soil quality. Comprehensive summaries of project area historical information, regulatory records and environmental data were provided in the Draft Remedial Investigation Report (Woodward Clyde, 1990). Those data were incorporated with data collected by ThermoRetec during the previous due diligence process and during 1998 and 2000 to develop an interpretation of site conditions currently present. These data were presented in the South Property Feasibility Study ([FS]; ThermoRetec, 2000) and the North Property Feasibility Study and Cleanup Action Plan ([FS/CAP]; ThermoRetec, 2000). SEPA was completed in 2000 for the site representing compliance with the State Environmental Policy Act ("SEPA") environmental review requirements for the proposed remedial actions to be performed as stated in the Consent Decree. Ecology has been established as the agency lead pursuant to SEPA for all cleanup actions under the consent decree. Remedial actions occurred in 2002 and 2004 at the South Baxter property. Baxter Cove Wetland Monitoring Reports have been prepared in 2005 and 2006. In 1989, the City of Renton began work on development of a Comprehensive Plan affecting the Property and surrounding properties Between 1990 and 1993, extensive public hearings and meetings were held, and notification was provided to impacted property owners and the general public concerning Comprehensive Plan land use alternatives and proposed Renton Zoning Code amendments. In addition, in 1996 and 1997, an Environmental Impact Statement ("EIS") scoping process was conducted in association with proposed development of the Facility. This EIS scoping process involved significant public participation, including mailings, formal comment, and public meetings. The proposed development was never pursued. In preparing this submittal, the following reports were referenced: Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 2 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA OTHER REFERENCES — Past Studies City of Renton, Gypsy Sub Basin Analysis Technical Memorandum No, 2, April 1995 City of Renton Gypsy Sub Basin Drainage Improvements Desiqn Memorandum, September 1997 City of Renton, Zoning Map, updated 10 January Washington Department of Transportation, 1-405 Renton to Bellevue Proiect Environmental Assessment, March 200E Washington State Department of Ecology, Consent Decree #00-2-11778-7KNT and #00-2- 11779-5KNT_ 9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. Remediation and mitigation has been substantially completed on the South Baxter property as documented in the Completion Report (2005) and approved by the Department of Ecology by the April 10, 200E Partial Certificate of Completion. Capping of residual soil impacts to prevent direct contact to humans, institutional controls to insure cap integrity and future groundwater monitoring remain to be completed pursuant to the Consent Decrees and Cieanup Action Plans which were previously subject to a SEPA review and a Mitigated Determination of Significance issued by the Department of Ecology in 2000. 10. List any governmental approvals or permits that will be needed for your proposal, if known. a. City of Renton Master Pian approval b. City of Renton Shoreline Substantial Development Permit c. City of Renton Critical Areas Review d. City of Renton SEPA Review Remaining cleanup (capping and institutional controls) will be performed under Consent Decrees between the Department of Ecology and Port Quendall Company as part of initial work on the properties. As a result, certain state and local permits are preempted pursuant to the Model Toxics Control Act, although substantive requirements of those statutes and regulations will be satisfied by the cleanup approval. 11. Give brief, complete description of your proposal, including the proposed uses and the sire of the project and site. Proposed Uses Proposed uses include administrative offices for professional football franchise and accessory Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 3 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA training and practice facilities. Potential tenant space may include accessory retail and office uses. Size of the Site The Project site is approximately 19.6 acres (853,776 square feet) in size. Facility Features • A permanent indoor practice field structure • Approximately 215,000 gross square feet of enclosed space will be constructed including the indoor practice field • Approximately 50,000 gross square feet of training facilities will be provided. • Approximately 15,000 gross square feet of player meeting space will be provided. • Approximately 48,000 gross square feet of administrative offices will be provided. • Approximately 15,000 gross square feet of technical and support areas will be provided. • Approximately 6,000 gross square feet of freestanding maintenance/ storage building. Training Camp The new facility will accommodate annual training camp on site. Training camp parking demand in excess of normal operations will be accommodated off -site. The Transportation Impact Analysis from TRANSPO Group, Inc.. discusses parking and transportation issues in greater detail. Please refer to Section 12. On Site Parking 275 to 315 Cars (final count to be verified) Setbacks & Wetlands A fifty foot setback from Lake Washington for structures will be provided consistent with Renton development regulations and the Renton Shoreline Master Program. Existing wetlands that are constructed on South Baxter with 50 foot buffer pursuant to Consent Decree, CAP and mitigation analysis in 2000 will be maintained. Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 4 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range if known. if a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. Location As indicated by the attached site plans, the Baxter properties are located at 5015 Lake Washington Boulevard North, in the northeastern portion of Renton, Washington. They are located in the Southwest'/4 of Section 29, Township 24 North, Range 5 East, King County. The Baxter site occupies approximately 19.6 acres adjacent to Lake Washington, three miles south of the junction of Interstate Highways 405 and 90, and has approximately 1,887 feet of shoreline. The legal descriptions of the North and South propertFes are provided below. Access Interstate 405 provides regional access to the site. Other vehicular access is also provided by Lincoln Avenue from the east, Ripley Avenue from the north and Lake Washington Avenue SE from the northeast via 44`h Street interchange. Legal Description BAXTER SOUTH PROPERTY That portion of the "South Parcel," as shown on Survey recorded under King County Recording No. 20000209900005, Records of King County, Washington, lying Southerly of the following described line; Beginning at the most Northerly corner of said "North Parcel"; Thence S 45 26'31" W along the Northwesterly line thereof a distance of 912.56 feet to the True Point of Beginning of the herein described line; Thence S 58 1314" E a distance of 918.82 feet to a point on the Southeasterly line of said "North Parcel," distant thereon 267.64 feet Northerly of the angle point in said Southeasterly line and the terminus of the said line. BAXTER NORTH PROPERTY That portion of the "North Parcel", as shown on Survey recorded under King County Recording No. 20000209900005, Records of King County, Washington, lying Northerly of the following described line: Beginning at the most Northerly corner of said "North Parcel"; Thence S 45 26'31" W along the Northwesterly line thereof a distance of 912.56 feet to the True Point of Beginning of the herein described line; Thence S 58 13`14" E a distance of 918.82 feet to a point on the Southeasterly line of said "North Parcel", distant thereon 267.64 feet Northerly of the angle point in said Southeasterly line and the terminus of the said line. Please refer to Section 1 for detailed Title Report. Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 5 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA Location and Vicinity Map Please refer to the attached location and vicinity map for additional detail. Topographic Map Please refer to the attached topographic map in Section 8 (Figure 8.1 and Figure 8.2) for additional detail regarding existing conditions. B. ENVIRONMENTAL ELEMENTS EARTH a. General description of the site (circle one); flat, rolling, hilly, steep slopes, mountainous, or other. The site is located on the shore of Lake Washington and is generally flat. b. What is the steepest slope on the site (approximate percent slope?) The slope of the site is generally 1 % to 2% with a maximum slope of approximately 5%. c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any prime farmland. The Baxter Property (both North and South) is located on the eastern shore of Lake Washington on the former delta of May Creek, which is an under fit stream remaining within the glacial Kennydale Channel. The subsurface geology of the site is a combination of fluvial deltaic, lacustrine near shore and constructed fill deposits overlying Pleistocene glacial sediments and Eocene volcanic and sedimentary bedrock. The shallow geology at the project area has been heavily influenced by recent human activity, beginning with construction of the Lake Washington Ship Canal in 1916. This lowered the level of Lake Washington approximately 8 feet, and exposed a significant area of the May and Gypsy Creek Sub Basin Deltas which had formerly been submerged. Subsequent filling of low-lying areas was performed in 1955 to extend the shoreline and raise the grade for canstruction of industrial facilities at the Baxter North and South Properties. The source of the fill material is not well documented. The combination of naturally complex deltaic deposits with numerous dredging and backfilling episodes has resulted in a highly heterogeneous subsurface mixture of clay, silt, peat, sand, gravel and cobbles, as well as discarded debris and abandoned subsurface structures from former site activities. Geology and subsurface conditions for the project area were determined based on the geologic field reconnaissance, current and previous borings and published Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 6 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA geologic data. Based on field explorations, the depth to bedrock is varied with depths from 17.5 feet to depths greater than 50 feet. In general, the subsurface soils under the building footprint and fields consist of either fill material, soft estuarine deposits, loose alluvial soils and underlying very dense bedrock, or stiff to very stiff silt and clay and medium dense sand overlying bedrock. The fill is generally 2 to 3 feet thick, while the soft estuarine and loose alluvial soils extend to depths ranging from 17 to 38 feet below the existing ground surface under most of the building footprint. The alluvial and estuarine deposits contain layers of loose sand that are susceptible to liquefaction, as well as layers of highly compressible peat. The bedrock consists of highly weathered Andesite and is a competent bearing material for building foundations. The professional geotechnical report submitted in conjunction with this Environmental Checklist provides additional detail, including detail regarding constructability concerns for larger structures on the south portion of the site. Please refer to Volume 2, Appendix 2 of this application for additional information. d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. Recent subsurface exploration in 2006 included 6 borings and 29 backhoe test excavations. Liquefaction and settlement were identified as potential concerns. The upper 50 to 60 feet of soil within the May Creek delta are loose and potentially susceptible to liquefaction during a strong earthquake. In addition, consolidation of near -surface pests and clays from placement of the environmental cap fill upon this material may result in minor surface settlement. Please refer to Volume 2, Appendix 2 of this application for additional information. e. Describe the purpose, type, and approximate quantities of any filling or grading proposed. Indicate source of fill. Filling and grading will proceed pursuant to the Consent Decrees and Cleanup Action Plans, and subject to review and approval by the Department of Ecology. Some cleanup work and associated grading have been performed and documented in the Completion Report (2005) and approved by the Department of Ecology by the April 10, 2006 Partial Certificate of Completion. f. Gould erosion occur as a result of clearing, construction, or use? If so, generally describe. Final capping of site will be conducted to complete remediation and cleanup activities in accordance with the Consent Decree. As a result erosion could occur but is not likely due to the shallow grade of the site. Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 7 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA Please refer to Sections 5 and 6 for additional detail regarding TESC Plan. g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? Approximately 40% of the site will be covered by impervious materials including buildings, plazas, surface parking and driveways. h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: Erosion will be controiled by maintaining a shallow grade to the site. Storm water will be managed consistent with best management practices to prevent any adverse effects from erosion. 2. AIR a. What types of emissions to the air would result from the proposal (i.e., dust, automobile, odors, industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. Dust may be generated during construction activities. On -site construction equipment and hauling vehicles will generate emissions from internal combustion engines. b. Are there any off -site sources of emission or odor that may affect your proposal? If so, generally describe. No, there are no off -site sources of emission or odor that will affect the new facility. e. Proposed measures to reduce or control emissions or other impacts to air, if any: Dust will be suppressed by spraying water, as necessary, during construction. Stockpiles will be covered to the extent practicable to further minimize dust during construction. 3. WATER a. Surface Water: 1) Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. The project area includes approximately 1,887 feet of Lake Washington shoreline. 250 feet of shoreline is adjacent to the Baxter Cove inlet and wetland Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 8 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA which is not being altered. The current shoreline characteristics range from gently sloping vegetated shorelines to vertical exposed dirt banks, with a minor portion of bulkhead. As part of cleanup activities, a 0.46-acre wetland and a 50- foot vegetated buffer was restored along the South Baxter shoreline. In addition, the Gypsy Sub Basin drainage is located on the North Property; this system conveys storm water from 1-405 and the interchange to Lake Washington. A minor portion of this drainage is exposed while most is piped. The Ordinary High Water (OHW) is approximately 18.8 feet (NAVD88) or 15.2 feet (NGVD29). 2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. Yes. The following work efforts are anticipated: a. Soil cover placement will occur within 200 feet of the shoreline on the North and South Properties consistent with the Department of Ecology Consent Decree requirements. b. Construction of Headquarters Facility c. Construction of natural grass Practice Fields d, Shoreline improvements within 50 foot setback per statute including riparian plant zone. e. Construction of retaining walls and driveways. f. Capping the site pursuant to Ecology regulations will require covering the short stretch of Gypsy Sub Basin that is not piped. Mitigation for any lost functions will be provided pursuant to Ecology capping approval. 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. No fill or dredge will be placed in or removed from surface water or wetlands. 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. No. 5) Does the proposal lie within a 100-year flood plain? If so, note location on the site plan. mie 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. There will be no discharge of waste material into surface waters. Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 9 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA b. Ground Water: 1) Will groundwater be withdrawn, or will water be discharged to groundwater? Give general description, purpose, and approximate quantities if known. M 2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial, containing the following chemicals...; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. There will be no discharge of waste material into the ground from septic tanks or other sources. c. Water Runoff (including storm water): 1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters, if so, describe? Storm water is the only source of runoff at the site. Stormwater will be collected and managed in accordance with applicable regulations and best management practices. Some storm water will infiltrate or evaporate but most will drain to Lake Washington after proper treatment. 2) Could waste material enter ground or surface waters? If so, generally describe. No. d. Proposed measures to reduce or control surface, ground, and runoff water impacts, if any: Storm water runoff from impervious surfaces subject to vehicular use will be treated prior to release. Best construction management practices will be in -place to prevent erosion and sedimentation impacts to surface water. Previous cleanup has improved ground water quality at the site. Final storm water controls will be designed to appiicable Ecology and/or City of Renton storm water management requirements. 4. PLANTS. a. Check or circle types of vegetation found on the site: 1) X deciduous tree: alder, maple, aspen, other Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 10 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA a. Including: Red alder saplings, sapling and seedling sized black cottonwood, red -osier dogwood, sitka willow, Pacific Madrone, Pacific willow 2) —X_ evergreen tree: fir, cedar, pine other a. Including in restored wetland and buffer area: Douglas fir, Sitka spruce, western red cedar 3) X shrubs a. Himalayan blackberry, Scotch broom, willow b. Restored wetland and buffer area: willows, snowberry, nootka rose, black twinberry, salmon berry, vine maple 4) X grass a. Non-native grasses and soft rush , bentgrass, red fescue, rye grass, white clover 5) pasture 6) crop or grain 7) X wet soil plants: cattail, buttercup, bullrush, skunk cabbage, other: sa r sh vellowflag iris, med CanaU -grass, small fruited bulr h l h sedge 8) water plants: water lily, eel grass, milfoil, other 9) other types of vegetation Please refer to the Stream and Lake Study in Section 7 for additional habitat data. b. What kind and amount of vegetation will be removed or altered? A great deal of pre-existing vegetation was removed during cleanup activities as prescribed in the 2000 SEPA. The North and South Properties are largely devoid of vegetation — approximately 10% of the property contains trees/brush. Almost all vegetation on the South Property will be removed to facilitate final cleanup and capping activities; however, no native vegetation in the restored wetland will be removed. Most vegetation, including grasses, invasive shrubs (Himalayan blackberry and Scotch broom), and trees (sapling red alder, willow, and cottonwood) on the North Property will be removed prior to placement of the soil cover. c. List threatened or endangered species known to be on or near the site. To the best of our knowledge, there are no threatened or endangered plant species known to be on or near the site. d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: Previous mitigation for wetland removal included creation of 0.46-acres of enhanced, forested wetland. Previous planting in this wetland and the any new planting in the associated 50-foot buffer will be maintained with native vegetation as described in the Mitigation Analysis Memorandum. If removed due to construction, existing vegetation along the shoreline, whether invasive or native species, will be replaced per the City of Renton Critical Areas Ordinance and Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 11 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA associated Shoreline Master Program. Mature native trees immediately adjacent to the shoreline (outside of the limit of grading) will be preserved where possible. All invasive shrubs along the shoreline will be removed and replaced with native shrub species as indicated in the current drawings. The proposed vegetation for this area will consist of native riparian species found in the King County Native Plant Guide and the King County, Washington — Surface Water Design Manual. Existing concrete and pavement debris that currently exists along the water's edge will be removed and replaced with large woody debris such as root wads and large trunk sections. Preserving mature trees, removing invasive species, planting native species, removing shoreline debris, and providing large woody debris are all actions that will provide enhanced functional habitat compared to pre - development conditions along the shoreline. 3. ANIMALS a. Circle or underline any birds and animals which have been observed on or near the site or are known to be on or near the site: 1) Birds: hawk, heron, eagle, songbirds, other a. Red -winged blackbird, snipe, mallards, Canada geese, osprey 2) Mammals: deer, bear, elk, beaver, other 3) Fish: bass, salmon, trout, herring, shellfish, other a. Lake Washington contains Chinook, Coho, and sockeye salmon, steelhead, cutthroat trout, bull trout, kokanee salmon, speckled dace, three -spine stickleback, northern squawfish, yellow perch, black crappie, largemouth bass, smailmouth bass, mountain whitefish, large scale sucker, longfin smelt, prickly sculpin — See Mitigation Analysis Memorandum (AES, 2000). b. Crayfish, freshwater shrimp, freshwater clams — See Mitigation Analysis Memorandum (AES, 2000). c. ALSO: Turtles (painted and slider) Please refer to the Stream and Lake Study in Section 7 for additional habitat data. b. List any threatened or endangered species known to be on or near the site. Chinook salmon, bull trout, bald eagle c. Is the site part of a migration route? If so, explain Adult Chinook Salmon in Lake Washington migrate past the site on their way to the Cedar River each summer. Juvenile Chinook pass the site on their way back to Puget Sound, and may spend some time rearing in the site vicinity. Sockeye juveniles rear in Lake Washington and may utilize the shoreline and offshore habitat along the project for rearing. d. Proposed measures to preserve or enhance wildlife, if any: None Environmental Checklist 24 May 2606 Revised 6 September 2006 Page 12 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA B. ENERGY AND NATURAL RESOURCES a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. Electricity will likely be used for cooling. Natural gas will be used for cooking and potentially heating. During final capping and construction, the only energy to be used is diesel to operate construction equlpment. No manufacturing will be conducted on site. No. The project will not affect potential use of solar energy by adjacent properties. c. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: 7. ENVIRONMENTAL HEALTH a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste that could occur as a result of this proposal? If so, describe. The South Baxter remediation will restore a contaminated, abandoned industrial/manufacturing site to allow project redevelopment. Adherence to institutional controls will minimize the potential for releases during development construction and thereafter. Where warranted, a site -specific health and safety plan will be prepared and used to limit worker exposure to hazards on site. 1) Describe special emergency services that might be required. The site -specific health and safety plan will include emergency contacts and procedures. 2) Proposed measures to reduce or control environmental health hazards, if any: Adherence to institutional controls will minimize the potential for releases during development construction and thereafter. Where warranted, a site -specific health and safety plan will be prepared and used to limit worker exposure to hazards an site. Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 13 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA b. Noise 1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? There are no noises in the area that occur on a regular basis that will adversely impact the project. Interstate 405 is located near the site, although traffic noise is not expected to adversely affect the project. There is periodic railroad traffic on the adjacent raii line. 2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? During construction, there will be noise from construction equipment that will have minimai impact to adjacent uses. Impact -type noises will be limited and will occur during restricted hours to minimize any potential adverse impacts to adjacent uses. Indicate what hours noise would come from the site. These noises will occur during daylight hours and will vary seasonally. Once the building is enclosed, these noises will be contained within the enclosed building. Construction is anticipated to take approximately 18 months with approximately 8 months of exterior noise possible. Hours of construction operation will likely be 7:00 AM-5:00 PM, 5 days a week. Based on project needs, weekend work may be required to keep the project on schedule to meet occupancy dates. If this measure is necessary, adjoining property owners will be notified in advance. 3) Proposed measures to reduce or control noise impacts, if any: Any adverse noise impacts will be minimal and will likely be lower in frequency to the adjacent Interstate 405 and adjacent railroad. Exterior construction will be limited to daylight hours as permitted by the City of Renton. Contact with adjacent neighbors who may be adversely impacted will be made and information provided when loud noises, if any, will occur. The applicant }s evaluating a request for restrictions on horn operation by the railroad at adjacent crossings. 8. LAN❑ AND SHORELINE USE a. What is the current use of the site and adjacent properties? Current Use of the North Baxter Site: Vacant Current Use of the South Baxter Site: Vacant Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 14 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA At the Baxter Property, wood treating operations ceased in 1981. Adjacent properties include: ■ Quendall Terminals, a former refining facility that is currently used for log sorting and storage, is located to the south; ■ Barbee M&s, a former lumber mill, is located south of Quendall Terminals; ■ Pan Abode, a cedar homes manufacturing facility, is located to the southeast; ■ Lake Washington Boulevard and 1-405 are located to the east; Lake Washington is located to the west; ■ Condominiums and residences are located to the north. b. Has the site been used for agriculture? if so, describe. No, the site has not been used for agriculture in the recent past. c. Describe any structures on the site. Asphalt pad, a small one-story office building, and a small dock and boathouse are located on the North Property. d. Will any structures be demolished? If so, what? The small one-story office building will be demolished. e. What is the current zoning classification of the site? Commercial/Office/Residential (COR-2) f. What is the current comprehensive plan designation of the site? Commercial/Office/Residential g. If applicable, what is the current shoreline master program designation of the site? Urban h. Has any part of the site been classified as an "environmentally sensitive" area? If so, specify. No i. Approximately how many people would reside or work in the completed project? Daily on -site personnel - approximately 200 people on a typical work day. Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 15 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA j. Approximately how many people would the completed project displace? None k. Proposed measures to avoid or reduce displacement impacts, if any: Not Applicable I. Proposed measures to ensure that the proposal is compatible with existing and projected land uses and plans, if any: Adjacent Use to the North: Landscape buffers and potential fencing will be provided to buffer the project from adjacent residential uses Adjacent Use to the South: Landscape buffers and fencing will be provided to provide necessary visual separation between the project and adjacent logging operation and storage and remediation activity. 9. HOUSING a. Approximately how many units would be provided, if any? Indicate whether high, middle, or low-income housing. No housing will be provided. b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle, or low-income housing. No housing will be eliminated. C. Proposed measures to reduce or control housing impacts, if any: Not Applicable. 10. AESTHETICS a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed. The bulk of the building is approximately 52 to 55 feet in height. The indoor practice facility is approximately 120 feet in height from its lowest elevation. b. What views in the immediate vicinity would be altered or obstructed? Views from the lake will be altered because the site is currently vacant. Views to the lake from adjacent uses located to the north and south should not be adversely affected. Views to the lake from structures located to the east, across Interstate 405 may be altered above existing tree lines. In this instance, approximately 30 to 40 feet of view above existing trees could be obstructed by the highest building masses. Visual simulations showing the view impact on nearby residential properties are being provided to the City of Renton in conjunction with the submittal of this Environmental Checklist. Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 16 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA The design of the facility has maintained view corridors to Lake Washington from adjacent properties. The bulk of the building on site has been sited furthest from the shoreline to mitigate visual impacts to the condos located to the north. The majority of the site has no structures above grade, thus preserving views to the lake. As detailed design proceeds, these view corridors will be developed further. c. Proposed measures to reduce or control aesthetic impacts, if any: Traditional architectural devices to reduce the apparent scale and mass of the project are being explored including: 1. horizontal expression lines at changes of materials and fenestration 2. roof treatments 3. fenestration and glazing systems 4. Setbacks of budding mass from the shoreline 5. Maintaining view corridors to Lake Washington. At the lakefront, the office components are placed in front of high mass elements associated with indoor practice facility in order to minimize view impacts from neighboring properties. This approach occurs at the south fagade as well. To the north, landscaping will be incorporated at the bui#ding perimeter as well as the property line to buffer the facility from the adjacent residential uses. The majority of the site will have little or no structure above grade, which will effectively preserve a view corridor to Lake Washington over the majority of the site. The building has been set back from the north property line, and the higher element of the building has been located on the furthest landward part of the building, in order to mitigate view impacts from the residential use to the north. Significant view impacts are not anticipated from that site. The building has been sited to take advantage of the most stable soils and to minimize deep foundations. The south portion of the site is the area containing the soils of most environmental concern, and the applicant does not wish to disturb the Ecology -approved cap with foundation elements on that portion of the site. And functionally, the south portion of the site is further from the site entries and other structures, so it is more suitable for the training field elements of the proposed facility. 11. LIGHT AND GLARE a. What type of light or glare will the proposal produce? What time of day would it mainly occur? No permanent field lighting will be provided. Thus, no glare or light is anticipated that will adversely impact adjacent land uses, or land uses located in adjacent municipalities to the east or west with views of the properties from upland locations or across portions of Lake Washington. Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 17 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA b. Could light or glare from the finished project be a safety hazard or interfere with views? No. It is not anticipated that any light or glare will pose a safety hazard. c. What existing off -site sources of light or glare may affect your proposal? There are no off -site sources of light or glare that we are currently aware of that will impact the project. d. Proposed measures to reduce or control light and glare impacts, if any: Not Applicable 12. RECREATION a. What designated and informal recreational opportunities are in the immediate vicinity? Public access to the shoreline will be provided as indicated by the Conceptual Site Plan. Access is proposed along the north property line with connections to the lakefront. The proposed access will include seating areas, a landscaped walkway and access to the lake for active and passive recreational use. Due to the security requirements associated with the daily operation of the Practice Facility, public access to the overall site is limited to the designated public access areas. b. Would the proposed project displace any existing recreational uses? If so, describe. None c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: Not Applicable 13. HISTORIC AND CULTURAL PRESERVATION a. Are there any places or objects listed on, or proposed for, national state, or local preservation registers known to be on or next to the site? If so, generally describe. No b. Generally describe any landmarks or evidence of historic, archaeological, scientific, or cultural importance known to be on or next to the site. A Cultural Resource Assessment (Larson, 1997) was performed for the Baxter Properties Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 18 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA and properties south of Baxter in 1997. This assessment did not identify any cultural resources eligible for listing on the National Register of Historic Places were identified in the area. Literature review suggested that a Duwamish site may have been present at the historic mouth of May Creek, assumed to have been located on a nearby property south of the Baxter Properties. A copy of the Larson report is being submitted with this Environmental Checklist. c. Proposed measures to reduce or control impacts, if any: Monitoring for archeological materials will be included in development activities involving excavation in portions of the site designated "High Probability Areas" in the Cultural Resource Assessment (Larson, 1997). Monitoring could include having a professional archeologist on site to monitor any subsurface excavation to insure that no intact archeological materials or features are adversely affected by such activities. 14. TRANSPORTATION a. Identify public streets and highways serving the site, and describe proposed access to the existing street system. Show on site plans, if any. Greater detail on all transportation and parking issues can be found in the Transportation Impact Analysis (TRANSPO 2006) in Section 12. A more general discussion is provided below. Interstate 405 provides regional access to the site. The site is served b�r Lake Washington Boulevard, the primary access to which is via exit 7 (NE 44 h Street) from 1-405. Other vehicular access is also provided by Lincoln Avenue from the east, Ripley Avenue from the north and Lake Washington Avenue SE from the northeast via 40 Street interchange. Two existing on grade crossings provide access to the site as shown on the attached site plans. Preliminary discussions between the Seahawks and the BNSF Railroad have commenced regarding a third (new) crossing, located halfway between existing crossings. b. Is site currently served by public transit? If not, what is the approximate distance to the nearest transit stop? The site is not served by public transit. The nearest transit stops are located at Park Ave N/N 33" and 116th/76tn c. How many parking spaces would the completed project have? How many would the project eliminate? New Parking: 275 to 315 cars Displaced Parking: No parking will be displaced or eliminated Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 19 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA d. Will the proposal require any new roads or streets, or improvements to existing roads or streets, not including driveways? If so, generally describe (indicate whether public or private? Improvements will likely be required at the following areas: 1. Ripley Avenue 2. Existing at grade crossings @ BNSF Railroad right of way 3. Potential new at grade crossing @ BNSF Railroad right of way as indicated above e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. The Seahawks will continue to use commercial and charter air transportation at their current levels. Please refer to Section 12 for additional information. g. Proposed measures to reduce or control transportation impacts, if any: Please refer to Section 12 for proposed measures. 15. PUBLIC SERVICES a. Would the project result in an increased need for public services (for example: fire protection, police protection, health care, schools, other)? If so, generally describe. No. b. Proposed measures to reduce or control direct impacts on public services, if any. Not applicable 16. UTILITIES a. Circle or underline utilities currently available at the site: electricity, natural gas, water, refuse service, telephone, sanitary sewer, septic system, other. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. The following utilities will be provided by municipal systems 1. Water 2. Sanitary Sewer Other utilities will be required including. 1. Electricity -- Puget Sound Energy Environmental Checklist 24 May 2006 Revised 6 September 2006 Page 20 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters & Training Facility Renton, WA 2. Natural Gas — Puget Sound Energy 3. Fiber - Qvvest 4. DSL or T1 Telecommunication Lines - Qvvest These utilities are available immediately adjacent to the site. Please refer to Section 5 for preliminary utility plans. C. SIGNATURE I, the undersigned, state that to the best of my knowledge the above information is true and complete. It is understood that the lead agency may withdraw any declaration of non -significance that it might issue in reliance upon this checklist should there be any willful misrepresentation or willful lack of full disclo re on my part. Proponent: Name Printed: Ray Colliver Date: ell Z72- D. SUPPLEMENTAL SHEETS FOR NONPROJECT ACTIONS Not Used Environmental Checklist 24 May 2006 Revised 5 September 2006 Page 21 April 10, 2006 Mr. ('lint Cliasc Port Qttcttciall Cc>rnpanV c/o V111can lnc_ 505 5tlr AVe_ S.. Suli c 9 O Seattle_ WA 981Od Dear Mr. Chase: RC: Partial Certd1catc of the Completion for the Capital 1'or11011 of the Cleanup at the J.H. Baxter Sc)utrr Parcel. Ronton, WA f;ccrlr�gy certifies that the capital portion oCthc cleanup required under the Constnt Dccrec and Cleanup Action flan (CAP) dated April 4, 2000, has been cor-npleted at,[-B, Baxter South Pared, Renton, WA, in accordance with applicable envircnlmen'_al 1mvq. The capital I- ;rtion of ilic cleanup consists of thu following cleanup activities: • Rtmoval and off -site disposal oC impacted sediment above t:ic cleanup level of 100 mg/kg total PAH _Irom Baxter Cove; • Re-crea16ml of'vwettan& adjacent tc lake WLishington Lind bu[fer restoration and onlianccrrrcnt, impact avoidance to spccics listed as thr-catericd tinder ttre I udangercd Species Act through hydraulic isolation ol"the pro,jcct work and the timing of in -water work-, Densc riou-aqueous phase liquid (DNAPL) removal from SOLLIce. ztronito6r1; v;ell BAX-14; • l xcay.ition of light non-agLICOUS ticltrid (LNAPL) impactcd soil in the tank far-ra area basest on an action level oC 1,000 mg,!kg total PAH and off -site disposal of soil to remove the tong -term som-cc ofgroundwatcr impacts; • Excavation and nff-site disposal of listed hazardous waste from the Baxter• f ,agoon area; Mr. Clint Chase March 28, 2006 March 28, 2006 la�tg li t,L L In -situ soil stabilization of impacted soil near the Butt Tank and Baxtcr Lagoon area based on an action level of 1.000 jnoilq, total PAIL to rcmovc the long-term source ol-groundwater impacts_ The above remedial actions welt: dcfincd as the capital portion ofthe rcirrcdia action in the CAP. which includes source rcmccilation (D.N'APL rcinoval, sail excavation and dJspwmd or treatment, in -situ stabilization) and ovctlaad rnitigaticrn_ F;cology received and reviev~ ed three quarterly groundwater monitoring rcpotls by RF :T,(-,, dated November 10, 2005, December 22, 2005 and ilvlai-ch 31, 2006. The ormmdwatcr data collected to date have rrr.ct t:nc %�odel Toxics Control Act (MICA) cleanup levels. Port Quendall Company (PQC) ~Fill continuo the groundwater monitoring according; to Oic schedule specified in the CAP. Ecology also received and revicwed the "Baxter Cove Wetland 1Vlonitorin; Report, Year 1, Year 2 am'. Year 3" by RE;TFC:, dined October 14, 2003, November 3, 2004, and December 22, 2005. Ecology rccovizes that PQC is mecting the rcquin,-metits of Corps of Engincers Wetland Permit Nlumber 2000-2-00512, and PQC will continue the; wetland monitoring program, according to the scliedulc specified in the CAP. 1 lowever, the following remedi-M actions have trot bcert complctcdi Capping of'residual soil impacts to prevent direct eonl,;act by humans and institutional controls to ensure: cap integrity into the future on both South and North Parcel: • Implementation of institutional controls to 3revent future groundwa].Or extraction ai1cl provide for the contitwed integrity of the cap Fcology understands that the capping of residual soil impacts may be dependent o;7 the site redevelopment schedule since landscaping, parking lots_ and budding foundations used are ali projected to comprise portions of tke. cap. If you Have any questions, please cat[ me at (425) 649-7187. 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LO LU LL Ole -M G) C x m 0 A Co NOT FOR CONSTRUCTION A Seahawks Headquarters & m Training Facility :MC: i kill FOOTBALL NORTHWEST LLC Z 1 M nz RENTON, WASHINGTON j NOIDN1HSVM'NOIN'38 i 'j CIE 011 IS �IMH-UdON IIVSiOOJ q ;F Al!l!oej 6uiuiL>ji - .2F0 ,- m Uj r� I? sj9:penbP8@H sNmLNeOS NOLOMiSNOO WJ iON CD rr D (D U- :.:Ie - Ili I N01ONIHStrM 'NO1N9a ^" "� '^" "` I I l i t qu E �i 0'—J 0l1 IS i]MHIIJON _ V910Od i Ajgpe_� buiuleil s� 'R sia:penbPBaH sNmeyeas WI1 ml.SNOO WJ 1QN N W� " ' k� � "" -Yin • • Ll7 G t " .t _ ij �'?" e y' - lil � i =f' - _. _.,.-. ": EWI � Jf d s. W I1 C t +r a . � UJ LU LLJ a i a I _ } Z � i I I !Yi s F =c Lli 44 Z 1 s _ Y •' J �� it +s¢. ��. r1 e1' z n' f ^7` /f :4:. Ef 5 'Fr SW: V d j X SUBGRADE AT NATURAL TURF FIELDS V7 Hu 7�14 - 1I A, SUBGRADE A- NATURAL TURF FIELD COLLECTOR PIPES SUBGRADE AT SYNTHETIC 7UHF FIELD, HARDSCAPE, AND BUILDING SLAB ApL. Ai - 14 H: SUBGRADE AT GHASSPAVL, INDOOR FIELD, AND LANDSCAPE W- 11 AiN '.l :N:I'AT'H -A SUBGRADE AT SAND FILTER SECTION A 11'. yG I o 3 SECTION B OJT-ETIOUTF-ALL z 0 U ry cf) 0 0 0 LL 0 Z: uat AM MAGNUSSON KLEMENCIC ki K14: AT I I --b- cu 0 0 F- ZI ED 0 cr LL T- c cn 0 z US 'E Z ~gam F-8of ca LL. (1) W 7 SECTIONS AND pEtAlLS FIGURE 5.21 CE402-- j 6s NOi9NIHS`dM 'NOiN3b .. a 0-11 jS3MHI'JON �:: =K IC�i�iae� aa� read S)imeyeaS $ 4 LO w 5 �rara,rr wn � �� r � r �r� •r ,+.r�.,� w+ ,I r- y� W 0 I + _J z U a W wI co ui U C3 d U_ ' J CL STORMWATER TECHNICAL INFORMATION Seahawks Headquarters and Training Facility Renton, Washington August 30, 2006 MAGNUSSON KLEMENCIC ASSOFCIAT�S STORMWATER TECHNICAL INFORMATION Seahawks Headquarters and Training Facility Renton, Washington Augist 30, 2006 MAGNUSSON KLEMENCIC ASSOCIATES i 301 hhh A',"e. Sji1e 3200 Sea 111a, Wcshing-on 3a01 2699 T. 206 292 1200 -: 206 292 ) 201 MAGNUSSON KLEMENCIC ■ S--LM',G—VYATLR TECH?TICAL LNFORP,nAT1 N Section I: Pruje,t Overview ... .................. ....... ..... ..... . ...... . ....... ... 1 Section 11: Preliminary Cordit cns Summary ........................... . ....................... 3 Section III: OffO e Analysis ..... ....... ..... ........................... ................ . ... 5 Section IV Flow Control and Water Quality Facility Analysis and Design. ...... ..... 7 section Y' Conveyarce System Analysis and Gesign...................... ... ... ...... ........ 9 Section V! Special Reports and Studies . . . .. . . ..... ........ . ............................ 9 Section Vll: Other Permits. . . ... ... ..... . ........ . ................ .......... _... ........... 10 Section VIII: Construction Stormwater Pelluticn Prevention Plan Analysis and Design .. ......... 1 0 Section IX: Band Quantities Worksheet, Re'entionMetention Facility Summary Sheet, znd Derlaratinn of Covenr•^t .... .............................. Section X: Operakens arid Mcwenonce Manual .. .......... Relerences ........ 12 FiOURIS-- — - Figure I-' . Technical Information Report Warksheet Figure 1-2 Site Location Figure 1-3- Drainoge Basins, Subbosins, and Site Characteristics Figure 1-4: Soils Figure 0-1: 2-year, 24-hour Pre6pN:iion Figure 11-2: 25-year, 24-hour Preclpitat cn Figure II-3: 100-year, 24-hour Precipitation Figure III - I: Offsite Flow Conveyonce Figure III-2: Gypsy Subbasin Figure IV -I: 'No+er Quolity Treatment Areas Figure V-': Conveyance System Overview Figure 'till-' Temporery Erosion and Sedimen'non Control Plans APPEND CF-S. . Appendix A Sane Filter Sizing Appendix B: Onsite Conveyance CaICLIuhons Appendix C: Offsite Conveyance (.Gypsy SAhosinj Colculc'ions Storm voter Tech nica! Informs-:io:1 Table of Contents ` M I Seahaw4s Headquarters and Training Focillty, Renton, Washington 5TORMWATER TECHNICAL INFORMATION MAGNUSSON KL.EMENCIC ASSCC!ATFS QJECT .0VERVIEW INTRODUCTION \1 ACt N USSON <LLMFNCIC This report documents the stormwater and drainage design approach and proposal for the Seahawks -leaaquarters and Trair'ng Facility project. The report has hoer prepared concurrently with the Shoreline Substantial Development Permit Submittal using the guidelines for the Stormwater Technical Information Report (TIR) from the 2005 King County Surface Water Design Manuol {KCSWDM). Figure 1-1 consists of the standard TIR worksheet, completed for the project. The project is located between Lake Washington and Ripley Lane, northwest of the Northeast 44*1h Street and Interstate 405 interchange n Renton, Washington (see figure 1-2). The east side of the site abuts the Burlirgton Northern and Santa Fe Railroad right-of-way. The site is located in the Gypsy Subbasin. The proposed project 'includes construction of a new headquarters and sports training fic ili'y on a 'armor in dustriai site which has been 'orgely remeciated pursuant to negotiated Consent Decrees with -he Washington Department of Ecology (Fcology). EXISTING DRAINAGE The existing site is currently vacant land with weedy brush cover. The existing site runoff sheet flows from east to west, toward Lake Wosh7ngton. There is an existing degraded storm drain crossing the site that conveys offsite stormwater from -he Gypsy Subbasin, from the east side of the site to Lake Washington. A created mitigation wetland exists at the southwestern corner of the site. The wetland is predominantly a lake -fed wetlanc. PROPOSED DRAINAGE The project stormwater management approach is based on the 2005 KCSWDM. Enhanced water quality Treatment is proposed for site stormwater runoff. As with the existing site conditions, all drainage tram the site will discharge directly to Lake Washington, a direct discharge receiving water. No flow control is proposed ar required_ Several stormwater management treatments are proposed to serve different developed zones of the site. The treatment areas and systems are as follows: Synthetic Turf Field, Pedestrian Hardscape, and Building/Raaf Areas These areas are non -pollution -generating surfaces Stormwater runoff from the synthetic turf fleid, pedestrian hardscope, and bu ldirg roofs will drain •o Labe Washington as direct discharge. Precipitation tha' lands on the field will drain vertical y througn sand and gravel to subdra'ns that will convey `he stormwater to a site storm drain sys`em discharging to Lcke Washington. Natural Turf Field(s) Similar to the synthetic turf field, precipitation that lands on the natural turf fields will drain vertically through sand to subcrains The natural turf fields, with an 1 8-inch layer of sand, will function as a very large sand filter. An Integrated 'aest Management (IFM) Plan wil be prepared that describes turf managemer, practices for these practice fields. One -hundred percent of the storm runoff from these fields will pass through the underlying sand, which exceeds the requirements for large sand filter treatmert Stormwater Technical Information Seahawks Headquarters and Trair`ng Facility, Renton, Washington , ,IAGNt1SSON K1-EMENCIC: Mitigated Constructed Wetland The Baxter Cove Mit'.gation Wetland is located or =he Lake Washington shoreline at the southwest comer of the site and is hydraulically connected to the lake. The site drainage is collected, ccrveyed, and managed in onsite drainage systems that ore not hydroulically connected to t'ne wetlord. Paved Parking and Driveways Stormwater runoff from paved parking and driveway areas will be collected and/or directed to four large sand filters. Three of the sand filters will be covered wi•h grass, which will Intercept fines and provide pre-treatment and also is expected to help maintain the surface permeability of the filter; pretreatment in the fourth sand filter will be p-ovided by an cdditioral layer of sand Tke extra ayer of sand will be used for football practice activit es. As a result, the top layer of said will be maintained by removing pol utants on an annual basis (and sometimes more than once per year) to ensure the health and safety of the team's p oyers. The large sand filters have been sized per the 2C05 KCSWDM. Subdrains from the large sand filter will corvey water to tfte site drainage system. Discharge to Lake Washington S,orrnwater from the site wilt be coilected and discharged to Lake Washington. Discharge will occur through five new constructed drairoge system outfalls. The new pipe outfolls will release water above the ordinary high-water mark (OHWM) of Lake Washington and will drain over rock4red channels to the OHWM of Lake Washington. Outlets of rack -lined channels constructed to provide energy dissipation and protection against erosion have been located at areas where existinc shoreline materials are non- e•csive, to prevent impacts when the Army Corps lowers the Jake's water level below the OHWM. Gypsy Subbasin Conveyance Relocation and Upgrade Improvements also will be mcde to relocate and increase the capacity of the existing storm drain that conveys the offsite flow from the Gypsy Subbasin. The relocation is required because the proposed building will be located over `he existing pipe. Earlier studies by the City of Renton determined that increased capacity is required to convey the current and future flows from the Gypsy Subbasin. LIST OF FIGURES ■ Figure 1-1 : TIR Worksheet ■ Figure I-2: Site Location ■ Figure 1-3: Drainage Bosins, Subbasirs, and Site Characteristics ■ Figure 1-4: Soils Stormwater Technical Information Seah:awks Headquarters and Training Facility, Revlon, Washington i�tAC;'NUSSON KLL'ALNUC SAC J-O-N--LL -._.I'R-E-LLM-NAR]-C-0JN-DILLOSI-S--SU-MbIARY-. ---- --- _-- SITE CONDITIONS 7ne project will create approximately 8.3 acres of sports-ieids, 3.3 acres of building(s), and 3.7 acres of new ve4,icular impervious surface. The 'oial project area will be slightly under 20 acres. SOILS Figure'-4 shows the s&is map for the area that was preparec by the Soil Conservation Service (SCS) in the 1 970s. The SCS hydrologic soil group designation hcs little relevance for the project, however. Past site activities generated large amounts of orgar`c materials (bark and mulch) that worked into the native soils. Fill also like y was placed over native soils to 'acil tate the operations at the site. Most sigr$cantiy, because of the impacts of past operations on the site soi s, Ecology has established a Consent Decree that mar.dates the placement of =ill to 'cap" the in -situ soils; the runoff potential of the aeveloped site will depend on the characteristics of the "cap' moteria rather than the nat ve soil. For the purposes of the d-ainage analysis, all of the soils were treated as belonging to Hydrologic Soil Group C, moderate runo-' salts (till). RAINFALL Design storms for the project location are shown in Table 11-1 and Figures II-1 to 1 -3. Table 11-1; 24-hour Predpitation at Seohawks Headquarters and Training Facility Rainfall Storm Recurrence (inches) 6-month 1.27 2-year 1.99 10-year 2 90 25-year 3.43 100-year 3.89 CORE REQUIREMENTS A pre -application meeting was attended by the Owners, Design Team, and City staff on May 3, 2006, one conditions for the project were identified. A subsequent meeting was } eld or Duly 19, 2006, at which time It was determined that Ecology would be the permitting agency for most of the site work and that ;he design would need to conform to City standards. The drainage rraruol officially adop?ed by Stormwoter Technical Information Seahawks Headquarters and Training Facility, Renton, Washington MAGNUS.SON KLI:MLNCIC the City of Renton is the 1 99C KCSWDM; however, for +his project the stormwater management and drainage design will Tree- the 2005 KCSWDM criteria to the exieri practiccble. Core Requirement 1: Discharge at the Natural Location The drainage from the improved areas will continue to drain to Lake Washirgton. New pipe cut'ets/outfods will be located above the QHWM. The receivirg body for this system will not be changed. The onsite flows will be kept separate from the offsite Gypsy Subbasin flows. The proposed Gypsy Subbasin pipeline relocation maintains the final segment of existing 24-inch corrugated metal pipe that outfolls to the lake. Care Requirement 2: Offsite Analysis An offsite aralysis was concucted for the Gypsy Subbasin drainage that crosses the site. Core Requirement 3: Flow Control Peoi rate runoff contro is not required or provided for the project because the site discharges directly to Lake Washington, a major rece'ving water body. Core Requirement 4: Conveyance System New conveyances have been designed to accommodate the 25-year design storm. The conveyance pipe for the offsite Gypsy Subbasin flow has been sized for the 100-year design storm for future basin conditions Care Requirement 5: Temporary Erosion and Sedimentation Control A Temporary Erosion and Sedimentation Cortrol (TESC) plen has been prepared for the project and is Included in this report as F gure VIII-1 . Core Requirement b: Maintenance and Operation Mainteronce and operation requirements will be identified when the stormwater management and storm Grain system des gn has beer, completed and permitted. This information will be added to this repar" as on adder &-m. SPECIAL REQUIREMENTS Special Requirement 1: Other Adopted Area -specific Requirements The Seahowks headquarters and training facility include the North Baxter Properiy and the South Baxter Property, w�c; are covered under Eco'ogy Consent Decrees #00-2-1 1 778-7KNT and #00-2-1 1 779- 5KNT, respectively. The Consent Decrees require that the conditions of the Clearup Action Plon approved in 2000 be opp ied to the site. The Cleanc,p Action Plar for this site does not have specific requirements for the permanent stormwater controls for the site, but addresses management of existing site soils during construction. The pan requires that ex sting sni's be ccpped to prevent incidental contact upon completion of the project. The capping motercls include pavemer?s, building foundation pads, the Storm water Technical Information Seahawks Headquarters and Training utility, Renton, Wcshington MAGNt S` ON KIAMFNC:IC athletic field section, and ir,aoried fill. Where the capping materials are pervious, a worn ng barrier will be buried (for example, a geogrid buried 3-feet beneath the pervious ground surface. The special requirements for the projects construction have been implemented in the grading plans and TESC plan. Special Requirement 2: Flood Hazard Area Delineation Does not apply. Special Requirement 3: Flood Protection Facilities Does not apply. Special Requirement 4: Source Controls Source con•rol requirements will be identified when the stormwater rranagement and storm drain system design has beer completed and permitted. This information wilt be added to this report os on oddendum. Special Requirement 5: Oil Control Does no' apply; project is not a high -use site. LIST Of FIGURES ■ Figure II-1 2-year, 24-hQur Precipitation ■ Figure 11-2: 25-year, 24-hour Precipitation ■ Figure II-3: 1 00-year, 24-hour Precipitation S_E_CIL4�L11L OFES I T E A N A LY S1S_..._._. A down -stream anaiyss is not required for this project because the site is adjacent to Lake Washington and improvements on site will not impact downstream drainage conditions. A review of cffsite, upstream conditions was conducted for the Gypsy Subbasin, The Seahawks Training Facility will be constructed near the final, piped segment of the Gypsy Subbasir+. Because of historic flooding within the Gypsy Subbas'n area (the flooding occurred on the east side of 1-405), the City of Renton retained a consultant to conduct engineering studies in the 1990s to study and prepare engineering design concepts to reduce the flooding potential. Hydrologic/hydraulic simulations estimated peak *low rates within the Gypsy Subbasin and inc'uced preliminory engineering conceptual designs for capital improvements to reduce flooding occurrences. Investigations showed that some flooding relief could be attained by increasing the hydraulic capacity of the piped Gypsy Subbasin in the area between the Burlington Northern Railroad and the Lake Washington outfall. Tne existing and proposed Gypsy Suhbasir drainage at the site is shown in Figure III-1 . The extent o1 the Gypsy Subbasin is shown in Figure III-2. Store—woter TechniccI Information Seahawks Headquarters and Training Facility, Renton, Washington M ACiNUSSON KI-FAENCIC The cffsite analysis for the Sechawks project considered if the 1997 analyses of the Gypsy Subbasin adecuctejy reflect the current and projected future basin conditions and assess whether the earlier engineering alternatives appear valid with today's understanding of the basin conditions. Four points are considered the modeling method; the modeled future land use; the hasin extents; and the assumptions about implementation of stormwater detention as the basin develops. MODELING METHOD Earl'er analyses used the Santa Borbera Urban Hydrogroph (SBUH) method with the projected future build -out conditions to compute flow rates associated with the typical design storm recurrence intervals. While there have Been advances in hydrologic modeling, the SBUH method is still valid for estimating peak runoff rates from basins of this size and relo-ive imperviousness/development (the known shortcomings of the SBUH model are primarily related to long -duration storms and to modeling runoff from forests, neither of which are vital to the Gypsy Subbasin flow analyses). The design flow from the SBUH analysis of +e 100-year, 24-hour storm is " 62 cubic feet per second (cfs), which does not include flow from the expanded 1-405 tributary area, discussed below. FUTURE LAND USE The land use modeled in 1 995/1997 was based on Renton and King County zoning maps. MKA has compared the modeled future !and use to the current City of Renton and City of Newcastle Zoning maps and has determined 'hat all o, the current zoning densi'ies are less thon or equal to the densities used in the 1997 analysis; there is no need to update the assumed future land uses considered in the 1995/1997 analysis. BASIN EXTENTS The basin extents are projected to expand because of the Washington State Department of Transportation (WSDOT) plan to widen 1-405, which will create new lanes and shoulders from which dreinoge will be cchected and conveyed to the NE 44th Street interchange for water quality treatment cnd release to -ake Washington. The 1997 Gypsy Subbasin study es-imated that 1-405 improvements would increase -he hosin exten+ by 75 acres to a total of approximate y 94 awes, increasing the 1 GO -year flow in the system by approximately 9 cfs. The study also noted that if WSDOT released water into the Gypsy Subaosin conveyance system, then trie City of Renton f ow control standards would apply. Based on MKAs cursory review of the 2006 Environmental Assessment for the project, WSDOT is plcnning a new storm droinace collection system and conveyance trurkline to collect, treat, and convey freeway runoff to ?he lake, aligned across the property to the south of the site. Considering the extent of =he planned improvements, and assuming that WSDOT's hydraulic design will comply with the WSDOT Highway Runoff iMaruol and-Iydraulic Design Manual requirements, we believe that the previously computed 9 cfs allowance for WSDOT's 1 00-year runoff is reasonable. STORMWATER DETENTION The earlier saucy assumed tnat 85% of new commercial development and 50% of forest -to -residential conversions would provide new stormwater flow control facilit es sized to maintain predeveloped runoff rates, the level of control established by the current King County stormwater management code. These assumptions appear reasonable and may even be conservative considering that 1 00% of new commercial development wlil likely have to follow the drainage code and that changes it thresholds that Storrnwater T e c 4 n i c a I Information Sechawks Headquarters and Training Facility, Renton, Washington wAAGNl1SSON KLEMENCIC trigger flow conirol requirements will Ili<ely ensure that at least 50% cf forest -to -residential con:vers'ons will apply flow control practices. CONCLUSION Besed on these spec'r=ic hydrological elements (model method, future land use, basin extents, anc detention ossumpticns), which have not chcnged significantly between 1 995/1 997 and the present, it appears that re -computing the basin hydrologic conditions would not yield sLcstantially different resulis than what was obtained in the previous studies. The estimated 1 CO -year, 24-hour flow rate for the offsite flow entering the Seahawks Training Fccihty site from the Gypsy Subbasin is 171 cis The desigr: of the relocated Gypsy Subbasin storm drain pipeline is discussed in Section V. LIST OF FIGURES ■ Figure III-1 : Offs to Flow Conveyance ■ Figure 111-2: Gycsy Subbasin SECTION IV- FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Peale rate runoff cor'rol is not required or provided for the project because the site discharges directly to Lake Washington, a major receiving water body. Therefore, retention/detention analysis and design is not included in this report WATER QUALITY TREATMENT The 2005 KCSWDM designates areas draining to Lake Washington as subject to the requirements of "Basic Treatmert'; however, this project is sizing the water qua'ity treatmeni facilities in accordance with the "Enhanced Basic" water quality menu of the manual. The Enhanced Bask water quality cetera requires treatment of 95% of the total runoff from the site to achieve 50% total zinc removal and achieve greater than 80% total suspended solids removal. Jsing the large sand fi ters that are proposed will clso achieve compliance with the "Sensitive Lc' e Protection" water quality menu because large sand filters are expected to provide at least 50% reduction in total phosphorus from the site's runoff. Tf,.e water quality treatment for the site fails 'nto three categories (Figure IV-1 I- ■ Stormwater runoff from the ncturol turf fields will be collected t'nrough a subdroinage system. The depth of the sand substrate in he field (18 inches) effectively provides trea*mer, for the stcr-water generated from the field, and ra further treatment is proposes. ■ Stormwater runoff from the roof areas, sidewalk and plczc areas, synthetic turf fields, non -field lonciscaped areas on he south and west sides o' the site will be collected and conveyed to the lake. The roof designs do not incorporate ur:painted metal, so no treatment of root runoff is proposed. Stormwater Technical Information Seahawks Headquarters and Training Facility, Rerton, Wash ngton MAGNUSSON KLt:MLNCIC ■ Stormwater runoff from the vehicular impervious surfaces will be coPected and treated in Large Sand Filters s zed in accordance w'th the 2005 KCSWD1l Sand Filter Design The sand filter sizing computations are included in Appendix A. Table IV-1 summarizes the sand filters designed for the project. A total of 6,592 square feet (sf) cf sand filter area will provide treatment for 3.85 acres of tributary area that is 1 4% impervious. The typical depth of the filter sand layer is 18 inches. Table IM : Sand Filters Design Summary Filter Tributary Area (acre) Tributary Imperviousness Filter Surface Filter Ponding Depth (ft) filter Surface Area (sf) SF-1 - 49 92.0% Sand 2.0 2,195 SF-2 1 72 802% Turf 1 0 2,886 SF-3 0.40 85.0% Turf 1.0 1 ,045 SF-4 0.24 95.8% Turf 1.0 467 Additional requirements for large sand filters are addressed below. ■ Pretreatment: Piped conveyances include ❑ catch besin with a sump and tee to provide settling and spin control before runoff enters t'ne sand filter. Turf grass established on three of the sand =ilter surfaces will act as a filter strip tc provide pretreatment of runoff. The root structure of the turf 4 help prevent the scud surface from clogging. ■ Sand Filer 1 will be used ror'eom training exercises (e.g , running in sand). To support this function, the depth of the sand bed will be 24 inches instead of the typical 18 inches. The surficiol sand layers wily be loosened or replaced once or twice annually to mainicin the quolity of the sand for the trair'ne exercises. This maintenance also will prevent "blinding" of the sand surface and remove fine part`.cles that accumulate in the upper horizon of the sand filter. The proposed pretreatment regimen for Sand Filter 1 therefore consists of the intensive sand surface maintenance regime in conjunction with the spill control tee located upstream of the fec]Pty. ■ On-line versus off-line: Sand Filters 2, 3, and 4 will be constructed on- ire, which is to say without an upstream flow splitter, Flows exceeding the design capacity of the fiber will overtop a grated overflow structure and be conveyed to the storm drain system outlet. Sand Filter 1 will have an upstream bypass structure that diverts water when the sand filer peel exceeds the maximum design water surface. ■ Spill control: A splll control tee will be proviced within the storm drain system for upstream of Sand Filter 1. Stormwater Technical Informctio i Seahawks Headquarters and Training Facility, Renton, Washington j\1Ac,NUSS0ti Ki.EMENCIC ■ Flow spreading: Flow spreaders are provided at each filter to disperse stormwater across the filter surface, and where site surface runoff is not collected, the site will be graded so that the runoff enters the filter as dispersed sheet -low. ■ Overflow: In nddit,an to a primary overflow structure consisting of a grated catch basin riser, the sand filters proximate to Lake Washington use a rock-stobilized emergency overflow. The sand filters proximate to the athletic fields are graded so thot overflow will enter the athletic fields and eventually he collected and discharged through the field drainage system. LIST OF FIGURES Figure IV-1 : Water Quo lity Treatmer-Areas SECTIQN V: CONVEYANCE SYS.T-.EIL.ANALYSIS AND DESIGN____ There are in essence four difference stormwater collection/conveyance systems on the project site: the Gypsy Subbasin offsite "bypass" pipeline, the parking lot and driveway storm Crcinage system, the roof drain/iandscape/pedestrian drainage systern, and the field drainage system (Figure V The onsite drainage system sizing is documented in Appendix B. Hydrologic analyses have been conducted for the conveyance and water quality treatment sizing one design. The basins used in these analyses are shown in Figure 1-3 and the major storm drains are shown in Figure V-1 . The Rational Method was used in sizing pipes that convey surface runoff. The 25-year rainfall intensity used for the design is 2.7 inches per hour. The offsite Gypsy Subbasin bypass pipe sizing computations are provided in Appendix C. The design flow for this system is 171 cfs, which is provided by the proposed design, with the future outfall by otl-ers. Analyses showed that the exlst'ng system can convey approximately 13 cfs before overtopping the existing railroad ditch. The proposed design, which uses the existing 24-inch corrugated metal pipe to oLtfall, has capc6-y for 30 cfs. LIST OF FIGURES FigL,re V-1 : Conveyance System Overview S E C T I -O N - V.L:--S-P-ECJ-A_ I—R E- RD-RLS—A-N-D S T lJ DJES- ...... ..... ..-- The Gypsy Subbasin analyses from 1995 and 1997 were reviewed and considered it the preparatior of the proposed drainage design. The WSDOT Environmental Assessment for the 1-405 Renton -to -Bellevue Project was cursorily reviewed to assess WSDOT's intended stormwater management plans for the upcoming highway widening that drains in -part *a the Gypsy Subbasir. Stormwater Technical Information Seohawks Headquarters and TrcWng Facill'y, Renton, Washington MAGNUSSON KLLMENCIC See Section II, Special Requirement 1 , for discussion about the Eccicgy Consent Decree and Cleanup Action Plan requirements for the site. The following permits/approvals also apply !o this proeci. ■ Hydraulic Project Approval ■ Ecoloey Engineering Design 2eport Approval and Certificcte of Completion Under Consent Decrees SECTION Vill: CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN A TESL plan has beer prepered for the project and is inc€uded in this report as Figure Vill-1 . The plan wil' meet the minimum TESL requirements as discussed below. TESC REQUIREMENTS TESC Requirement 1: Clearing Limits Oearing limits will be shown on the plans. TESC Requirement 2: Cover Measures Cover measures will be addressed in the TESC Plan Notes. TESC Requirement 3: Perimeter Protection A sediment retention barrier will be shcwn on the plans TESC Requirement 4: Traffic Area Stabilization The stabilized construction entrance wlil be shown on the plans. Tne TESC Plan Notes wilt indicate that Slate water quelity stondords are applicable to construction site runoff TESC Requirement 5: Sediment Retention A sedi,rent retention system will be shown on the plans TESC Requirement b: Surface Water Control Interceptor swo'es will be shown on the plans. TESC Requirement 7: Dust Control Air quality will be addressed in the TESC Plan Motes. Stormiwoter Technical Information Seahawks Headquarters and Training Facility, Rerton, Weshingtor. MA6NLJSSON KLEMENCIC TESC Requirement 8: Wet Season Construction Wet seaser, construction will ce addressed in the TESL f lar dotes. TESC Requiremenl 9: Construction within Sensitive Areas and Buffers Construeion within sensitive areas and buffers wi'I be shown on the plans and addressed in the TESL Plan Notes. TESC Requirement 10: Maintenance Maintenance will be addressed in the TESC Plar 'totes. TESC Requirement II: Final Stabilization Flna siobilization wl I be in accordance w'th the landscope plans for the project. LIST OF FIGURES Fig -re VIII-1 : TESC Plans SECTION IX: BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY- SSJAAMARY SHEET AND DE_CLARA.TI N OF COYENARI— ._ None. OPERATIONS The project provides stormwater treatment facilities to treat runoff -rom the new vehicular impervious surfaces The stormwater will be treated primarily by settling enc/cr filtering suspended polluiants from the ruroff. The operation of the treatment facilities will be passive and cor.tralled by gravity. There are no actions required on the part of tl-e Owner aside from maintair'ng the facilities. MAINTENANCE The stormwaier treatment facilities will require periociC inspecion anc cleaning to function properly At o :,,inimum, the facilities should be inspected each yea,. When the cepth of sediment accumulated in the bottom of conventional facilities exceeds 6 inches, t'ne facilities should be cleaned cy removing the accumulated sedimert. Natural systems should be scarif'eb ❑nd replenished on an annual basis to ensure proper function Stormwater Technical Informa-ion Seahawks Headquarters and Training Facility, Renton, Washington MAC.iNLJS50N KLEMENCIC Catch basins and manholes also requl,e periodic cleaning. This typically consists of using a vactcr truck to remove accumulated sediments. Drainage structures should be cleaned when sediment accumulation reaches within 12 inches of the outlet pipe invert or when pollutcnts are observed. FIELD TURF MANAGEMENT A Icncscope management and PM plan will be prepared for the athletic fields. This plan will address -he use of fer•illzers, pesticides, and herbicides and will identify the procedures to be used when ❑pp[ying and harti these substances so the quality of runoff from the f'eld subsurface dreinage systerr meets applicable water quality standards. REFEREdS_E5 Surface Water Design Manua , King County Surface Water Management, 2005. Pre -Application Meeting wrth City of Renton Staff, i'Vicy 3, 2006 Pre -Application Meeting w'th Washington State Department of Ecology and City of Renton Staff, July 19, 2006. Port Quendall Comcany, Feasibility Study and Cleanup Action Plan: J.H. Baxter North Property, April 5, 2000. City of Newcas•le, Comprehensive Plan, figure LU-5 Zoning Mae, amerded July 5, 2005. City of Renton, Gypsy Subbosin Analysis Technical Memorandum No, 2, April 1995. City of Renton, Gypsy Subbasin Drainage Improvements Design Memorandum, September 1997. City of Renton, Zon ng Map, updated January 10, 2006. Washington Department of Transportation, 1-405 Renton to Bellevue Project Environmental Assessment, March 2006. Washington State Department of Ecology, Consent Decree #00-2-1 1778-7<NT and #00-2-'. 1 779- 5KNT. Stcrmwater Technical Information A :1 . Sechcwks Headquarters and Training Facility, Renton, Washington FIGURES m MAGNUSSON KLEMENCIC KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Project Owner r-no-r84,t i t`icjz7f�u� Phone (206) 347-- Z000 Address 505' F'f4 Ave- 5 •4 54e �OQ 5tg*c UJA 9S/c$ Project Engineer Company K1e4Fhc.;C_ ASseG. Phone 6-;06; 2 4 2- IZ o0 ❑ Landuse Services Subdivison / Short Subd. / UPD ❑ Building Services M/F I Commerical I SFR ❑ Clearing and Grading ❑ Right -of -Way Use tt 1 7� Ef Other 56ecf.`,1e. 5u6.s+"% / tL- vctor^,ft4- Project fume -ea>' -45 f d 4,T,4-,t� F,1 I DDES Permit # Location Township Z4 N _ Range Section Site Address LJ DFW HPA ❑ COE 404 ❑ DOE Dam Safety ❑ FEMA Floodplain ❑ COE Wetlands ❑ Other CJ Shoreline Management ❑ Structural RockeryNault/ ❑ ESA Section 7 gyp} �.� Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review Full I Targeted 1 Type (circle one):/ Modified I (circle): urge Site Small Site Date (include revision co Date (include revision IZ0roS dates): _ dates): Date of Final: Date of Final: Ip �� R %T �TAPPRO Type (circle one): Standard / Complex / Preappiicaticn ! Experimental / Blanket Description: (include conditions in TIR Section 2) Date of Approval. 2005 Surface Water Design Manual 111105 r ILy,-X_'a- 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ,f t.°'. 1 •�. liC .. tad. 'e sN ..� �,i, ri.. Monitoring Required: Yes /o Describe' Start Date: Completion Date: r rE uoti�M Community Plan Special District Overlays: Drainage Basin: GyPs�r _r36+45r _ Stormwater Requirements: Gs4�j WIF i vikn D AID: ❑ River/Stream rU ake Wash i 7 Lid Wetlands G1.5�• n,�i•�,a4-a, S�,G ❑ Closed Depression ❑ Floodplain _ YI'� Pia ❑ Steep Slope ❑ Erosion Hazard ❑ Landslide Hazard ❑ Coal Mine Hazard ❑ Seismic Hazard ❑ Habitat Protection Soil Type �h/Slopes Erosion Potential ,sQ�rrC Sta foe vv� ") I tic f . Wvvd �s�e �n jJ!•1 GiF � G i � MCA �r. Aa ❑ High Groundwater Table (within 5 feet) ❑ Other ❑ Additional Sheets Attached ❑ Sale Source Aquifer ❑ Seeps/Springs 2005 Surface Water Design Manual I/I/05 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN ,IMANUA.L TECHNICAL INFORMATION REPORT (TIR) WORKSHEET REFERENCE Gore 2 — Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEI ❑ Oth ❑ Additional Sheets Attached LIMITATION / SITE CONSTRAINT art.i2 fiJt�. U ' A Y SHEET rouide One TIR Surr�rrk�`: iapt..e� Thte'sh�ld �ieehar Threshold Discharge Area: (name or description) Core Requirements (all 8 apply) Discharge at Natural Location Number of Natural Discharge Locations: Off site Analysis Level: 01 2/ 3 dated: VIZ510 Flow Control Level: I / 2 / 3 or Exemption Number (incl. facility summary sheet) Small Site BMPs f4 %6U,5o n-,w— �-• Conveyance System _ Spill containment located at: Sw,d ;�'/k,5 Erosion and Sediment Control ESC Site Supervisor: -rf3 Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: riva I Public It Private, Maintenance Log Required.- Yes / No Financial Guarantees and Provided: Yes / No Liability Water Quality Type: Basic / Sens. Lake ! nhanced Basic / Bog (include facility summary sheet) or Exemption No. Landscape Mana ement Plan: e I No Special Requirements as applicable)_ Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP ! Shared Fac. ! one Requirements Narre: Floodplain/Floodway Delineation Type: Major / Minor / Exemption / V� 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: 2005 Sur ace Water Design ,Manual f _ i 1/l/05 i=11,� • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL. INFORMATION REPORT (TIR) WORKSHEET Oil Control High -use Site: Yes / No Treatment BMP: Maintenance Agreement: Yes I with whore? Other Drainage Structures Describe: MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS ,{ DURING CONSTRUCTION U Clearing �% AFTER CONSTRUCTION Limits tab6ze Exposed Surfaces TRemove Cover Measures and Restore Temporary ESC Facilities U Perimeter Protection LYQlean and Remove Ali Sift and Debris Ensure Traffic Area Stabilization peration of Permanent Facilities ediment Retention Flag Limits of SAO and open space Tsurface Water Control preservation areas ❑ Other ust Control Construction Seauence Pa' 4` 8TQE3. ` WA1TER FA0J.CI�Y D.F .TJCjN .' N6t9 -J clgde_.F flit : S�imrrT� Flow Control TypelDescription Water Quality Type/ D escri tion ❑ Detention ❑ Irfiltration ❑ Regional Facility ❑ Shared Facility ❑ Small Site BMPs ❑ Other ❑ Biofiltration ❑ Wetpool Media FiltrationGvir% ��fr 4 plc,�y ❑ Oil Control ❑ Spill Control ❑ Srna'I Slte BMPs ❑ Other 2005 Surface Water Design Manua] rill- J ,1 4 1/1 /05 KING COUNTY, WASHINGTON, SURFACE WATER ❑ESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET EA' ;3Ei✓, SffACTS "�`' t��iW.i'�Ah1flLY�" s . Drainage Easement ❑ Cast in Place Vault ❑ Access Easement ❑ Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery > 4' High ❑ Tract ❑ Structural on Steep &ope ❑ Other ❑ Other I, or a civil engineer under my supervision, have visited tfi a site. Actual site conditions as observed were incorpor nto his worksheet and the attached Technical Information Report. To the best of my knowle ormation provided here is accurate. SianedlDate 2005 Surface Water Design Manual 1J1l05 fil +VAV R, ~ stf ci" . ! s fl a • �krr�fJ�iir�',,4i it �'r• .. ,� •� S�IQ�IIi s 1 � ; 3� ,{�`r 4 j�G<,��Ir ,.- � F.� Lit i 1b��� ` ,� ray � � •'r' ' � 4 +'� �nf► : r f j + 1 [sz � a t rill 1 r INlrl t.4. L' •I ; � is , 1 if f 5 ., In 1 Fy}� ftiTr� ` �I ��,:i.�a I � c�•.fe 1f�� i � I G �I {, � #� � i � %fit j , � �� r ��°• � � •r.r�.� 1 ; '� � C) ' "{ 22 a 1 rlv.,....'•,` PRWECT Seahawks HQ and Training Facility �T DATE MAGNUSSON 11TLE Figure 1-3 Droinage BosIns, Subbosins, DRAWN BY K1.EMFNCIC and Site Charac'erislics SKETCH # hssoc,nreS i_T.e Fj i]ril v AL'R,pi . %I fiWas AVOW M �47 1 '01 L;zz - - L p 0 PROJECT Seahawks HQ and Training Facility DATE MAGNUSSON I TRLE Figure III -I. OH -site Flow Conveyncs ORAWN V K;_EM£NCIC __. $JTTCH n101 1e v4 1. Tle si 1�m '—,nb u�r PROJECT Seahawks HQ and Training Facility DATE MAGNUSSON TITLE Figure III-2: Gypsy Subbosin DRAWN BY KLEMENCIC SKETCH # ASSOCIATES ■ �._ 51ru0-1 a Civil E.91... m 1301 F11en Awn t, 5»ee 3200 Seaaie, 9B101.2699 Y 20d 2n 4200 F: 206292 1201 w.w..m�n.wm PROJECT Seahawks HQ and Training Facili DATE AM—iNUSSON TIRE Figure IV-1 Water auoliTy Treatment Areas DRAIN4BY KLEMENTCIC SKETCH# rtaSO i4T[5 r mem ixp r lC4 ]VI 10i a Li L a % Q 0 � � �g J I F- rn --4 m CD Z p � n m ! +r f ZE, + n ' � cn m � o z m o I j i � t ' Ichi J m i' PROJECT S"hawks HQ and Training Facility WE 11TLE Figure V-1 CcrtveYcicn System Overview _ DRAWN BY SKETfii # MAGN[:SSON ICLEMF,NC IC kssoct�,res r �,.w�.t - rht ear•.... u.vr...�,n 4etoiev� r-X'iVttTU elCd »2tTli r; RIOT FOR CONSTRUCTION PROJEC Seahawks HQ and Training Facility DATE TEELE _ Figure ` 111-1 A 1'erporory Eros_ca and 5edimertoho� DOWN H Ccnfrcl Plop MT(H# KLEMENCIC A$;CCI AT T.% ■ T. Ab rit ix0a !me]0'r ::4i n m K) o' - I PROJEU Seahawks HQ and Training Facility _ DATE W(�NUSSON ' 1lTLE FigureV111-1-2: Terrporory Erasion pr 7$ec'mer'plien DRAWN BY K1EMENCIC _ -- ASSC�CIMI E] �■ Conlral Plan SRESCH # s ram ilpo I -Tway: �lo� c� m Ili w — — — — I PROJECT Sea hawks HQ and Trai ni.m u Faci lity MAGNUSSON TfTLE Figure Vill-1 -C: Temporary Eros,an and Sedim nlalicn DRAWN BY KLEMENCIC Cantrcl Nor WTCH# assnna-Es f i xe m �xu •. Boa n� x+ r" fk - t. NOT FOR:GON$TR.-..�JCTION _mumu aeonawrc nwana rruiningraunry wait _ MAGNUSSON ' TITLE Figwre Vlli- I D: T_em, ocmry Eros -on and Sedimenloli_on DAAWHBY KLEIV ENCCG Cco',rol Pion SKETCH # Assco.res — i sww.�•awp, v�:�i.�bw axm �xw �tobm :ao� APPENDICES MAGNUSSON KLEMENCIC ASSCC'ATES Appendix A Sand Filter Sizina 060818 Seahawks Headquarters and Training Facility Sand Filter Design A,, — 0.7C,(I A: + T,,,A,U � IQ,Aol) A5; — 5una tilter area (t!`) C, Regional scale factor 1 T;,909 = Tributary area per soil/cover type (acres) A,,q G9 Filter area per soil/cover type (sf/acre) from table where i = impervious area td — till grass og - - outwash grass Tributary Area (ff 2) Tributary Area (acre) Asl, Filter Area Required (it 2) Proposed Filter Area (ft 2) Magnusson Klemencic Associates 060724Seahawks IPF sandfiller Calcs.xls 3/24/2006 Sand Filter 1 T 59,464 5,037 1.37 0.12 2,156 2,195 Sand Filter 2 T,9 60,006 14,874 1.38 0.34 2,710 2,886 Sand Filter Area Increments From KCSWDM Table 6 5-2 A Storage De t1, fl] A- A., 1 2,654 629 Sand Filter 3 T 11 14,874 2,716 0.34 006 662 1,045 2 2,2 i 2 524 3 1,769 419 4 1,572 372 5 1,376 326 6 1,179 279 Sand Filter 4 T T. 10,2112 504 0,23 0 01 441 467 A 550 460 370 330 290 250 Total Filter Area 5,968 6,599 Page 1 of 1 Appendix B Onsite Conveyance Calculations (This information will be provided in a future addendum.) Appendix C Offsite Conveyance (Gypsy Subbasin) Calculations Scenario: Existing Existing Outfall 0 i:1...lengmeerslaj+Agypsy bypass proposed.stm MKA StormCAD v&6 [05_05.005.00] 08/23/06 02:33:33 PM * 8entley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Calculation Results Summary Scenario: Existing >>>> Info: Subsurface Network Rooted by: Existing Outfall >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Label ! Inlet Inlet Total Total Capture Gutter Gutter Type f Intercepted Bypassed I Efficiency Spread j Depth Flow 1 Flow ($1 (ft) (ft) fcfs) (cfs) ----------------------j----------------------------------- ----------------------�---------------� I-1 Generic Inlet i Generic Default 100% ! 0.00 C.00 I 100.0 0.00 ' 0,00 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: Existing Outfall Label Number I Section I Section Length 1 Total Average tydraulic I Hydraulic I of Size Shape I (ft} ! System , Velocity Grade Grade f Sections I I I Flow ] (ft/s) Upstream Downstream j I ! (cfs) { (ft) (ft) j-------------------f-------------------------- ! P-8 1 ! 24 inch Circular 495.00 I 13.00 --------------------- 4.14 , 24.77 ------------I 28.91 n o,0 Z 4 Label Total Ground Hydraulic Hydraulic System Elevation Grade Grade i Flow (ft) I Line In I lAne Out j (cfs) ------------------ ---------- (£t) ------------ (ft; ------------- Existing Outfall 13.00 ----------- 22.00 18.80 18.80 ! I-1 ' 13.00 ----------------------------------------------------------------- 25.00 ' 24.77 24.'77 ------------------------------------------------------------------ Completed: 08/23/2006 02:33:37 PM iA... \engineers\ajv\gypsy bypass proposed.stm MKA StormCA❑ v5.6 [05.06.005.001 08/23/06 02:33:41 PM *Bentley Systems, Inc_ Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 XG Profile Scenario: Existing Profile: Profile _ 1 Scenario: Existing 20A) Havanon lai i I ? 00 X0 4.00 Si00 Srapcn (ft) i:l-,.Iengineerslajv\gypsy bypass proposed,stm MIKA StormCAID v5.6 [05.06.006.001 08123/06 02:33:51 PM Y Sy stems, stems, Inc. Haestad Methods Solutlon Center Watertown, CT 06795 USA +1-203-755-'1666 Page 7 of t Y Scenario: Existing Combined Pipe\Node Report Label Upstrearr Downstream Lenglh Section Full Average Upstrearr Downstrea onstructe(Hydraulic Hydrauk Total Downstream Node Node (ft) Si2e Capacity Velocity invert Invert Slope Grade Grade System Ground (cis) (Ws) Elevation Elevation (fuft) Line In Line Out Flow Elevation (ft) (ft) (ft) (ft) (cfs) (ft) P-8 1-1 Existing Outf495.00 24 inch 4.34 4.14 18.23 17.61 0.001253 24.77 18.91 13,00 22.00 f:l... leng'cneerslajvtgypsy bypass proposed.stm MKA StormCAD v5.6 105,06.005.001 08123/06 02:34:00 PM 0 Bentley Systems, Inc. Haestad Methods SOfution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Scenario: Proposed GB4 P-7 GB1 J-4 i:1...lenginearslajOgypsy bypass future.stm MKA StormCAD v5.6 [05.06.005.001 08/23106 02:2a:05 PM �O Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1•203-755-1&66 Page 1 o! 1 Calculation Results Summary Scenario: Proposed » » Info: Subsurface Network Rooted by: >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Label I Inlet i Inlet I Total Total I Capture Gutter I Gutter I 7e I I Intercepted Bypassed I Efficiency Spread 1 Depth 1 Flow , Flow (ft) 1 (ft) I I - I (cfs) I (cfs) I I I I -----I-------------{----------------------J--------------1-----------I------------I---------1--- ----I { C,B1 I Generic Inlet ] Generic Default 100% 1 0.00 I 0.00 1 100.0 I 0.00 1 0.00 1 -------------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: FuL.-ure Outlet Label I Numher I section ! Section i Length I Total I Average { Hydraulic 1 Hydz-aulic of 1 Size I Shape I (ft) I System ] Velocity I Grade I Grade I 1 sect_ans I J I I Flow J (ft/s) I Upstream I Downstream (cfs) I I [ft) I (ft) 1 -------'I---------- I--------- I---------- I-------- I-------- I---------- I----------- J------------I P-8 ] 1 1 24 inch 1 Circular 1 7-5.00 I 30.00 I 9.55 1 23.46 1 19.47 1 1 P--/ I 1 124 inch Circular 1 233.47 30.00 1 9.55 j 25.9G j 21.8D 1 P-4 I 1 172 inch Circular { 49.98 1 30.00 I 1.06 1 25.97 1 25.97 U,ar 1 8-6 I 1 160 inch II Circular 14D0.69 I 30.00 1 1.53 I 26.04 1 25.98 I� 0,0� P-1 1 1 1 54 inch I Circular 1149.69 1 30.00 I 1.89 1 26.10 I 26.07 1 O�N 0,------------------------------------------------------------------------------------------------ n� I Label Total ] Ground I Hydraulic J hydraulic ] 1 j System I Elevation I Grade I Grade I I i Flaw 1 {ft) I Line In I Line Out 1 (cfs) j--_-- j--- -- [ i ----------- I 1 30.00 1 22.00 1 18.80 1 3.8.80 1 J-4 1 30.00 1 22.30 1 21.80 1 20.46 GB4 I 30.00 I 25.37 I 25.97 I 25.90 I GB3 1 30.00 f 21.00 1 25.98 I 25.97 1 I Ga2 1 3o.OD 1 2'1.00 ] 26.V { 26.04 1 1 Gal 1 30.00 26.80 I 26.10 I 26.10 j --------------------------------------------------------------- i:1...lenginserslajvlgypsy bypass future.stm MKA StormCAD v5.6 [05.06.005.00) 08123/06 02.27.58 PM (�) Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 05795 USA +1-203-7$5-1666 Page t of 2 Scenario: Proposed Combined Pipe\Node Report Label Upstrea Downstream Length Section! Full Average UpstrearrDownstrea onstructecHydraulic Hydrauli Total ownstream Node Node (ft) Size Capacity Velocity Invert Invert Slope Grade Grade System Ground (Cfs) (f)s) Elevation Elevation (ft/ft) Line in Line Out Flow Elevation (ft) (ft) (ft) (ft) (cfs) (ft) P-4 G133 GB4 49.98 72 inch 133,94 1.06 17.79 17.74 0.001000 25.97 25.97 30.00 26.37 P-1 0131 GB2 149.69 54 inch 62.25 1,89 18.35 18.20 0.001002 26.10 26.07 3000 27.00 P 6 G132 GB3 400.69 60 inch 83.31 1.53 18.20 17.79 0.001023 26.04 25.98 30.00 27.00 P-7 GB4 J-4 233.47 24 inch 3.92 9.55 17.74 17.67 0.000300 25-90 21.80 30.00 22-30 P-8 I J-4 15.00 24 inch 7.751 9.551 17.671 17.611 0,004000 20.46 19.47 30.00 22.00 1 iA..AengineerslaJI ftypsy bypass fLtLTS.SIm MKA StormCAD v5.6 [05.06.005.00] 08r23106 02:2826 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA r1-203-755-1666 Page 1 0( 1 Profile Scenario: proposed Profile: Profile - 1 Scenario. Proposed Lllll� NA f M ■ P-1 }I�' i s -im I iA... lengineersla]vlgypsy bypass future-stm MKA StormCAD v5-6 [05-06.005.00] 08/23/06 02:28;15 PM 0 Bentley Systems, InC. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Scenario: Proposed Future GB2 10 GB1 Fut -ure Outlet i:1...lengineerslajvlgypsy bypass iuture.stm MKA Storm( -;AD v5.6 [05.06.005.001 08/23/06 02:10:08 RhEentley Systems, Inc. Haestad Methods Solution Center Watertown. CT C6795 USA +1-203-755-1666 Page 1 of 1 Calculation Results Summary Scenario: Proposed Future >>>> Info: Subsurface Network Rooted by: Fut ure Outlet >>>> Info: Subsurface Analysis iterations: 1 » >> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Label Inlet Inlet Total Total Capture Gutter Gutter Type ' Intercepted Bypassed Efficiency I Spread Depth ' Flow f Flow ' M (ft) (ft) (cfs) (c€s) -- - {--------------------------------------------------------------------------------I GB1 F Generic Inlet ' Generic Default 100% 0.00 , 0.00 100.0 I 0.00 0.00 -------------------------------------------------------------------------------------------------------- CALCULF.TICN SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: Fut--ure Outlet { Label , Number Section Section Length 4 Total Average Hydraulic Hydraulic i of I Size I Shape (ft) System Velocity Grade I Grade Sections Flow { (ft/s) Upstream Downstream { (cfs) (ft) (ft) ------- ---------- --------- ---------- -------- -_--_---- ---------- ----------- ------------� P-5 1 ` 72 inch Circular 40,00 172.00 6.O8 21-74 21.27 1-4 1 { 72 inch Circular ` 49.9e 172.00 6.08 j 22.27 22.12 �� J bit P-6 1 60 inch { Circular { 400,69 172,00 8.76 { 24.47 22.73 1 - I P-1 ------------------------------------------------------------------------------------------------ 1 54 inch Circular 149.69 I, 172.00 j 10.81 26.43 25.28 1 rl: ar{7r3 Label Total Ground } Hydraulic Hydraulic System Elevation Grade Grade ` Flow I (ft) Line In Line Out ---------------- Icfs) -------------------- (ft) I (ft) Futrure Outlet 172-00 22,00 ----------- 18.80 -----------{ 18.80 GH4 172.00 26.37 22-12 ` 21.74 GB3 172.00 2-1.00 22.73 22.27 GB2 E 172.00 27,00 25-28 1 24.47 GB1 --------------------------------------------------------------- 172-00 26.80 26.43 I 25.43 Completed: 08/23/2006 02:10:=2 PM i:1,.Aengineers%ajv\yypsy dyoass fulure.stm MKA StormCAD v5.6 [05.06.005.00) 08l23106 02710:18 RMentley Systems, lne. Haestatl Methods Solution Cenler Watertown. CT 06795 USA +1-203-755-11366 Page 1 of 1 Scenario: Proposed Future Combined Pipe\Node Report Label Upstream Downstream Length Section Full Average pstrearr Downstrea onStructecHydraulic Hydraulic Total Downstream Node Node (ft) Size Capacity velocity Invert Invert Slope Grade Grade System Ground (cfs) (fVs) Elevation Elevation (tt/tt) Line In Line Out Flow Elevation (ft) (tt) (ft) (ft) (of$) (tt) P-1 GB1 GS2 149.69 54 inch 62.25 10.81 13-35 1820 0.001002 26.43 25.28 172.00 27.00 P-6 G62 GB3 400.69 60 inch 83.31 8.76 18.20 17.79 0.001023 24.47 22.73 172.00 27.00 P-4 Gi33 G134 49.98 72 jnch 133.94 6.08 17.79 17.74 0.001000 22.27 22.12 172.00 26.37 P-5 G134 Fut ire Outl 40.00 72 inch 133.92 6.08 17,741 17.70 0.001000 1 21.74 1 21.27 172.00 22.00 ,:1... \engineerslajvlgypsy bypass future.stm MKA StomiCAD v5.6 f05,06.005.00] 08/23/06 02:16:20 PM W Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Profile Scenario. Proposed Future Profile: Profile - 1 Scenario- Proposed Future rR �gR Yam- x : - ys„- r� XN El "j.; ,tp(pA St W. .J_ Pd 131�11; A— cawee Pd ps-amuwP,n .mrl rp,n, c�,p, a+ --i--- j 1441a ]2 ^• i�6.O WIl00M 1l zA 1+4 _. ..,_.. 3as pwa m }.00 a.aa :.op ..ao p.oi i:1... lengineerslajvlgypsy bypass tutu re. stm MKA StormCAO v5.6 (05.06.005.001 Oa/23/06 02--27:01 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 CEDAROCK CONSULTANTS, INC. Fnvironmental Consulting A.C. Kindig & Co. STREAM AND LAKE STUDY SUPPLEMENTAL STREAM AND LAKE STUDY STREAM MITIGATION PLAN SEAHAWKS CORPORATE HEADQUARTERS AND TRAINING FACILITY Renton, Washington Prepared for: Football Northwest, LLC 505 Fifth Ave South, Suite 900 Seattle, Washington 98104 Prepared by: Cedarock Consultants, Inc. 19609 244th Avenue NE Woodinville, Washington 98077 and A.C. Mndig & Co. 12501 Bellevue -Redmond Road, Suite 110 Bellevue, Washington 98005 September 20, 2006 19609 2. 4'AVENUE NE WOODINVILLE, WA 98077 PA2511"788-0961 F:4251788-5562 Seahawks Corporate HeadquarierS and Training Facility Renton, Washington Stream and Lake StudylMitiilafion Plan TABLE OF CONTENTS Pale 1.0 PURPOSE...............................................................................................................................1 2.0 PROJECT LOCATION........................................................................................................ 1 3.0 PROJECT DESCRIPTION.................................................................................................. 2 3.1 Description of Proposed Action....................................................................................2 3.2 Alternatives Analysis....................................................................................................3 4.0 EXISTING CONDITIONS................................................................................................... 4 4.1 Gypsy Subbasin Drainage Routing and Flow...............................................................4 4.2 Stream Classification....................................................................................................6 4.3 Physical Condition.......................................................................................................6 4.4 Vegetative Cover..........................................................................................................7 4.5 Ecological Functions....................................................................................................7 4.6 Fish Use......................................................................................................................11 4.7 Wildlife Use...............................................................................................................11 5.0 SHORELINE PLANTING/MITIGATION PLAN........................................................... 12 5.1 Gypsy Subbasin Drainage Mitigation.........................................................................12 52 bake Washington Shoreline Planting..........................................................................13 5.3 Maintenance and Monitoring............................................................ ...................14 6.0 RESOURCE VALUES TO BE RESTORED, CREATED, OR ENHANCED .............. 16 6.1 Habitat Improvement Opportunity..............................................................................16 6.2 Function and Value Comparison...............................................................................16 6.3 Summary...................................................................................................................19 7.0 COORDINATION WITH OTHER AGENCIES............................................................. 19 8.0 CONSTRUCTION SCHEDULE........................................................................................21 9.0 SITE PROTECTION AND MAINTENANCE................................................................. 21 10.0 ENVIRONMENTAL GOALS AND PERFORMANCE STANDARDS ...................... 21 11.0 MONITORING..................................................................................................................22 11-1 Sampling Methodology_ ...... ............................................................................ 22 I L2 Standards Of Success..............................................................................................24 12.0 CONTINGENCY PLAN................................................................................................... 24 13.0 COST ESTIMATE............................................................................................................. 25 14.0 COMPLIANCE WITH THE RENTON MUNICIPAL CODE ..................................... 25 14.1 PlantingLocation............................................„............................. ------.26 14.2 Planting Type. ......... ....................................... .............. ........................................26 14.3 Contiguous Corridors................................................................................................26 14.4 Non -Indigenous Species......................................................................................... .26 14.5 Equivalent or Greater Biological Functions.............................................................26 September- 20, 200b CED.4ROCIC CONSULTANTS. INC. and A.0 hJNDIG & CO. Seaha%, k< 0G-?D-Gh Lnkxs 51,eam Repr -e dcc Page I Seaha','*s Corporate Headcluarto-s and Training Facdir, Renlon, tVashingtat Stream and Lake StudyAVirigation Plan 14.6 Minimum Planting Plan Performance Standards, 14.7 Based on Best Available Science ......................... Page ....26 ....27 15.0 COMPLIANCE WITH BEST AVAILABLE SCIENCE ............................................... 28 15.1 Review of the Best Available Science Supporting the Proposed Request................28 15.2 Report Authors Experience.......................................................................................32 15.3 Analysis of the Likelihood of Success of the Compensation Project .......................32 16.0 VEGETATION PROTECTION....................................................................................... 32 16.1 Design Considerations..............................................................................................32 16,2 Significant Tree Protection during Construction......................................................33 17.0 REFERENCES...................................................................................................................34 LIST OF TABLES Table 1. Plant species selected for Lake Washington shoreline....................................................15 Table 2. Cost Estimate Work -sheet .................................................................................................25 Table 3. Riparian Habitat Functions Comparison, Existing versus Proposed Conditions.............29 LIST OF FIGURES FigureI. Vicinity Map .................... .................................................. .......................... .................... 2 Figure 2. Details from City of Renton Water Class Map................................................................5 Figure 3. Gypsy Subbasin Drainage on -site looking upstream at beaver dam................................5 Figure 4. Gypsy Subbasin Drainage outfall at Lake Washington....................................................6 Figure 5- Vegetation and woody debris along the Lake Washington shoreline ..............................8 Figure 6. Upland vegetation looking to the west across the site from the railroad tracks...............8 APPENDICES Appendix 1 Plan Sets Sheet 1 Sheet L100 Sheets CE301-302 Sheets CE201-202 Sheets CE221-224 Sheet CE245 Site Map (source: RETEC) Conceptual Landscape Plan (source: EDA ) Gypsy Subbasin Plan and Profile (Solsrce: Crawford) TESC Plans (source: Crawford) Grading Plans (source: Cm,ford) Conceptual Utility & Drainage Control Plan (source Crawford) Appendix 2 Resurnes of Key Personnel Appendix 3 Joint Aquatic Resources Permit Application (JARPA) Form September 20, 2006 UEDA ROCK COAISULTANTS, 12v(, and .4.C. KI DIG & CO. Seaimwk5/09 20 01 Lakes 9ream R2p4,r.doo Page 11 .S'eahawks C'mporale ffeadgzuzrters and Training Facilit - Renton, Washington Stream and Lake Stzidv%Miligation .Plan 1.0 PURPOSE Capping and institutional control remedial actions on the North and South Baxter site will occur under Prospective Purchaser Consent. Decrees approved by the Washington Department of Ecology (Ecology) in April 2000. Remedial activities will be implemented with a goal of achieving enhanced water quality in Lake Washington. Capping of the entire site to within 25 feet of the Lake Washington shoreline requires eliminating an about 125-foot open section of the Gypsy Subbasin Drainage that is otherwise conveyed by culvert through the site. The aging and degraded culvert carrying the Gypsy Subbasin Drainage under the site will be replaced and upgraded to accommodate capacity requirements of the upstream and offsite contributing basin at buildout. To accommodate placement of the Seahawks Headquarters building (which will serve as part of the remedial cap on the site), the replacement culvert will he realigned around the building foundation. This placement will require lengthening of the pipe from the existing 490 feet to approximately 860 feet. The culvert upgrade and realignment does not include replacement of the existing outfall pipeline to Lake Washington, which will be retained in its current condition. Aside from capping required under the Consent Decrees and Feasibility Study/Cleanup Action Plans to within 25 feet of the lakeshore, project features proposed under a Master Plan approval for the site and within the Renton Shoreline Master Program jurisdiction include public access, practice fields, a building, parking, sand filters for water quality treatment, and some roadway area (see Appendix 1, Conceptual Landscape and Hardscape Plan, Sheet L100). All features are allowed under the Urban Environment designation afforded the project site under Renton's Shoreline Master Program, Shoreline planting will include replacement of exotic plant species with a diverse native shrub and tree riparian zone. The proposed development triggers the need for both a Standard and Supplemental Stream Study under requirements of the Renton Municipal Code (R-MC) because: • The proposal will alter a waterbody (Gypsy Subbasin Drainage), and • The proposed development site contains a Shoreline of the State and associated management area. Requirements for the studies provided in this report are described in RMC 4-8-120(D). 2.0 PROJECT LOCATION The proposed project is located on approximately 19 acres at 5015 Lake Washington Boulevard North, adjacent to Lake Washington in the City of Denton, King County (Figure 1). The two properties that underlie the project site are formally known as South Baxter and North Baxter. The project is located in the SW1/4 of Section 29, T?4N, R05E, W,M. The Gypsy Subbasin Drainage crosses the site from east to west before discharging to Lake Washington. May Creek located off -site to the south is unrelated to Gypsy Subbasin Drainage and will not be affected. September 20, 2006 CEDAROCK CONSULTVVTS, INC and A.C. KINDIG & CO77. Seahaw,,09-20-06 Lakes Snem» Rep:rr derPage 1 Seaha{t-ks Corporate Headquarters and Training Facility Renton, Washington Stream and Lake Studyl.M igation Plan ,I . I � , 51 -•� 1- tdke Washington - f .. PROJECj M SITE �r— r' Ili J =E_ 'TH U 11'I — �3 { !"' _1FaSll�{�f 1' T j+ - N �61•II 5T II1--- Fa..-,1H ST-S 8LI111 4 Figure l • Vicinity Map 3.0 PROJECT DESCRIPTION 3.1 Description of Proposed Action Soils across the site to within 25 Beet of the Lake Washington shoreline will be capped with up to three feet of clean soil as part of the remediation action. As part of that capping, the remaining open portion of the Gypsy Subbasin Drainage on the project site will be placed in a culvert. This action will have a direct benefit of protecting and enhancing water quality in Lake Washington. The existing Gypsy Subbasin Drainage culvert under the site is in poor condition and undersized based on a history of flooding upstream (Entranco 1995, 1997). The culvert will be replaced with a larger pipe prior to capping of the site. Portions of the pipe will be rerouted to accommodate future building and facility locations (see Appendix 1, Plan Sheets CE301 and CE302). The final culvert length will be 370 feet longer than what currently exists (Magnusson Klemencic Associates, 2006). September 20, 2006 CEDAROCKCONSUL Ti1NTS INC_ and kC- KINDIG & Co. Seaha..&109-20-66 LakesSoeomReporr.,loc Page 2 SeahavvL- Corporate Headquarters and Training Facility Renton, Washington Stream and Lake Slud /Mill anon Plan The Lake Washington shoreline area will be replanted to improve functions and values and mitigate for the lost habitat value adjacent to the Gypsy Subbasin Drainage (see Appendix 1, Conceptual Landscape and Hardscape Plan, Sheet L100). Where native plants and large trees currently exist, they will for the most part be preserved. The dense stands of exotic blackberry and Scotch broom will be removed and replaced with native riparian species. Included within this document is the Stream Mitigation Plan. A description is provided in Section 5 and the draft plan is shown in the attached Conceptual Landscape and Hardscape Plan, (Appendix 1, Sheet L100). Native plantings along the Lake Washington shoreline will increase functions and values of the riparian area over existing conditions and will improve the shoreline role in protecting aquatic habitat values important to Lake Washington. Net improvements in water quality, production of organic matter including insect and vegetative material, large woody debris frequency, bank stability, and wildlife habitat are predicted. More detail on the proposed riparian planting program is provided in Section 5.0. The functions and values comparison analysis is provided in Section 6, The proposed monitoring plan is provided in Section 11. The Site Map required under RMC 4-8-120(D)(19)(a) and Grading Plan required under RMC 4- 8-120(D)(7) are attached (Appendix 1, Site Map Sheet 1, and Grading Plan Sheets CE221 through CE224). 3.2 alternatives Analysis Three alternative project layouts were evaluated to avoid and minimize impacts to the Gypsy Subbasin Drainage. These included: • Daylighting the Gypsy Subbasin Drainage into an open channel across the site. • Maintaining the existing open portion of the Gypsy Subbasin Drainage in an open channel, • Passing all of Gypsy Subbasin Drainage through the site in a culvert The only available alternative to satisfy the capping requirements under the Consent Decrees is also best suited to protect fish and Lake Washington habitat. The selected alternative places all of Gypsy Subbasin Drainage passing through the property into a culvert. This conclusion is based on the following rationale: • The capping requirement under the Consent Decrees is premised on avoidance of direct contact with residual soil contamination on the property. The cap will also serve to protect water quality in the drainage and Lake Washington from potential effects due to erosion of surface soils. The capping and culvert completely isolate Gypsy Subbasin Drainage and Lake Washington from the site soils. • The on -site open section of Gypsy Subbasin Drainage is a manmade ditch well below the grade of the site with steep sideslopes. This ditch provides minimal fish habitat. Riparian function is limited by the steep rocked channel banks. Elimination of the open ditch will have water quality benefits and will not adversely affect fish habitat. • The minor loss of riparian function can be mitigated by additional planting adjacent to Lake Washington. Planting at this location will also enhance wildlife habitat by providing September 20, 2006 CEDAROCK CONSULTANTS, INC. and .4 C. KINDIG & CO. Seuha-ks:'09-.6-06L Les Sr,eam Peporr,,hr page 3 Seahaivks Corporate Headquariers and Training Facdiry Renlon, Wushinglon Strewn: and Luke Study/Hzzrgation Plan a larger block of contiguous habitat, particularly along the southern shoreline where it will abut a restored wetland and buffer adjacent to Baxter Cove. • Flow can be diverted out of the Gypsy Subbasin Drainage channel which means all culvert construction can be conducted "in the dfy" after the flow is bypassed. This reduces the potential for adverse construction impacts. Because of the low quality of existing ofsite habitat (described further in Section 4.0) and soils subject to required capping and institutional controls under the Consent Decrees, the proposed action will result in a net improvement in fish habitat quality in the Lake Washington Drainage, 4.0 EXISTING CONDITIONS This section provides a description of existing habitat conditions of the Gypsy Subbasin Drainage channel on the property, the associated riparian buffer, and the Lake Washington shoreline area. Known fish and wildlife uses are also described. 4.1 Gypsy Subbasin Drainage Routing and Flow The various waterways known collectively as the Gypsy Subbasin Drainages consist of a series of largely man-made pipes, ditches, ponds, and open water habitat draining an area of approximately 320 acres north of and independent of May Creek (except by flood overflow east of I-405). The drainage collects at a single point just west of the BNSF railroad tracks west of I- 405 before discharging to the property (Entranco 1995). The culvert under the tracks is 55 feet long, has a gradient of approximately 2 percent, and is likely a barrier to upstream fish passage. Near the property boundary but still offsite, drainage is discharged to a small (approximately 10 foot diameter), quarry-spall lined pond. From the offsite pond, flow enters a 24-inch, 46-foot long concrete culvert extending on -site and beneath a dirt haul road before daylighting again to the open channel section located on -site. The open channel is a highly confined, steep -walled ditch/trough, with a channel bed approximately 10 to 15 feet below the surrounding ground elevation and 3 to 10 feet wide at the bottom. Substrate consists primarily of a deep anaerobic mud except where bank sloughing and rocks spilled into the channel have replaced the mud with a firmer bed material. The banks are heavily vegetated with a narrow strip of young hardwoods, Scotch broom, and Himalayan blackberry. Total length of the open channel is approximately 125 feet. An approximately 4-foot high beaver dam located near the downstream end of the open channel currently backs tip water upstream to the railroad tracks (Figure 3). The drainage next enters a 490-foot, 24-inch CMP which discharges directly to Lake Washington. The 490-foot CMP drops approximately 0.5 foot (0.1% gradient) and at low lake elevation is perched about a foot above the lake water surface (Figure 4). During high lake elevations, the culvert is partially bacicwatered and upstream passage is possible, though not known to occur. September 20, 2006 CEDA ROCK CONSULTANTS, INC. and,4 C. KINDIG & CO. Senhnv4z/09._'0 66 f ik, Sip eam Report doc Page 4 Seahawks Corporate Headquurters and Training Facility Renton, Welshington_ Stream and Lake StudylAfiligation Piun ---_------L —_—.__---- — rr w rr rr rr rr r Yr 1 ------ NE 44 WAt. . ..:.:..'A.. SITE - - -^L GYPSY SUBBASIN I _- DRAINAGE i . - - MAY Nt -jJrd .�... _ CREEK u � Class 1 Class 2 1 v 43 Class 3 Clash 4 -- Piped or cu Irertcd (drns) Q� A Figure 2. Details from City of Renton Water Class Map, Figure 3. Gypsy Subbasin Drainage on -site looking upstream at beaver dam. September 20, 2006 CEDA ROCK CO.VSULTANTS. T.1VC. and A_C. KJNDIG & CO. .S'ufxwis%Q?=0-06Lakes Stream Report du, Page 5 Seahauks Corporate Headquarters and Training Faciliiy ,Renton, Washington Stream and Lake StudJ:4Mittgation Plan Figure 4. Gypsy Subbasin Drainage outfall at Lake Washington. 4e2 Stream Classification The Gypsy Subbasin Drainage on the property is shown on the City of Renton's draft Water Class Map (Figure 2) as a Class 2 water. Class 2 waters are salmonid-bearing perennial waters during years of normal rainfall. Lake Washington is a Class I water. Class 1 waters are salmonid-bearing perennial waters also classified as Shorelines of Statewide Significance. 4.3 Physical Condition In general, upland and aquatic habitat value of the site is low due to the disturbed nature of the former industrial areas which currently support only limited vegetation and contain residual contamination. The shoreline areas provide the highest habitat value in the project area, but the habitat value of these areas are limited due to the dominance of non-native invasive plant species, lack of vegetative diversity and structure, and lack of special habitat features such as snags. The portion of the Gypsy Subbasin Drainage on the property provides virtually no value to fish with 80 percent of the total length in a small culvert and the rest encompassed in a narrow ditch some 10 to 15 feet below ground surface. The short open stretch offers some potential rearing habitat, however, habitat quality is entirely dependent on the existing beaver dam. Without the recently constructed dam, shallow depths, a muddy substrate, no instream structure, and little instream cover limits the overall habitat value. With little protection from high velocities, winter September 20, 2006 CEDAROCK CO.VSULT4.A7S, INC and A C. KINDIG & CO. Seefmwksi99- p-06Lakes.Sf,eoa�Repo,r.dvc Page 6 Seahawks Corporate Heudquurters and Truining Facilil} Renton, Washington Stream and Lake Study/Mitigation Plan storm events would likely flush any fish from the system if they were present. Summer conditions produce extremely low flows which also severely limit habitat quality. 4.4 Vegetative Cover The project site is periodically cleared of vegetation and was last cleared in 1990. Young red alder, black cottonwood, willow, Himalayan blackberry, and Scotch broom are present on the steep banks of the Gypsy Subbasin Drainage channel. The vegetation provides good shading and a fair source of allocthonous material to the watercourse. However, water quality, bank stabilization, large woody debris input, and other functions are minimal due to the steep eroding banks, young and exotic vegetation, and a narrow functional riparian zone, because the ditch is so far below grade elevation. Lake Washington shoreline vegetation within about 20-feet of the ordinary high water mark (OHWM) is dominated by Himalayan blackberry, Scotch broom, red alder, black cottonwood, and various willow species which grow up to water's edge (Figure 5). Beyond this narrow vegetated buffer, on -site vegetation consists mainly of various grasses interspersed with small islands of trees and shrubs (Figure 6). The upland trees and shrubs are similar in character to the immediate shoreline vegetation. 4.5 Ecological Functions Ecological functions for the two areas impacted by the proposed action; the open portion of the Gypsy Subbasin Drainage on the property, and the Lake Washington shoreline, are described below along with a description of existing conditions for each function. Water Quality Vegetation adjacent to streams and lakes can improve water quality by filtering pollutants, removing nutrients, and preventing sediment introduction. Native planted areas of approximately 100 feet in depth are normally required to preserve riparian water quality function where natural routing of water through buffers is preserved and relied upon for water quality protection. However, source control and water quality best management practices arc recognized as more important for urban settings where stormwater runoff is not reliant on riparian conditions for treatment before discharge. Because water quality treatment function is provided by the proposed developments in these cases, and not by the riparian areas, riparian depths can be much narrower. Water quality function of the existing on -site riparian areas is poor. The only vegetation adjacent to the Gypsy Subbasin Drainage and Lake Washington is relatively young (10-15 years old) and primarily exotic. There are also steep slopes adjacent to both watercourses so the normal water quality treatment process is virtually absent. Surface water nins directly across the narrow riparian areas and receives very little natural treatment. In addition, residual contamination in soils on the property can degrade water quality so flow running through the riparian buffer over such soils is not a benefit and presents a risk to aquatic species habitat. September 20, 2006 CEDAROCK CONSULTANTS, I.NC. and A C- KINDIG R CO- Seuim�k;'D'J-l�-OhLakes5lreainReporr_doc Page 7 Seahawks Corporate Neadquarcer-s and Training Facility- Renton, Washington Sireani and .Lake StudylMti anon Flan Figwe 5. Vegetation and woody debris along the Lake Washington shoreline. Figure 6. Upiand vegetation looping to the west across the site from the railroad tracks. September 20. 2006 CFT)AROCK CONSULTANTS, INC. andAC. KINDIC & CO Seonn%vks-"O4-20-06lnkesSr.em,Reporr.dor Page 8 Seahawks Corporate headquarters and Training Facility Renton, Washingion Stream and Lake Studyl..Lfitrgation Plan Orzanic Material Overhanging vegetation contributes leaves, vegetative litter, and small woody debris directly to the channel. This material forms the source of food for aquatic invertebrates, which are in turn eaten by fish. Terrestrial insects, another food source, also utilize riparian vegetation as habitat. The majority of material comes from directly over the stream- Function diminishes rapidly after about 25 feet from channels edge though some benefit is still realized up to about 50 feet away. Vegetation overhanging the Gypsy Subbasin Drainage provides a small amount of organic material to the watercourse. The material is carried downstream and deposited in Lake Washington where it provides some benefit to aquatic species located there as well. The young, sparse, and partially exotic composition of the buffer significantly reduces the overall value. Vegetation adjacent to Lake Washington consists predominately of exotic shrub species which overhang the water in some locations. The volume of leaf litter is minor as is the contribution of woody debris. Because many of the species are non-native and the overall shoreline area lacks diversity, the nutrient contribution and value as insect habitat is poor. Overall, the value of the existing riparian vegetation is low relative to its ability to contribute food and nutrients. Microclimate Riparian vegetation protects streams from climate changes caused by widespread development away from the stream, including soil and air temperature, humidity, and wind. There is no direct link between microclimate and the condition of salmonid habitat, however, it has been suggested that microclimate needs protection to maintain desirable assemblages of plants and animal species, including insects, beneficial to fish. It is estimated that a riparian zone between approximately 58 and 345 feet in the Renton area is necessary to entirely preserve natural mature forest riparian microclimates. The lack of any significant vegetation adjacent to either the Gypsy Subbasin Drainage or Lake Washington provides almost no microclimate function under existing conditions. Temperature & Shade Overhanging vegetation shades streams, until the channels become so broad that, like Lake Washington, most of the water surface is exposed to the sun. By intercepting solar radiation, vegetation prevents heat energy from reaching streams, maintaining cooler water. Vegetation also shades soil, cooling water introduced to streams through the hyporheic zone. Cool water is an essential habitat feature for salmonids, and increases the amount of atmospheric oxygen that will dissolve into the water, which also improves salmon habitat conditions and is essential for salmon spawning. Under existing conditions, 80 percent of the Gypsy Subbasin Drainage channel across the site is contained within a culvert where riparian shade has no effect on stream temperature. The open portion of the channel has a narrow riparian corridor that combined with the slope aspect of the entrenched channel, provides fair shading of the small channel. September 0, 2006 CEDAROCK COA"SUL7ANTS INC. and A.C. YJ-VDIG & CO. SenGmokv�9-24 06Toke, Si,ca,a Renoirdoc Page 9 Seahawks Corporate Headquarters and Training Facility Renton, Washington Stream and Lake Slu( vW Ii a ion Plan Riparian shading of Lake Washington has no effect on water temperature due to the large size of the lake. Human Access Control One function of protected riparian zones in populated watersheds can be reducing the direct encroachment of humans including refuse dumping, trampling of vegetation, bank erosion, and noise. These fuunction most effectively when the adjacent land use consists of low intensity development; when the riparian areas are greater than 50 feet wide and planted with high quality mixed species of native vegetation that discourages entry; and where there was a high degree of resident education on the value of the protected riparian zones. The blackberry covered slopes adjacent to the open portion of the Gypsy Subbasin Drainage and position of the channel on fenced and signed private property prohibits human access. The steep, densely vegetated Lake Washington shoreline is not conducive to human use under existing conditions. The property is currently fenced with locked gates so vegetation has no role in access control. Large Woody Debris Large woody debris (LWD) consists of downed tree stems and branches and is a functionally important structural component of stream channels in the Pacific Northwest, In non -fish -bearing stream channels such as on this project property, LWD acts as a surface for biological activity which contributes to the productivity of a stream system. In a manire coniferous forest, the majority (70 to 90 percent) of LWD in a stream comes from within 50 feet of the stream, The Gypsy Subbasin Drainage channel contains no LWD either on- or off -site- The channel is located in a relatively urban environment and intercepted repeatedly by culverts, including passage through the drainage system of the adjacent I-405 interchange to the cast of the site. Any large woody debris entering the system is removed once it works downstream and blocks a culvert. So LWD recruitment has no practical potential in this drainage. The Lake Washington shoreline contains an abundant supply of LWD that has washed up over the years. The logs come mainly from old timber log booms and escapement from milling operations rather than recruitment from along the shoreline. However, the existing shoreline on the property contains no trees large enough to provide LWD recruitment for scores of years. Channel Migration The Gypsy Subbasin Drainage channel is highly confined by culverts upstream and downstream of the property, and within a steeply sloped below -grade channel on -site. Channel migration is not possible at this location. Bank Stability Roots from vegetation growing along the streambank help stabilize soils and reduce erosion. Root strength benefits are normally low beyond 40 feet from the channel. September 20, 2006 f 'EDAROCK CO1 S'ULTR,'VTS, INC. and A.C. KINDIG & CO. Seaha-ks!09-_V-66 Lokes Stream Repu,t.du:: Page 10 ,S'eahavvks Corporate H'eadquarler.s and Training Facility Renton, Washington Stream and Lake .Studs'/.,LhgEi uion Plan The existing steep banks adiacent to both sides of the Gypsy Subbasin Drainage channel on the property have poor bank stability because the channel is so far below grade, and are constantly eroding. An old road near the top of bank along the channel contributes additional sediment. The Lake Washington shoreline is slowly eroding due in part to the lack of stabilizing vegetation- Other factors such as the changing lake levels (winter and summer) managed by the Army Corps, boat wakes, and the relatively young shoreline (due to lowering of the Lake Washington water level in 1917) also influence erosion rates. Wildlife Habitat The cleared and graded property provides little wildlife habitat though the area immediately adjacent to Lake Washington has moderate value due in part to the proximity of the lake (see Section 4.7). The lack of a mature native canopy limits nesting and foraging habitat for most species. 4.6 Fish Use Fish use of the Gypsy Subbasin Drainage by resident salmonids is assurned. There is anecdotal evidence of fish sightings by a City of Renton street maintenance crew (Larry Fisher, personal communication, March .17, 1997). No use of the basin by anadromous salmonids is known to occur and presumed use is unlikely because of the lack of suitable habitat on the property and poor upstream passage conditions beneath the BNSF tracks and through the 1-405 interchange and roadway stormwater systems to the east. Lake Washington supports a variety of anadromous salmonids, including Chinook (Oncorhynchus tshawvtscha), coho (O. kisiatch), and sockeye salmon (O. nerka), and steelhead (O. mykiss) and cutthroat trout (O. clarki)- Runs of non-anadromous kokanee (O- nerka) salmon are also present (King County, 1993)- Lake Washington contains a wide variety of non-salmonid species, some of which are considered "warm water" species. These include both native and non- native species such as speckled dace (Rhinichthys osculus), three -spine stickleback (Gasterosteus aculeatus), northern squawf sh (Ptychocheilus oregonensis), yellow perch (Perea flavescens), black crappie (Pomoxis nigromaculatus), largemouth bass (Micropterus solmoides), smallmouth bass (Microptet-us dolomietti), mountain whitefish (Prosopium williamsoni), largescale sucker (Catostomus• macrocheilus), longfin smelt (Spirinchus thaleichthys), and prickly sculpin (Cottus asper) among other species (Pfeifer and Weinheimer 1992, King County 1993, Wydoski and Whitney, 1979). 4.7 Wildlife Use Canada geese (BrCanta conadensis) were observed in both the vegetated and hardscape shoreline areas. The geese were observed nesting along the vegetated shoreline and in the osprey (Pandion haliaetus) nest located near the PSE substation nesting platform, Puget Sound Energy moved an osprey nest from a retired distribution pole on the Baxter site to a new nest pole platform erected on the south side of the substation in 1993. Puget Sound Energy also placed a crossbar on top of the first transmission pole leading away from the station to provide a safe place for the birds to perch. The osprey successfully nested on the new platform from 1993 until 1997 when the September 20, 2006 CEDAROCK CONSULTANTS. INC, and A C, KINDIG & CO. Sealm,ck5iO4- 20-04 Lades hiream Repnri drjr Page 11 Seahawks Corporate Headquarters and Training Facility Renton, Washingion Stream and Lake Study4fingation Plan osprey built a new nest at the top of the wood chip elevator located on the Barbee Mill site to the south of the property- This nest was eliminated when the mill was torn down. Osprey are present in the area from mid -March through August. Osprey have been observed hunting small mammals (likely mice) oil the North Baxter site as well as fishing the lake. Canada geese and bald eagles (Haliaeetits leucophahis) have occasionally been observed perching on the nest platform during the winter months, It is assumed the bald eagles used the perch site to forage for fish and waterfowl along the lake shoreline. Three bald eagle nest sites have been historically reported between 0.8 and 0.9 miles west and northwest of the site on Mercer Island (WDFW 2006). Two of the nest sites are not known to have been used for the last several years. The third nest was reported active in 2006. Beaver (Castor canadensis) have been observed in wetland habitat along the lake shoreline and in Gypsy Subbasin Drainage east of the site- fond sliders (Pseudemys scripta) have been observed on floating logs. Red -winged blackbirds (Agelaius phoenieeus) were observed using cattail habitat in the project vicinity. Snipe (Capella gallinago) were observed in the cottonwood sapling -dominated areas. Other species of passerine birds and amphibians could be supported along the shoreline and the narrow red alder -dominated upland shoreline area. Numerous duck species also use the offshore area adjacent to the site. 5.0 SHORELINE PLANTINGIMITIGATION PLAN Project actions that will affect aquatic features and adjacent shoreline vegetation include: 1) Filling of the on -site portion of the Gypsy Subbasin Drainage and elimination of existing riparian vegetation on the open channel portion, 2) Lengthening of the Gypsy Subbasin Drainage culvert under the site, 3) Removal of structures and roadways on the site. 4) Capping of the site to within 25 feet of the Lake Washington shoreline pursuant to Consent Decree requirements, 5) Alterations to vegetation along the Lake Washington shoreline area, and 6) Constriction of stormwater sand filters, five stormwater outfalls to Lake Washington, parking, fire lane, building, practice fields, and public access within the shoreline. 5.1 Gypsy Subbasin Drainage Mitigation Consent Decree requirements that include capping of the site and filling of the open portion of the Gypsy Subbasin Drainage are mitigation designed specifically to avoid human and habitat contact with surface contaminants and will improve water quality by eliminating groundwater contact in this area. This action will directly improve fish habitat in Lake Washington. No additional mitigation for the loss of 125-feet of stream channel for water quality function is warranted or proposed. Lost riparian functions from removal of vegetation adjacent to the Gypsy Subbasin Drainage channel will be mitigated by new plantings near Lake Washington contiguous with the Baxter Cove wetland protected riparian buffer. It is estimated that vegetation within approximately 1.5- feet of the steep ditch in which the Gypsy Subbasin Drainage is located currently providcs some functional value to the watercourse in terms of leaf litter and other organic material. To mitigate September 70, 2006 CEDAROCK C0.,YSULTANTS. INC. and A.C. K NDIG & CO. Seaha,4: 69-M-06 Lakes Steam Repo, r.doe Page 12 Seahaxk.s Corporate Headquarters and Training Facility Renton, Washington Stream and Lake Study;; aigauon Plan for the loss of function of 0.09 acres of primarily exotic vegetation, approximately 021 acres of area adjacent to the Baxter Cover wetland mitigation site located within the 200-foot Lake Washington shoreline area will be planted with a high density tree and shrub cover. This area is currently dominated by lower -value grasses and exotic vegetation. While the culvert carrying Gypsy Subbasin Drainage is being lengthened, much of it is also being enlarged (see Magnusson Klemencic Associates 2006 for details). Because there is a fish passage barrier immediately upstream of the project site, the culvert does not currently function as an upstream fish passage conduit. If the off -site barrier is removed in the future, the longer but larger culvert under the project site is expected to provide the same or better fish passage conditions as currently found on the property. 5.2 Lake Washington Shoreline Planting The Lake Washington shoreline planting plan (see Appendix 1, Sheet L100) is being developed to enhance functions and values along the shoreline. Under existing conditions, approximately 1.23 acres of the area within 100-feet of the Lake Washington shoreline is vegetated with exotics, upland shrubs and trees (this excludes the 0.36 acres of Baxter Cove wetland and its regulatory buffer). This area of coverage will be maintained or extended under the planting plan. In addition, virtually all existing shrubs are non-native and will be removed and replaced with native species. The area of tree canopy coverage, (0,$2 acres under existing conditions) will also be matched or exceeded under the planting plan. The planting plan contains the following features important to improving habitat quality on the site; • Existing non-native and invasive vegetation will be removed from the entire site. • Existing large trees 10 inches or larger in diameter at breast height (dbh) within 100-feet of Lake Washington have been mapped (see Appendix 1, Site Map, Sheet 1) and will be preserved wherever possible consistent with site remediation and the land -use plan. • An area located within 100-feet of Lake Washington will be replanted as needed to meet or exceed existing vegetation coverage (approximately 1.23 acres) along the shoreline. • Tree canopy coverage within 100-feet of Lake Washington (approximately 0,82 acres) will be matched or exceeded. Planting soils will be amended if necessary to provide suitable growing conditions for new plantings. • Plantings along the shoreline will consist of a multi -layered approach consisting of groundcovers, forbs, shrubs, and tree canopy layers. • Shoreline plantings will consist entirely of native species typically found adjacent to lakes and streams within the Pacific Northwest. All plants will be selected to provide a combination of moderate to high shoreline protection and wildlife function. • Landscaping plantings selected for the project will be dominated by native species that provide moderate to high wildlife function. + All plantings will be established at a density that can reasonably be expected to thrive under the growing conditions present on the site and achieve the cover objectives within 5 to 10 years. September 20, 2006 CED,4ROCK CONSULTANTS, INC. and A KINDIG & CO. Seanawks,09--'0-06 Lakes Slream Repor7 doe Page 13 Seahawks Corporate Heodquurters and Training Facility Renton, Washington Stream and Lake Study,.Witigation Plan Supplemental watering will be provided along the shoreline until plantings are well established and can survive on their own. Because of the high visibility of the project, all planting, both shoreline and landscaping, will be maintained indefinitely. On -going maintenance will occur throughout the year. Dead and dying plants will be replaced as needed. Non-native species will be removed by hand. Some pruning of larger hardwood trees (rather than plant removal), particularly lower branches, may occur to facilitate shrub and groundcover growth and provide lake views from some portions of the Headquarters Building, while retaining tree canopy. The shoreline zone planting will take place on a declining slope, some of which will be graded to accommodate capping of the site, training fields, and building development upslope (see Appendix 1, Sheet L 100). A typical topsoil profile (whether existing in the non -graded area or imported in the graded fill area) will be between 12 and 1S inches. Vegetation in shoreline area will consist of native riparian species that will be selected from the list provided in Table 1, Landscaping for the planting beds, parking lots, and perimeter screening will also be based almost entirely on the use of high value native vegetation and will include many of the species noted above. 5.3 Maintenance and Monitoring Operations and maintenance practices for protection and maintenance of the Lake Washington shoreline area is provided in Section 9 of this document. Monitoring is described in Section 11. September?0, 006 CEDAR OC'KCONSUL T4NT.S, INC. and A.C. KINIDIG 8c CO Seohnu•k,',04-J0-061.n vs Stream Repurr.do, page 14 Seahaivks Corporate Headquarier.s and Training Facility Renton, PVashington Stream and Lake Sludy/,Glitigalion Plan Table 1 Plant species selected for Lake Washington shoreline_ Dry Zone (upland) Herbaceous Species — hydroseeded a. Deer Fern b. Pearly Everlasting C. Trailing Snowberry d. Dewey's Sedge e. Thick-headed Sedge Blechnum spicani Anaphalis margaritacea Symphoricaipos mollis Carex deweyana Carer pachystachya Woody Shrubs — 5' O.C. in groups of 3 to 9 a. Bald Hip Rose Rosa g�,mnoearpa b. Evergreen Huckleberry Vaccinium ovatum C. Low Oregon Grape Mahonia nevinii d. Mock Orange Philadelphus leMsii e. Red -Flowering Currant Ribes sanguineum f. Snowberry Syrrtphoricarpos albus Trees — 1 2' O.C. a. Pacific Dogwood Cornus nuttallii b. Douglas Fir Pseudotsuga menziesii C. Madrona Arbutus menziesii d, Big -leaf Maple Acer macrophyllum Wet Zone (adjacent to the shoreline) Herbaceous Species — hydroseeded a. Shortawn Foxtail Alopecuru.s aequalis b. Water Foxtail A lopecurus geniculatus C. Slough Sedge Carex obnupta d. Sawbreak Sedge Carex stipata e. Hardstern Bulrush Scbpus acutus f. Small -fruited Bulrush Scirpus microcarpus g. Slender Rush Juncu.s tenuis h. Spike Bent Grass Agrostis exarata Woody Shrubs — 5' D.C. in groups of 3 to 9 a_ Black Gooseberry Ribes lacustre b_ Bog Laurel Kalmia mierophj4la C. Bog Rosemary Andromeda polifolia d. Hardhack Spirea Spiraea douglosii e. Red Osier Dogwood Cornus stolonifera Trees — 12' O.C. a. Red Alder Alnus rubra b. Black Cottonwood Populus trichocarpa c. Sitka Willow Salix sitchensis (adapted from the King County Native Plant Guide and the King County, Washington — Surface Water Design Manual). Seplenaber 20, 2006 CEDAROCK CO,'sSC1,TA14T31,VC- and A-C. KINDIG & CO. Seaha kr'09-'0-06Io4esSireamRepar.doc Page 15 Seahawks Corporate Headquarters and Training Facility Renton, Washington Stream and Lake StudiVld ii atian .Plan 6.0 RESOURCE AND FUNCTIONAL VALUES TO BE RESTORED, CREATED, OR ENHANCED Aquatic and wildlife habitat on the site consist of a Class 1 lake, a Class 2 stream, and associated riparian zones. All three features have been heavily impacted by the long history of industrial land use and associated contamination at the site. To avoid direct contact to humans and preserve and protect water quality in the lake and stream, the approximately 125-foot remaining open portion of the watercourse will be culverted s❑ that the entire Class 2 watercourse will be culverted through the site. No further enhancements are proposed to Gypsy Subbasin Drainage. No stormwater from the developed site after capping will discharge to Gypsy Subbasin Drainage. The Lake Washington shoreline riparian planting plan focuses on restoring habitat function to a degraded area. Aquatic functions described in Section 4.5 are targeted for enhancement with the primary purpose of improving nutrient contribution to fisheries resources in Lake Washington and providing a higher quality wildlife habitat corridor along the shoreline. This will benefit small wildlife species including birds, amphibians, rodents, and mammals. 6.1 Habitat Improvement Opportunity Key to the restoration value of the riparian planting plan is the existing degraded condition of the Lake Washington shoreline (see description in Section 4.4). The project will not disturb or remove any significant functional benefit of the shoreline as the existing condition provides minimal value. The net change provided by the project along the shoreline will increase habitat value for both fish and wildlife. The City of Renton has designated the shoreline an Urban Environment. urban Environments have the objective of providing for water dependent uses, including human access, along water's edge. Under the new City Shoreline Ordinance, protected riparian zones in Urban Environments are a function of how the shoreline is used and can range from 0 to 100 feet in width, The proposed action will match or exceed the total area of existing trees and shrubs within 100- feet of water's edge and will create much higher habitat quality by removing exotic species and replacing them with native plants. Because much of the shoreline area currently consists of asphalt, bare dirt, and patches of exotic grass, development of various project features that will occur within the shoreline area (practice fields, building, pavement) can be completed without adversely affecting existing habitat quality. 6.2 Function and Value Comparison This section provides a description of riparian functions and values to be provided under the proposed project action and compares each function to the existing condition described in Section 4.5. Function and value determinations are based on best available science as described in A.C. Kindig & Co and Cedarock Consultants, Inc. (2003). Septemher 20, 2006 CEDAROCt CONSULTANTS, INC. arrd rf.C. KWDIG & CO SeUhuakei09-'f]-G6 Lokes 9eaw Report doc Page 16 a Seahawks Corporate Headquarters and Training F"ar.dity Renton, Pashin ton Sn-earn and Lake Study/Mitigation Plan Water QualitX The Consent Decree remediation requirements will benefit water quality because capping and development of the site will protect rainfall from conveying soil into Gypsy Subbasin Drainage or Lake Washington. The project stormwater management approach is based on the 2005 King County Surface Water Design Manual. Enhanced water quality treatment is proposed for site stormwater runoff (Magnusson Klemancic Associates 2006). Six stormwater management treatments are proposed to serve different developed portions of the site. The six treatment areas and systems consist of the following; SyDthetic Turf Field and BuildinwRoof Areas (one system) - These areas are non -pollution generating surfaces. Stonriwater runoff from the synthetic turf field and building roofs will be drained to Lake Washington as direct discharge. Precipitation landing on the field will drain vertically through sand and gravel to subdrains that will convey the stormwater to a site storm drain system discharging to Lake Washington. Natural Turf Fields (one system) - Similar to the synthetic turf field, precipitation that lands on the natural turf fields will drain vertically through sand to subdrains. The natural turf fields, with an 18-inch layer of sand, will function as a large sand filter, An Integrated Pest '_Management (IPM) Plan will he prepared that describes turf management practices for these practice fields. One -hundred percent of storm runoff from these fields will pass through the underlying sand, which exceeds the 2005 King County Manual enhanced treatment requirement for treatment of 95 percent of storm runoff. Paved Parking and Driveways (four systems) - Stormwater runoff from paved parking and driveway areas will be treated in four large sand filters. Three of the sand filters will be covered with grass, which will intercept fines and provide pre-treatment and to help maintain the surface permeability of the filter as shown by research data (A.C. Kindig 1999). Pretreatment in the fourth large sand filter will be provided by an additional six inch top layer of sand, which will be removed and replaced once or twice annually. The large sand filters have been designed per the 2005 King County Surface Water Design Manual. Overall, the net effect of remediation and development on the property will be improvement of water quality in Lake Washington. Food The enhanced Lake Washington shoreline area is expected to provide significantly better nutrient contribution than under existing conditions due primarily to the increased presence of native species along the shoreline and the more diverse source of leaf litter and insect habitat this provides. The existing 20-foot wide swath of Himalayan blackberry and Scotch broom interspersed with a relatively sparse native tree canopy layer provides little of the normal year- round organic nutrient contribution or supply of small woody debris contributed by a native species buffer. The insect population and benthic invertebrate community is different than native fish evolved to require. Because most organic material falls vertically or is carried a short distance by wind, the region providing the greatest nutrient benefit to the aquatic environment is Sepfemher 20. 2006 CEDA ROCK CO:vSULTANTS. INC. and R C. KLNDIG & CO. Seahakl:v6P-20-06 Lakes Swow Repore.,(o� Page 17 Seahawks Corporate Headquarters and Training FacdiD, Renton, Washington Stream and Lake Study-'Miti ation Plan directly over and within 50-feet of a waterbody. Therefore, the enhanced shoreline area ranging from between 20-feet to about 200-feet and averaging about 50-feet will provide an important new nutrient source and will improve habitat quality along the lakeshore. The loss of the narrow riparian buffer adjacent to the Gypsy Subbasin Drainage will slightly reduce the amount of nutrients contributed by this drainage to Lake Washington. However, the primarily exotic and relatively sparse nature of the buffer is not a significant source of material and the Ioss will more than be made up by proposed planting adjacent to Lake Washington- Microclimate Microclimate is a big picture climate control issue extending for up to many hundreds of feet from the lake. Neither the existing buffer nor the proposed buffer will have much effect on this habitat variable. Temperature and Shade With large lakes such as Lake Washington, shade is not a significant variable influencing water temperature. The proposed shoreline enhancements with some overhanging vegetation will provide localized shading along the shoreline and should benefit temperatures in shallow areas immediately adjacent to the shore, but the overall effect will be negligible. Placing the Gypsy Subbasin Drainage into the culvert essentially provides 100 percent shading for this creek though the difference in water temperature being delivered to Lake Washington will be negligible. Human Access Control Urban Environment designated shoreline areas are intended to encourage human access to water's edge, though in this case access will be controlled by walkways, fencing, and perhaps some thorny native vegetation, rather than solely reliant on vegetation. The proposed shoreline area will have little function in limiting human access control in this situation. This is comparable to the existing condition where fencing rather than vegetation is used to 1'smit access along the shoreline. Large Woody Debris Large woody debris contribution is not a significant function of riparian buffers in the urban environment due to the liability of allowing large old trees to fall randomly near densely populated areas. However, smaller woody debris can function as substrate for macro invertebrates and as an organic nutrient source- Under the proposed enhanced shoreline area, both coniferous and deciduous trees will be planted as future sources of organic debris. Neither of these benefits would occur under the existing condition where the site is periodically graded. Channel Migration Channel migration zones are not associated with managed ditches and large managed lakes as are found on or adjacent to the property. The proposal will have no effect on channel migration. September 20, 2006 CEDAROCK CO:VSULTA,VTS INC. urid A.C. KIVDIG & CO. Seaho ks,O-'0-G6 LnF.e, Sire w Repo,!.doc Page 18 Seuhawks C'urporate ffeadquarters and Trurning Faedifli Renton, Washington Stream and Lake Stun! lMiti aiion Plan Bank Stability The immediate shoreline will remain relatively unchanged. With the types of plants proposed for the enhanced shoreline area arrangement, and the relatively low energy lakeshore environment (relative to flowing channels), root strength in the enhanced area is expected to provide good protection of the shoreline from wind -induced waves and boat wakes. The proposal will have little effect on bank stability. Wildlife Habitat Wildlife habitat for most species will improve significantly under the proposed condition as the relatively sparse and exotic shoreline vegetation is replaced with a diverse native planting regime. Native plantings in a multi -story canopy provide a much higher wildlife habitat value especially when they are planted in large contiguous groupings and are associated with aquatic habitat as is proposed in the southwest comer of the site. Native species provide superior feeding, roosting, and nesting opportunities for birds. The resultant woody debris and herbivorous ground cover is better for amphibians, reptiles, and small rodents. The loss of riverine habitat associated with filling the 125-foot stretch of the Gypsy Subbasin Drainage will result in less habitat opportunity for species preferring moving water. But other than the beaver that has established a small dam in this system, the rip -rap lined banks and exotic species dominated shoreline does not provide good quality habitat. The proposed shoreline enhancement area along Lake Washington will improve the overall quality of habitat for most wildlife. Wetland The only wetland on the project site is in the Baxter Cove area which will remain untouched under the proposed development action. The buffer of the wetland will be altered to no less than a 40 foot width, and averaging will be used to maintain an average buffer width of 50 feet as allowed under the J.H. Baxter Property Mitigation Analysis Memorandum (Associated Earth Sciences, Inc. 2000). Uplands contiguous with the protected wetland buffer will be planted with high density tree and shrub habitat (see Appendix 1, Sheet L100). 6.3 Summary Value for all habitat functions under the proposed development is expected to be equal to or greater than under existing conditions. This is primarily due to the relatively sparse and non- native dorinated vegetation along the shoreline, and the low value of the remaining portion of the Gypsy Subbasin Drainage currently existing on the property. The quality of vegetation will increase greatly as native groundcovers, shrubs, and trees are planted and maintained. 7.0 COORDINATION WITH OTHER AGENCIES Ecology is the lead agency under the State Environmental Protection Act (SEPA) for all cleanup actions under the Prospective Purchaser Consent Decrees between the State of Washington Department of Ecology (Ecology) and the Port Quendall Company dated April 2000- The SEPA Mitigated Determination of Nonsignifrcance was issued on April 2000 for the capping and institutional control remedial actions to be performed under the April 2000 Feasibility Study/Cleanup Action Plan for the J.H. Baxter North Property and the April 2000 Cleanup September 20, 2006 CEDAROCKCON-S[:LTANT.S, INC. andA.C- KlNDIG & CO Seahaw-k, '%-ip-QS Luke, Siream Repan &jr Page 19 Seahawks Corporate Headquarters and Training Facdio) Renion, Washington Stream and Lake Saudi -/Mitigation Plan Action Plan for the J.H Baxter South Property as required by the Consent Decrees, The Consent Decrees and Feasibility Study/Cleanup Action Plans require capping of the entire site to within 25 feet of the Lake Washington shoreline, An Engineering Design Report (EDR) for the North Baxter property and an amended EDR for the South Baxter property are under preparation for Ecology review and approval to implement the Feasibility Studies/Cleanup Action Plans. Ecology's approval of the EDR will include its determination that substantive requirements of state and local permits and approvals are met under the Consent Decrees, although implementation of Consent Decree requirements procedurally exempts these permits and approvals. These include a Hydraulic Project Approval (HPA) from Washington Department of Fish and Wildlife (WDF'W) and site grading, filling, utility trenching, and building approvals from the City of Renton, A Notice of Intent to obtain a National Pollutant Discharge Elimination System (NPDES) permit for discharge of construction runoff and a Stormwat.er Pollution Prevention Plan for construction will be submitted to Ecology, however all stormwater runoff during site construction will discharge to the sanitary sewer under a Sanitary Discharge Permit from King County Industrial Waste as required by the Consent Decrees. Discussions with the Army Corps began with a pre -application meeting on January 15, 1997 for remediation of the combined Quendall and North and South Baxter properties. During subsequent consultation, the Army Corps indicated they would decline jurisdiction over filling of the Gypsy Subbasin Drainage. Consultation to confirm the Army Corps continues to decline jurisdiction over Gypsy Subbasin Drainage alterations is being sought by the proponent. No other actions require federal approval. Ecology's approval of the EDR documents will procedurally exempt WDFW requirements for an HPA. However, the applicant met with WDFW, Ecology, and the City of Renton on August 9, 2006 to discuss preliminary plans for fill of a 125 foot section of Gypsy Subbasin Drainage pursuant to capping requirements of the Feasibility Study/Cleanup Action Plan, realigning the culvert and providing for conveyance of the Gypsy Subbasin Drainage flows through the property at full buildout of the basin upstream of the North Baxter property, construction of new stormwater outfalls to Lake Washington, and substantive mitigation requirements for the Gypsy Subbasin Drainage fill. It was agreed for the purposes of complying with WDFW's substantive requirements that a Joint Aquatic Resources Permit Application (JAR -PA) for the various improvements will be submitted as part of this Lakes and Streams Report for the City of Renton. This Lakes and Streams Report is a requirement of the City of Renton under its Critical Areas Ordinance for the development planned for the North and South Baxter properties. Renton must issue a Shoreline Substantial Development permit, perform SEPA review, issue a Master Plan approval, and issue other building permits for construction elements of the proposed Seahawks Corporate Headquarters and Training Facility that are not requirements of the Consent Decrees with Ecology. This Lakes and Streams Report is required to assess impacts and riparian functions and values for alterations to the Lake Washington Shoreline, and includes functional impacts and mitigation for the alteration to Gypsy Subbasin Drainage required by capping under the Consent Decrees, September 20, 2006 CF_DAROCK CONSULTANTS, INC. and A.C. Kh%DIG rL CO. Seahuw&0r%--'0-06 Laker Sirean Repon. for Page 20 Seohawks Corporate Headquarters and Training Facility Renton, GYashington Stream and .Lake Siudy/lYfitigation Plan 8.0 CONSTRUCTION SCHEDULE Construction is expected to begin in November of 2006 with demolition of existing structures, clearing and grubbing. Capping and grading will begin soon thereafter and be complete by June 2007. The new Gypsy Subbasin Drainage culvert will be constructed and placed into operation during the fall/early winter of" 2006 and the existing open portion of channel will be filled once the new culvert is active. Building construction will begin in January 2007 and be complete by July 2008. 9.0 SITE PROTECTION AND MAINTENANCE Riparian plantings in the shoreline enhancement area and throughout the site will be monitored and maintained continuously after construction under a landscaping contract the project owner will maintain. Maintenance will proceed consistent with Ecology restrictive covenants in place after completion of cleanup activities under the Consent Decrees and will include replacement of dead and dying plants, removal of exotic plant species, watering as necessary, and trash collection. Riparian planting maintenance and monitoring will occur for 5 years after construction, but on -going maintenance will continue indefinitely as the site is maintained for the new Seahawks headquarters. 10.0 ENVIRONMENTAL GOALS, OBJECTIVES, AND PERFORMANCE STANDARDS The overall environmental goal for the Stream Mitigation/Riparian Planting Plan will be to provide a viable riparian plant community adjacent to Lake Washington that increases habitat functions and values for regional fish and wildlife. Specific functions are described in Section 4.0. More specific objectives include: • Create 53,453 square feet of vegetated shoreline area consisting almost exclusively of native plants. • Remove and control invasive and exotic plants from the site. • Eliminate water contact with surface soils. • Additional important features for the riparian planting plan are listed in Section 5,2 Monitoring will be conducted for the purpose of ensuring the plant community as designed and planted complies with these objectives. Monitoring and performance standards are described in Section 11. September 20, 2006 CEDAROCK CONSULT.4,VTS, INC. and A.C. KINDIG & CO Seahnv !s, 09-20-06 Lakes Srream Renor[ doe Page 21 Serahawks Corporate Headqirarters and Training Facility Renton, Washington Stream and Lake Siud lAhti ation Plan 11.0 MONITORING The purposes of the habitat monitoring program are: (1) to ensure that design goals and objectives along with applicable permit specifications are met; (2) to document physical and biological characteristics of the newly planted riparian shoreline area, and (3) to ensure consistency with Ecology restrictive covenants in place after the completion of cleanup activities under the Consent Decrees. The monitoring process will consist of three distinct phases: (1) construction monitoring; (2) compliance monitoring; and (3) long-term monitoring. The following sections describe elements of the monitoring program- 11.1 Sampling Methodology Monitoring of shoreline vegetation will be conducted using the techniques and procedures described below to quantify the survival, relative health and growth of plant material as well as the successful creation of an area meeting goals described in Section 10. An annual monitoring report submitted following each year of monitoring will describe and quantify the status of the riparian planting at that time. Construction Monitoring Compliance success is increased with early and frequent coordination and communication between the appropriate parties. Coordination meetings could include the fisheries biologist, landscape architect, project engineers, regulatory agency representatives, and contractors. A pre -construction meeting of personnel responsible for the design and those responsible for establishment of the riparian planting and construction along the shoreline is recommended. The purpose of the meeting will be to review the intent of the riparian planting plan, establish a pathway of communication during construction, agree upon the construction sequence, and address and resolve any questions. The landscape architect and project biologists should be present on -site as necessary to review project implementation. Duties will include: (1) assist in identifying and marking the limits of clearing and grading, where applicable; (2) inspect the plant materials and recommend their final placement before planting; (3) determine the correct type and application rate of amendments to the soil, if needed; (4) make adjustments in planting plans, as needed, in response to field conditions; (5) enSLLre that aquatic related construction activities are conducted per the approved plan and pen -nits; and (6) resolve problems that arise during restoration, thus lessening problems that might occur later during the long-term monitoring phase. Cor-npliance, Monitorin Compliance monitoring consists of evaluating work areas immediately after planting and restoration work is completed along the shoreline. Objectives are to verify all design features September 20, 2006 CEDAROCK COA'KITANTS, INC nnd,1.C. KJADIG & CO. SeanawLAY-30.66 Luker Stream Repor1_dnc, Page 22 Seahaxks Corporate Headquarters rind Training Facdai v Renton, Wa.shin ion Stream and Lake Study. Eation Plan have been correctly and fully implemented, and that any changes made in the field are consistent with the intent of the design. Evaluation of the planting areas will be done by the Landscape architect using evaluation standards and criteria discussed below. After grading and planting of the shoreline area is complete, a walk-through survey will be completed to ensure species selection, plant location, and planting methods met all requirements of the landscape plan and any additional permitting conditions. A quantitative assessment of the plants established in the shoreline area (including plant counts and cover -abundance, as appropriate) will be recorded in representative sample plots for baseline data. This information will be used to document "time -zero' conditions from which the long- term monitoring period will begin. At each point, fixed-point photos will be taken during monitoring visits to provide physical documentation of the condition of the riparian planting areas. Photographs will be taken from all sample plot locations established during the first monitoring site visit (compliance) and thereafter each visit of the monitoring period from the established location points. The compliance monitoring phase will conclude with preparation of a compliance report from the landscape architect and project biologists. The report will verify that all design features have been correctly, fully, and successfully incorporated. Substantive changes made in the planting plans will be noted in the compliance report and on the drawings for use during the long-term monitoring phase. Information on changes should include details describing what was done, where, why, at whose request, and the result of the change. Locations of monitoring stations established for the compliance monitoring will be identified on the as -built plans- The planting plans, with the compliance report, will document "as -built" conditions at the time of construction compliance. The compliance report and as -built drawings will be submitted to the City of Renton and Ecology. Long-ten-n Monitoring Long-term monitoring will begin after acceptance of the compliance report by the City of Renton and will be conducted for five growing seasons. Monitoring will evaluate establishment and maintenance of plants in the shoreline area to determine if goals and objectives of the mitigation/riparian planting plan have been met. Monitoring will be conducted annually each year during the five-year monitoring period. A final site check and summary report will be prepared in the fifth year of monitoring. At each sample station, plant species will be identified, individual shrubs and trees counted (where appropriate) to document survival, and an estimate of cover and abundance made using commonly accepted methods. The plantings will be examined to document survival rate of each species planted, signs of stress, damage, or disease as well as signs of vigor, and rates of colonization by other plants_ Special attention will be paid to species considered to be exotic or invasive (e,g., reed canarygrass, Himalayan blackberry, Scotch broom). September 20, 006 CEDAROCK COiW,LTANTS. INC and A.C. KINDIG tR CO. Seahawks/09-20-06 Lake, Slreanl RepcAdm Page 23 Seahawks Corporate Headgi.tarlers and Training Facility Renton, Washington Stream and Lake Stud 4fiti ation Plan All wildlife observed during the monitoring will be recorded, with notes made regarding habitat use patterns and activities. Any evidence of breeding or nesting activities will be noted. Monitoring reports will be prepared for submittal to the City of Renton and Ecology at the end of each monitoring year. The monitoring report will document the changes occurring within the mitigation/riparian planting areas and make rccornmendations for improving the degree of success or correcting any problems noted during monitoring. Monitoring reports will document how the riparian planting is meeting the goals and objectives of the plan. 11.2 Standards Of Success Success standards for the Lake Washington riparian shoreline area are relatively simple and straightforward due to the absence of complicated hydrologic regimes. Of primary concern is ensuring the establishment and viability of a functional plant community dominated by native species. As such, mitigation/riparian planting success will be determined if the following goals are met: • A total of 53,453 square feet of mitigation/'riparian planting is present within 100-feet of the Lake Washington shoreline and 9,005 square feet of mitigation planting is present between 100 and 200 feet of the Lake Washington shoreline. • Within the mitigation/riparian planting area there is ninety-five (95) percent survival after Year 1, ninety (90) percent survival after Year 3, and eighty (80) percent survival for all planted woody vegetation (shrubs and trees) at the end of Year 5. • Within the mitigation/riparian area there is not more than 2 percent cover of non-native invasive species at the end of each year. • No significant areas of erosion (defined as shoreline material loss of greater than one cubic yard) will occur along the Lake Washington shoreline. Volunteer native, non-invasive species will be included as acceptable components of the mitigation if they are thriving at the end of Year 5. 12.0 CONTINGENCY PLAN If monitoring results indicate any performance standards are not being met, it may be necessary to implement all or part of a contingency plan. Such plans are prepared on a case -by -case basis to reflect failed mitigation characteristics. A contingency plan would be developed based on a specific failure to meet success standards described in Section 11.2 of this plan. The contingency plan could include recommendations for additional plant installation, erosion control, modifications to the watering regime, and plant substitutions including type, size, and location, consistent with Ecology restrictive covenants in place after the completion of cleanup activities under the Consent Decrees. City and Ecology approval would be requested before implementation of the plan. September 20, 2006 CEDA ROCK CONSULT NTS, i.VC. and ALC. KT,'v'DIG & CO. Sr„r,awk ; 09-10-06 Lakes Sremn Repo,f dae Page 24 Seahawks Corporate Headquarters and Training Faciliry Renton, Washington Stream and Lake .Study,Mfit utiyn Plan Contingency/maintenance activities may include-, • Replacing plants lost to vandalism, drought, or disease, as necessary. • Replacing any plant species with a 20 percent or greater mortality rate with a similar species approved by the City. • Irrigating certain areas only as necessary during dry weather if plants appear to be too dry, with a minimal quantity of water. • Reseeding the shoreline riparian planting area with an approved grass mixture as necessary if erosion/sedimentation occurs. • Removing all trash or undesirable debris from the wetland and planting areas as necessary. 13.0 MITIGATIONMPARIAN PLANTING COST ESTIMATE Table 2 Cost Estimate Worksheet' Items Trees Units 134 Unit Cost S50 ea Total $6,700 Large shrubs 1,274 S30 ea $38,211 Small shrubs 1,330 $17.50 ea $23,275 Native grass 26,144 $1.25 sq.ft. $32,680 Irrigation 52,289 $1 foot $52,289 Fine grading 52,289 $0.25 sq.ft. S13,072 Topsoil 1,292 S26 cu.yd $33,592 Mobilization 1 $24,768 ea $24,769 Landscape architect oversight 100 $100/hr $10,000 Maintenance 5 $3,000 year S 15,000 Monitoring 5 S2,000 year $10,000 Base Cost - $259,587 30% Contingency - $77,876 Total Cost - $337,463 September 20, 2006 CEDAROCK CONSULTANTS, INC. and A.C. KJNDICr & CO Seohc�,L.,09-20-06 La es .Slrerrn; Repor�.doc Page 25 Seahawks Corporate Headquariers and Training Facility Renton, Washington Stream and Lake Stud),4Witiguiion Plan 14.0 COMPLIANCE WITH THE RENTON MUNICIPAL CODE RMC 4-3-050 L(3)(c)(11) provides criteria for approval of a Stream and Lake Mitigation,'Riparian Planting Plan. This section discusses how the conceptual plan .meets those requirements. 14.1 Mitigation Location Mitigation for all proposed environmental impacts will take place on -site as recommended as the preferred mitigation location under the RMC. 14.2 Mitigation Type Proposed mitigation/riparin planting consists of several of the preferred options under subsection L3c(ii)(b). These include a net reduction in impervious surface from the Lake Washington shoreline area, improving biological functions of the shoreline, increasing native planting along the shoreline (which is a recommended watershed improvement), and improving water quality in Lake Washington. There are no options to daylight streams or remove manmade salmonid migration barriers within the project site, however, the larger culvert being provided under the site may improve fish migration characteristics somewhat. As demonstrated in Section 6.2 of this report, the riparian planting provides for equivalent or greater biological functions of the Lake Washington shoreline. 14.3 Contiguous Corridors All riparian planting has been located to preserve or achieve contiguous riparian and wildlife corridors to the greatest extent practicable along the Lake Washington shoreline. All proposed riparian planting consists of one contiguous habitat corridor along the shoreline. 14.4 Non -Indigenous Species No non -indigenous plant, wildlife, or fish species shall be introduced. All species to be utilized for riparian planting are native species selected to provide a combination of moderate to high aquatic protection and wildlife function. 14.5 Equivalent or Greater Biological Functions Existing and proposed ecological functions of on -site riparian habitat is discussed in Section 6.2 of this report. Compliance with best available science is discussed in Section 15.0. The evaluation of functions and values found a net gain in riparian habitat quality. 14.6 Minimum MitigationlRiparian Planting Plan Performance Standards RMC 4-3-050 F(S) contains additional mitigation requirements which the applicant must meet. The applicant shall; • Demonstrate sufficient scientific expertise, the superyisory__capabilir and the financial resources to carry out the mitigation project. To this end the applicant has contracted with EDAW Seattle to provide the riparian planting landscape design. The plan was reviewed for functional benefit to the aquatic environment by Cedarock Consultants, Inc. Both firms have September 20, 2006 CEDAROCK CONSULTANTS, INC. and A.C. KINDIG & CO. L.4c, Sfream Repcw.dvc Page 26 Sr,ahawks Corporate Headquarters and Training Facility Renton, Washington Stream and Lake Stradyllfiiigation Plan extensive experience designing, supervising construction, and monitoring results of riparian planting projects. Resumes of key personnel are provided in Appendix 4. The applicant, Football Northwest, LLC, is a large established company with substantial financial resources. Demonstrate the capability for monitoring the site and to make corrections during the monitoring period if the miti atg ion project fails to meet -pro jected foals. Monitoring for this project is relatively simple. No complicated wetland, hydrologic, or fish surveys are required. All corrections will consist of replacement of dead and dying plants as necessary and possible minor repairs to infrastructure (fences, signs, etc.) and the shoreline along Lake Washington. • Protect and manage, or provide for the protection and management, of the mitigation area to avoid further development or degradation and to provide for long-term Persistence of the mitigation area. The applicant is developing the project as their future headquarters and will be located on -site. They have a vested interest in maintaining the vegetation in excellent condition as it will be visible from the headquarters building and practice facilities. • Provide for protect monitoring and allow City inspections. The applicant will contract with a consultant to monitor all the shoreline planted areas. City inspections will be allowed. • Avoid mitigation proposals that would result in additional future mitigation or regulatory requirements for adjacent properties, unless it is a result of a code requirement, or no other option is feasible or practical. The proposed riparian planting does not move the location of any natural feature towards adjacent properties. Thus no off -site property owners will be affected. • For on -site or off -site mitigation proposals, abutting or adjacent property owners shall be notified when wetland creation or restoration stream relocation, critical area buffer increases, flood hazard mitigation, habitat conservation_ mitigation, or geologic hazard mitigation have the potential to considerably decrease the development potential of abutting, or adjacent properties. For example, if a created wetland on a property would now result in a wetland buffer intruding onto a ncip_bboring property,the neighboring ro et owner would be notified. The development potential of abutting or adjacent property owners will not be affected in any way by the proposed shoreline planting plan for this project. 14.7 Based on Best Available Science Compliance with best available science is described in Section 15.0. September 20, 2006 CEDAROCK CONSULTANT'S, INC and AC. KINDIG & CO. seahnuks:09-'0-06 Lakes Scream Reporl.dac Page 27 Seahawks Corporate Rea dgtiarters and Training Facility Renton, Washingion Stream and Lake Study/Mitigation Plan 15.0 COMPLIANCE WITH BEST AVAILABLE SCIENCE 1.5.1 Review of the Best Available Science Supporting the Proposed Request Mitigation plantings proposed for the Lake Washington shoreline are both wider and better vegetated than under existing conditions. Functions and values of both aquatic and upland riparian habitat will be improved over existing conditions based on wider buffers, native species plantings, and water quality improvements. A summary of proposed riparian functions in comparison to existing riparian functions is provided in Table 3- Riparian areas are generally recognized as having four major elements necessary to protect the aquatic environment: • Maintenance of stream baseflows; • Maintenance of water quality; • Contribution to in -stream structural diversity; and • Contribution of biotic input including insects and organic matter. Best Available Science (BAS) is unanimous in its recognition that wider riparian areas provide increasing value to aquatic habitat (Pollock and Kennard 1999). Since the relationship between riparian width and riparian function is exponential, the incremental functional benefits of increasing riparian width decreases as buffers become wider. Under proposed conditions for Lake Washington, the riparian planting area wit] range from a minimum of about 20 feet to a maximum of about 200 feet (horizontal distance). Because the planted area will be wider than under current conditions, and because species quality, quantity, and diversity along the shoreline will be improved over existing conditions, the proposal is consistent with the R.MC requirement to utilize BAS to improve water quality, fish, and wildlife habitat- As described below using BAS, the proposal will create a functional riparian corridor fiilly capable of protecting the major habitat elements. Baseflow The proposed shoreline area will have no effect on baseflow because of the size of Lake Washington and its position at the downstream end of the watershed. Water levels in Lake Washington are not controlled within the inunediate riparian zone of the lake. ,September 20, 2006 CEDAROCK CONSULTANTS, 1A'"C. and A.C. K1NDIG & CO.. Seoha. ks;'09-?0-Q6 Lokvc Sr,earrr Rerorr.dor Page 28 Seahawks Corporate Headquariers and Training Facility Renton, 1�ton Stream and Lake Study Alitigation Plan Table 3 Riparian Habitat Functions and Values, Comparison of Existing versus Proposed Conditions Water Quality Low to :Moderate Food Low Microclimate Low to Moderate Temperature Low to & Shade none Human Low Access Large Woody Low Debris Channel Low Migration Bank Stability Low to Moderate Wildlife Not Rated Habitat Existing condition lacks width, plant density, and plant diversity. Lack of native vegetation also a minus. Sparse non-native vegetation provides little beneficial leaf litter and small organic debris. Existing shoreline area has little effect on microclimate Not a significant issue for large Class 1 waterbodies. Lake Washington is a public access area so access control not a habitat function issue Site periodically cleared so unlikely to have any significant future LWD contribution. Controlled lake level and no surface channels on -site. No potential for channel migration Exotic species dominated shoreline. Banks partially protected by large logs. Patchy exotic species dominated riparian vegetation of relatively low value as bird, amphibian, reptile, and rodent habitat. Adapted trom: A.C. Kindig & Co and Cedamck Consultants, Inc. 2003. Future development is not dependant on riparian function for water quality because it employs the 2005 King County Surface Water Design Manual, so width for water quality treatment is not required. Native vegetation is a plus. Vegetation optimized with a diverse mix of native species. High habitat value near lake. Proposed shoreline area will have little effect on microclimate. Not a significant issue for large Class 1 waterbodies. Lake Washington is a public access area so access control not a hahitat function issue Equivalent function under both conditions Proposed action will have higher value Equivalent function under both conditions Equivalent function under both conditions Equivalent function under both conditions Planting that will contribute Proposed action some minor woody debris will have higher in the future. value Controlled lake level and no surface channels on -site No potential for channel migration Root strength increased with native shrubs and trees. Banks partially protected by large logs. Native plantings in a dense multi -story contiguous canopy will provide high wildlife habitat value. Fguivalent function tinder both conditions Proposed action will have higher value Proposed action will have highest value September 20, 2006 CEDAROCK CONSULT,4NTS. INC and A.C. KINDTG & CO. .Soahalvk.'04 _'0 04 1"7ipq S('eam Repo' r dcc Page 29 Seahawks Corporate Headquarters and Training Facility Renton, Wushington Stream and Lake Studyltl9itigation Plan Water Quality Water quality as it relates to aquatic habitat consists of various components including chemistry (pH, D.Q., metals, etc.) and temperature (the beneficial dissolved and particulate organic nutrients that are also a component of water quality are discussed in the Biotic Input section). Water Chernistry Riparian widths ranging from 30 to 100 feet are described in the literature as satisfactory for removing the majority of sediment and pollutants from surface water (summarized in Knutson and Naef 1997). However, under the current conditions, on -site natural pathways to the stream are largely absent due to the flat nature of the site and the isolated steely banked below -grade channel. Under the proposal, the site will continue to avoid discharge to Gypsy Subbasin Drainage because the hydrologic flow path through the site will be a piped drainage systems that will bypass the riparian area and convey offsite discharge directly to Lake Washington. For Lake Washington, sheet flow drainage that occurred in the past will be intercepted and treated as required by the 2005 King County Surface Water Design Manual before discharge at outfalls constructed to Lake Washington. Much of the natural riparian functions for hydrologic and water quality functions (peak flow attenuation, base flow releases, and water quality treatment) will be removed from riparian area control by the storm drain system, Storm water detention and water quality treatment requirements are regulated for new development and redevelopment within the City without reliance on riparian buffer function. The proposed riparian zones will provide equivalent water chemistry protection as existing riparian areas, and remediation including site capping and fill of the remaining portion of the Gypsy Subbasin Drainage will result in overall water quality improvements. Temperature and Shade Stream riparian zones provide shade and absorb solar radiation that would otherwise reach streams and increase water temperatures. For these reasons, shade provided by riparian zones can be important to maintaining water temperatures that are favorable for salmonids, However, research on the effects of shade on stream water temperatures shows a considerable amount of variability based on topographic elevation, adjacent land uses, vegetation type, and numerous other factors (Pollack and Kennard 1998). Sullivan el af. (1990) concluded that once streams traveled 25 miles from their watershed divides, they were generally too wide for trees to shade their surfaces or exercise control over water temperature. This is particularly true in large, deep takes like Lake Washington. The proposed shoreline area will provide equivalent water temperature protection as the existing riparian zone. Instream Structural Diversi In -stream structural diversity is provided by large pieces of wood falling into the waterbody. Large woody debris (LWD) consists of downed tree stems and branches and is a functionally important structural component of stream channels and lakes in the Pacific Northwest (Bisson et al. 1987, Beschta et al. 1987, Sullivan et al, 1987, Bilby and Ward 1991, Fetherston et al. 1995, Naiman and Beechie 1992). September 20, 2006 Cl;DAM-K CONSUL TVTS, INC. and A.C. KINDIG & CO Seaaa,k5,09-20-05 Lakes Slream Reporl.doc Page 30 SeahawL- Corporate Heudyuariers and Training Facility Renton, Washington Stream and Lake Sturdy/Mitigation Plan The existing riparian zone contains no trees that would potentially contribute LWD to the lake, in part because the site is periodically cleared. Under the proposed shoreline area, conifers capable of reaching the size necessary to function as LWD will eventually grow to maturity and senesce. Some of these trees will fall into Lake Washington and increase structural diversity. To help protect the shoreline from erosion, the applicant has proposed adding a few pieces of LWTD to the shoreline. This will contribute to LWD accumulation in the area and provide some immediate benefit. The proposed shoreline area will improve habitat quality provided by LWD over existing conditions. Biotic Input Vegetation and insects falling into the creek form an important component of the aquatic ecosystem food chain, especially in smaller strearn channels. The majority of material comes from directly over, or within a very short distance of the stream. FEMAT (1993) suggests most leaf material is contributed by trees located within approximately 50 feet of the channel edge. Under existing conditions there is very little biotic input to the creek. Vegetation is generally sparse and non-native. With the proposed future riparian shoreline area being wider, more diverse, and consisting almost entirely of native species, the contribution of vegetative litter and insect population abundance should increase significantly. The proposed shoreline area will increase biotic input Over existing conditions. Noise and Visual Disturbance Riparian zones protect sensitive areas from direct human impact by limiting easy access to the stream and by blocking the transmittal of human and mechanical noise. Riparian zones provide visual separation between streams and the developed environment, blocking glare and human movement from fish species (Young 1989). Riparian zones function most effectively when the adjacent land use consists of low intensity development; when riparian areas were greater than 50 feet wide, and planted with high duality mixed species of native vegetation that discourage intrusion (Cooke 1992). Other authors recommend controlled human activity within riparian zones, such as restricting human disturbance to footpaths, or roadway crossings within 25 feet of the stream, and allowing active recreation and bike paths within 25 to 50 feet of the stream (Schueler 1995). However, the City of Renton has designated the portion of Lake Washington in which the project is located as an Urban Environment under its Shoreline Master Program where human recreational activities are to be encouraged. Therefore, the shoreline area is not being designed to function as a division between the lake environment and controlled human use. The proposed shoreline area will provide equivalent disturbance protection as existing riparian areas. September 20, 2006 CRD,4ROCC CONSULTANTS, INC. and A.C. KINDIG & CO. Seahawksi09-20-061,akes,Si,eamRepo,fdoc Page 31 Seahawks Corporate Headquarters and Training Facility Menton, Washington Stream and Lake Studylkfidgatian .Plan 15.2 Report Authors Experience The applicant has contracted with EDAW to provide riparian planting design and with A.C. Kindig & Co., which included Cedarock Consultants in the biological analysis for the project. These firms have extensive experience with riparian planting design, construction supervision, and long term project success monitoring. Resumes of key personnel are provided in Appendix 4. 15.3 Analysis of the Likelihood of Success of the Compensation Project The proposed mitigation/riparian planting project is relatively straightforward and will benefit from having the applicant situate their headquarters on the site. The development is a high profile project expected to receive extensive and ongoing media coverage. With the Seahawk's headquarters on -site and the playing fields and players lounge immediately adjacent to the mitigation/riparian planting area, it is in the applicant's best interest to provide long term maintenance of the riparian plantings beyond what might normally be provided for a similar project where the site is sold and the developer leaves. There are no fish habitat or high quality wetlands involved in the riparian planting project. Riparian planting consists primarily of planting native species in good quality riparian soils. The area is watered naturally throughout most of the year and supplemental watering will be provided as necessary. Upland plants will be selected that have adapted to the normal Pacific Northwest wet winter and dry summer seasons. The mitigation/riparian planting site will be monitored for five years to ensure plant species selected and utilized for the project are thriving. Those that are not in satisfactory condition during this period will be replaced. After five years, all healthy plants are expected to continue growing without additional maintenance. However, maintenance will continue as needed to remove debris and replace dead specimens, and manage understory branches of selected hardwood trees. Overall, the likelihood of success for the riparian planting project is considered to be high. 16.0 VEGETATION PROTECTION 16.1 Design Considerations The Consent Decrees and Feasibility Study/Cleanup Action Plans require capping of the North and South Baxter properties to within 25 feet of the Lake Washington shoreline. This will necessitate removal of all existing vegetation under the capped area. The site was last cleared in 1990, so existing vegetation consists predominately of grass, shrubs, and young trees. The largest existing trees consist of 8 to 10-inch diameter cottonwood which are found within 25-feet of the shoreline. These trees will for the most part be preserved except where slopes necessary for grading will bury the rootballs. September 20, 2006 CEDAROCK CONSULT,4NTS. INC and A C. KI,^DIU & CO. Seahawk;�U9-30-051,24esSrreumiReporr.duc Page 32 Seahawks Corporate Headquarters and Training Facility Renton, Washington Stream and Lake Study/Miti anon Plan 16.2 Significant Tree Protection during Construction As noted previously, all existing trees will be removed from the site as necessary for capping except those found within approximately 15 to 25-feet of the shoreline. Within this area, Himalayan blackberry and Scotch broom form dense thickets which have to be removed to accommodate conversion to a native landscape under the shoreline riparian planting plan. The following measures will be implemented during construction to protect significant trees found along the shoreline while all other vegetation is removed: • All significant trees on the project site within 100 feet of the shoreline will be identified and located (see Appendix 1, Site Map (Sheet 1), for 10 inch and larger trees). • Prior to clearing, all trees to be retained shall be flagged. • Prior to grading and throughout construction, a temporary plastic net fence shall be used to identify the protected area of any significant tree designed for retention. The height of such fencing shall be adjusted according to the topographic and vegetative conditions of the site to provide clear visual delineation of the protected area. The size of the protected area around the tree shall be equal to one foot diameter for each inch of tree trunk diameter measured four feet above the ground. • At no time during construction shall the following be permitted within the significant tree protection area: (a) impervious surfaces, fill, excavation, or storage of construction materials; (b) grade level changes, except in limited circumstances where proposed improvements are determined by an arborist to be non -detrimental to the tree root systems. September 20. 2006 CEDAROCK CONSULTANTS, INC. and A.0 KINDIG & CO. Sv,��t,-L")P-zo-F06Jake,Sr,ea: Repartdoc Page 33 Seahawks Corporate Headyuariers and Training Facitiry Renton, Washington Stream and Lake Studylfti gation Plan 17.0 REFERENCES A.C. Kindig 1999. Sand Filter Turf Cover Testing, in Chapter 5, MountainStar :Blaster Planned Resort EIS Water Quality and Fisheries (Associated Earth Sciences, Inc.), June 30, 1999. A.C. Kindig & Cc and Cedarock Consultants, Inc. 2003. Best available science literature review and stream buffer recommendations. Consultant report prepared for the City of Renton. February 27, 2003. Associated Eailh Sciences, Inc. 2000. An Addendum to the Quendall and Baxter Properties Mitigation Analysis Memorandum dated February 17, 2000. J.H. Baxter Propety Mitigation Analysis Memorandum, October 2, 2000, Beschta, R.L., Bilby, R.E., Brown, G.W., Holtby, L.B., and T.D. Hofstra. 1987. Stream temperature and aquatic habitat: Fisheries and forestry interactions. In Sato, E.0 and T.W. Cundy [eds.] Streamside Management: Forestry and Fishery Interactions. University of Washington, College of Forest Resources, Seattle, Washington. 47 1p. Bilby, R.E. and J. W. Ward. 1991. Characteristics and ffinction of large woody debris in streams draining old growth, clear-cut, and second growth forests of southwestern Washington. Can. J. of Fish. Aquat, Sci., 48:1-10. Bisson, P.A. Bilby, R.E. Bryant, M-D, Dotloff, C.A., Grette, G.B., House, R.A, Murphy, M.L., Koski, K.V. and J.R. Sedell. 1987, p. 87-94. In Salo, E.0 and T.W. Cundy [eds.] Streamside Management: Forestry and Fishery Interactions. University of Washington, College of Forest Resources, Seattle, Washington. 471 p. Cooke, S.S. 1992. Wetland buffers -a field evaluation of buffer effectiveness in Puget Sound, Pentec Environmental, Inc. Prepared for Washington Department of Ecology Shorelands and Coastal Zone Management Program, Olympia Washington. Entranco. 1995. Gypsy Subbasin Analysis. Technical Memorandum No. 2. City of Renton. April 1995. Entranco_ 1997. Gypsy Subbasin Drainage Improvements Design Memorandum. City of Renton, September 1997. Federal Ecosystem Management Assessment Team (FEM.AT) 1993. Aquatic ecosystem assessment, Volume 5. Fetherston, K.L., R.J. Naiman, and R.E. Bilby. 1995. Large woody debris, physical process, and riparian forest development in montane river networks of the Pacific Northwest. Geomorphology 13:133-144. King County. 1993. Sammamish River corridor conditions and enhancement opportunities. King County Surface Water Management, Seattle, WA. 54 p. plus appendices. Knutson, K. L. and V. L. Naef. 1997. Management recommendations for Washington's priority habitats: riparian. Washington Department of Fish and Wildlife, Olympia, WA. 181p. Sep temher 20. 2006 CEDAR0CK CONS INC. and A.C. KINDIG & CO. Seehawk;i9A-�0 ;h Lakes 5nva>i Repor!.doc Page 34 Seahawks Corporate Headquarters and Training Facilitv Renton, Wushin *ton Stream and Lake Study/,Witigation Plun Magnusson Klema.ncic Associates, 2006. Stormwater Technical Information. Seahawks Headquarters and Training Facility Renton, Washington. August 24, 2006. Naiman, R.J., T.J. Beechie, et al. 1992, Fundamental elements of ecologically healthy watersheds in the Pacific Northwest coastal ecoregion. Pages 127-188 In R.J. Naiman, editor. Watershed management: balancing sustainability and environmental change. Springer-Verlag, New York. pp. 127-188, Pfeifer, B. and J. Weinheimer. 1992. Fisheries investigations of Lakes Washington and Sammamish, 1980-1990. VI Warmwater fish in Lakes Washington and Sammamish (draft report). Washington Department of Fish and Wildlife, Olympia, WA. Pollock, M. and P.M. Kennard. 1998. A low -risk strategy for preserving riparian buffers needed to protect and restore salmonid habitat in forested watersheds of Washington State: Version 1.1. 10,000 Years Institute: Bainbridge Island, Washington. Schueler, Y. 1995. Site planning for urban stream protection, Washington D.C., Metropolitan Washington Council of Governments and the Center for Watershed Protection. Sullivan, K. J. Tooley, K. Doughty, J.E. Caldwell, P_ Knudsen. 1990. Evaluation of prediction models and characterization of stream temperature regirries in Washington. Timber/Fish/Wildlife Report TFW-WQ3-90-006, Washington Department of Natural Resources, Olympia, Washington. Sullivan, K., Lisle, T.E., Dolloff, CA., Grant, G.E. and L.M. Reid. 1987. Stream channels: The link between forests and fishes, p. 143-190, In Salo, E.0 and T.W, Cundy [eds.] Streamside Management: Forestry and Fishery Interactions. University of Washington, College of Forest Resources, Seattle, Washington. 471 p_ Washington Department of Fish and Wildlife (WDFW). 2006. Priority habitats and species database search (T24N, R05E, S29). August 18, 2006. Olympia, Washington. Wydoski, R.S. and R.R. Whitney. 1979. Inland fishes of Washington. University of Washington Press, Seattle, WA. 220 p. Young, M.J. 1989. Buffer delineation method for urban palustrine wetlands in the Puget Sound Region. M.S. Thesis, University of Washington, Seattle. September 20, 2006 CEDAROCK CONSULTANTS. XC. and A.C. K NDJG & Cp. Lukes.Sn- eamReporl fnc Page 35 Seahawks Corporate Headquarters and Training Facility Penton, [Washington Stream and Lake StudylYitigation Plan • Sheet 1 • Sheet L 100 • Sheet Sheets CE201-202 • Sheets CE221-224 Sheet CE245 • Sheets CE301-302 APPENDIX 1 PLAN SETS Site Map (source: RETEC) Conceptual Landscape Plan (source.- EDAW) TESC Plans (source: Crawford) Grading Plans (.source: Crawford) Conceptual Utility & Drainage Control Plan (source: Crawford) Gypsy Subbasin Plan and Profile (source: Crawford) Septenrher 20, 2006 CEDAR OCK CONSULTANTS, INC. and A.C. KINDIC: A, CO. Seahairic5-09-20-04l.ake 5ireamRepo,i duc Page 36 r g NOIONIHS'dM 'NO1N3�J _5 Ile— ' W S Old 1S3MH1'JON ��d$ZOQ:, - {�' Aj!j ae-� aaiaopeid S�megeas = u 4 W o cs m K CD 1 I V u ~ I U 11j+ i ry V C i 2 I . c Ir ��+ rSsr e L f• x [ !} 6 S Irv` i � # '9= f a_ � Fr•_.r vt�! . „a t � �_ z S _ r � I i r C Z 3 _ Y Z l: 1 C U t4 [ NOIONIHSVM'NOIN�� -11 IS3MHIhION IIVSIOOA tia C) cq Ajqpe,j 5ulule-ii LLI fM :;;, r =l R siopenbPEOH slmeqeGS C) NOamJiSNOO dOJ iON rl wl NOIONIHSVM'NOIW 011 iS@MHiHON IIVB-LOOA :I�; r R sialienbP20H sNm84eOS WiiomliSNOO �OJ iON mid Ix I t 4c 0. C) 5jJ 04 8 � w Hit C) H kw. km N A ...... ... . ...... Al X/ rn NOT FOR CONSTRUCTION Seahawks Headquarters & f r m Training Facility Z FOOTBALL NORTHWEST LLC r"z RENTON, WASHINGTON 43 ZU n 1 N401ON1HSVM'NO1N'3H 311 IS3MHI�ION 11VI3100.4 f 04 0 HEAP Az� I 0�- Ajqpe:� Buivaii � z N N El;; z:V r V sj9jjenbPB9H WAE!qeas 16 q LU NouoaliSNOO BOA iON ZI ILI LO LU LL. 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NOi9NIHSVM'NOIN'3U zyi 311 A 3W-UHON IIVGIOO-A OT Ajqpe� bululeii JAD4 z:Z' ff Nmeqeas i , R sialienbP88H s I NOiiondiSNOO �JOJ iON ID _yi I�r�. dY I;� P._ r� �. � i .,. i i. hI L fj Ld w LL N-C)ION I HSVM 'N01N3b 01-1 IS�IMHJAON TTValOCA I" I: T-' FA z fi4!1!C)E?j buiuieji ynx V siapenbPBOH's* NOiiondiSNOO �OJ iON OD NOiON1HSVM'NO1N31d Oil 1s3mHi8oN llveloo� Ni lei Al![!Oej 5ululei-L LLJ 1;5i _!�; ZV 0 < r V sialienbPROH S�Moqeas Eq NOuondiSNOO �JOJ iON CD Ln uj nrl MQ M 481 Seahawks Corporate Headquarters and Training 1, ucility Renton, Ptishinglon Stream and Lake Studylkliligatian Plan APPENDIX 2 RESUMES FOR KEY PLANTING PLAN DESIGN AND AQUATICIWILDLIFE FUNCTION ANALYSIS CONSULTANTS September 20, 2006 CEDAROCK CONSULTANTS, INC. road A.C. KINDIG & CO seaha"U 09-]U-06 take5 .Vreflm Reperl.doc Page 37 Seahawks Corporale Headquarters and Training Facility, Renton, Washington Stream and Lake Sludy!'r aigation Plan CARL G. HADLEY Principal Fisheries Biologist — Cedarock Consultants, Inc. EDUCATION B.A., Ecology University of California at San Diego M,,S. Graduale Studies Fisheries University of California at Davis PROFESSIONAL .REGISTRATIONS Washington Department of Natural Resources Watershed Analysis AnalystlSpecialist Fisheries, Channel and Water Quality Modules SUMMARY Mr. Hadley provides over 15 years of experience in assessing and mitigating land development project impacts on aquatic habitat. Mr. Hadley has been the principal fisheries scientist on several dozen Environmental Impact Studies under SEPA;'NTPA. Much of Mr. Hadley's current practice specializes in working with clients with exposure to fisheries resources impacted by the Federal and State threatened and endangered species programs. Past experience has included field analysis and authorship of fisheries modules for over a dozen Washington State DNR level 2 watershed analyses, a half dozen Habitat Conservation Plans for incidental take permits under Section 10 of the federal Endangered Species Act (ESA), and several dozen Biological Evaluations and Biological Assessments for consultation under Section 7 of the ESA. Mr. Hadley has also provided design, permitting, and construction oversight on several dozen urban and rural stream enhancement and restoration programs. REPRESENTATIVE PROFESSIONAL EXPERIENCE CRITICAL AREAS ORDINANCE: DEVELOPMENT City of Renton Hired by the City of Renton to provide fisheries biology expertise to the City during development of their new Critical Areas Ordinance and Shoreline Master Program regulations. Developed best management practices for stream, lake and riparian habitat based on Best Available Science review. Worked with Department of Ecology and City to ensure new regulations met Growth Management Act (GMA) requirements. WATERCOURSE MANAGEMENT PROJECTS Insiream Flow Physical Skagit County Department of Public Works, Washington Habitat Simulation Provided permitting and mitigation design assistance in support of various projects (PHABSIM) Modeling designed to alleviate flooding and enhance fisheries use of farm -related watercourses Course in Skagit Valley. Designed stream habitat restoration features, fish passage structures, and riparian planting schemes. Prepared permit applications and supporting NAUI and PA DI, Open documents (JAR-PAs, Biological Assessments, etc.) as needed for local, state, and Water Scuba federal permits. SNOQUALMIE RIDGE PROJECT PROFESSIONAL Weyerhaeuser Real Estate Company ASSOCIATIONS Prepared fisheries sections for the Master Drainage Plan and multiple Elss. Assessed salrmonid fisheries habitat in 21 drainage basins on the 2,000-acre development site. American Fisheries Evaluated project impacts on each stream and provided design input for fisheries Society mitigation. Conducted long -tern monitoring studies to evaluate construction and land -use change impacts and develop appropriate responses based on adaptive American Fisheries management concepts. Society - Bioengineering Group TREEMONT RESIDENTIAL DEVELOPINIFNT Port Blakely Communities, Prepared fisheries sections for Environmental Impact Statement. Developed and implemented fisheries study plan to support a King County EIS and Master Development Plan. Assessed impacts to fisheries and developed appropriate mitigation for all streams. September 20, 2006 CEDAROCK CONSC'L7'AYrS. INC. and A C. KINDIG & CIO. Seahawks109-_'U-DhLokesStreomRepo.t.do,: Page 38 Sea&nvks Corporate Headquarters and Training Facdio} Renton, lVashington Stream and Lake StredwMitigat Plan MOUNTAINSTARISUNCADIA RESORT Trendwest Resorts Inc. Authored aquatic affected environment and impacts sections for this 5,000 acre residential and resort development. Developed conceptual mitigation options for potential effects to resident and anadromous salmortids, Worked with WDFW, WDOF, NMFS, USFWS, and local Tribes to establish fisheries protection measures for new bridges, water intakes, stream crossings, plats, and golf courses. REDMOND RIDGE DEVELOPMENT Quadrant Corporation Redmond, Washington Evaluated existing conditions and developed aquatic habitat protection measures for this 460-acre land development in western Washington. authored fisheries sections of FIS, Worked with County staff to identify fish -bearing stream reaches based on site -specific protocol. SKAGIT HIGHLAND DEVELOPMENT Mount Vernon, Washington Provided fisheries support during the EIS and ESA consultation process for this 209- acre project in the City of Mount Vernon. Conducted field reconnaissance, developed mitigation plans, prepared SEPA and BE documents, negotiated permits with city, state, and federal agencies, and testified at public hearings. CLEARVIEW WATER SUPPLY PROJECT - BIOLOGICAL ASSESSMENT Snohomish County, Washington Prepared a biological assessment for bull trout and Chinook salmon in support of a 8.2-mile water supply pipeline near the town of Snohomish, Washington. The Pipeline route crossed numerous fish -bearing streams including the Snohomish River, a major salmon bearing water course. Potential impacts to bull trout and Chinook salmon were assessed. MATS MATS QUARRY EIS AND BIOLOGICAL ASSESSMENT Mats Mats Bay, Washington Prepared D£IS fisheries sections and a biological assessment to address potential impacts of expanded hard rock quarry operations on aquatic species. Puget Sound runs of chinook salmon, churn salmon, and bull trout were addressed in the BA. PALMER-MONROE SAND AND GRAVEL MINE Snohomish County, Washington Completed fisheries analysis of existing conditions and potential impacts of proposed gravel quarry in the Snohomish River f1codplain. A fisheries restoration plan was developed for the conversion of an agrieultttral ditch into a stream section as mitigation for the removal of another ditch during gravel excavation, LONE STAR GRAVEL MItiE — SEPA C14ECKLJST Maury Island, Washington Completed fisheries technical report as part of expanded SEPA checklist. The document analyzed potential project impacts to regional fisheries resources from the applicant's proposal to reopen an historic gravel quarry on Maury Island. September 20, 2006 CEDAROCK CONSULTANTS. INC and A C UNDIG & CO. Seurta,ats:09.20-06 Lakes So-eam Heperr dr,r Page 39 Seuhawks Corporate lleadgrtarters and Training Facility Renton, 6iashin,�ton Stream and Lake SludylMitigation Plan EDUCATION M-LA. University of Washington, 2000 B.A-, Natural Sciences, emphasis in Biology, Westmonl College; 1991 AFFILIATIONS American Society of Landscape Architects PROFESSIONAL REGISTRATIONS Landscape Architect, Washington, 2004 HONORS + AWARDS Honor Award, Physical Plans Category, American Planning Association, Washington State Chapter, "Tollgate Farm Central Meadow Master Plan," 2005 Merit Award in Research, American Society of Landscape Architects, "Residential Impacts to Water Quality and Aquatic Hah lass," 2004 Merit Award, American Society of Landscape Architects, "Academic Award 201 Design Award, American Society or Landscape Architects, Washington Chapter, "Lewis & Clark Memorial at Station Camp" 2000 Oeslgc Award, American Society of Landscape Architects, Washington Chapter, "Reduction of Impervious Surfaces In New Development for Snohomish County,' 1999 Design Award, American Society of Landscape Architects. Washinglun Chapter, 'Vision Plan for Pathfinder Elementary School-Stormwaler Management Opportunities,' 1999 Oesigr Award, American Society of Landscape Architects, Washington Chapter, "Green Wall Park," 1928 JEFFREY K. BOUMA Landscape Architect EDAW Inc. Mr. Bourna is a landscape architect with over six years of experience in landscape planr-ring and design. He holds a Masters degree in Landscape Architecture and his professional experience includes landscape analysis, conceptual design at various scales, design and construction document production, construction administration, public meeting facffitation, recreation plaru— ng and design, and project management for park, college campus, civic campus, rest area, and other public and private projects. He is interested in creative ways to integrate natural systems with the meaningful design of space, particularly in the context of urbanizing settings- thus providing tu-dque, functional, and sustainable places for people to live, play and learn. PROJECT EXPERIENCE Seattle Seahawks Football Training Complex, Renton, WA Project Manager/Landscape Architect CLIENT: Vulcan/Seattle Seahawks EDAW is currently providing landscape and hardscape services as part of the consultant team led by Crawford Architects for a new headquarters and training facility in Renton, WA. Poison Creek Day Use Area, Lake Cascade, ID Project Manager/Landscape Architect CLIENT: Tamarack Resort EDAW is currently providing conceptual master planning and design services for the proposed redevelopment of an existing State Park campground and boat launch located on the 'west side of Lake Cascade 90 miles north of Boise, Idaho. East Capitof Campus, Phases IV and V, Olympia, Washington Landscape Architect CLIENT: State of Washington Department of General Administration Mr. Bouma assisted in the preparation and organization of construction documents and construction administration of a I2-acre landscaped plaza that sits above two massive parking garages and a bisecting street that lie beneath a main portion of the Washington State East Capitol campus. Shoreline Community College Pagoda Union Building; Washington Landscape Architect CLIENT: State of Washington Department of General Administration Mr. Bouma is currently working with a design team led by Opsis Architects to renovate the student Pagoda Union Building (PUB) and the surrounding site. Wanapum Turbine Interpretive Park; Washington Landscape Designer CLIENT: Grant Public Utilities District Mr Bouma managed the developed of concept plan, section, elevation, and detail drawings for this park where the centerpiece turbine, a 128-tan steel monolith, will be set upright on its nose, allowing visitors to walk beneath it and its large blades. Septenrher 20, 2006 C'EDAROCK CDiVSVI-7ANTS, INC and A. C. IUWDIG & CO .Sh,ihan lr:0a-„r,7 06 Lnkes, Si,ewn Reporr.doc Page 40 Seahw, ks Corporate Headquarters and Training Facility Denton, ff'ashin_gton Stream and Lake StudyAyfitzgcrlion Plan Clark's Dismal Nitch- Lewis & Clark National Historic Park; Washington Project Manager/Landscape Architect CLIENT: State of Washington Department of General Administration, Washington State Department of Transportation, Was:^i ngton State l-listorical Society, National Park Service Mr. Bouma is currently working with the design team of Perkins + Will Arc?dtecture on a Nfaster Plan for the redesign of a VVSDOT safety rest stop and interpretive park near the mouth of the Columbia River along SR 40I. Tollgate Farm- Central Meadow Master Plan Project ManagerlLandscape Designer CLIENT: City of North Bend Mr, Bouma was responsible for the development of a long range management plan that complies with City policy, meets a broad range of community needs, and balances priorities for open space, active recreation, trails, wildlife, agriculture and historic preservation. Pit 3, 4, and 5 Hydroelectric Project: Recreation Site Concepts and Interpretation Plan; California Project ManagerlLandscape Architect CLIENT: Pacific Gas and Electric Company (PG&E) Mr. Bouma was responsible for developing site concept plans for i nprovements to more than tvventy recreation facilities, including campgrounds, day use areas, boat launches, and trails in the Pit River basin in northern California. Marvin Alexander Beach Park; Lake Alminor, California Project ManagerlLandscape Architect CLIENT: Pacific Gas and Flectric Company (PG&E) Mr, Bouma was responsible for the design and construction document development for a 5-acre day use area on the south shore of Lake Alminor in northern California. An ecologically sensitive design of the park minimized site disturbance, grading, and tree removal white providing parking for 30 vehicles, a restrcom, and ADA trail to the 1-acre beach area. Valley West Subdivision Park, Phase 11; Bozeman, Montana Project ManagerlLandscape Designer CLIENT: Aspen Enterprises Mr. Bouma was responsible for the development of construction documents, including a site plan, planting plan, and irrigation plan, for a 10-acre park containing a new 2.5-acre lake, wetlands, and an existing stream. Dillon Readiness Center, Dillon, Montana Project Manager/Landscape Designer CLIENT: United States National Guard As project manager, Nlr. Bouma developed construction documents and specifications for planting and irrigation Ln coordination with the architectural prime consultant. A palette of native plants, supplied with irrigation from a drip system, was used to provide viability and reduce long-term landscape maintenance and replacement cost. September 20, 1006 CED.1ROC'ii CONSU T.4NTS. I.l'C. and .4.0 KINDIG & CO. Seolo-ksi09.70-06 Lukas Smear Re; ort.doc Page 41 Seahawks Corporate Headparters and Training Facility ReniOn, WaShin ton Stream and Lake Siudyl.Witi ation Plan APPENDIX 3 JOINT AQUATIC RESOURCES PERMIT APPLICATION (JARPA) September- 20, 2006 C'EDAROCK CONS'ULTANT.S. INC. 717d A C. KINDIG & CO- Sr¢rnwks!04-=0-06Lakes StrewrRepcadoc Page 42 AGENCY USE ONLY Agency Reference #: Date Received: Circulated by: (local govt. or agency) JOINT AQUATIC RESOURCES PERMIT APPLICATION FORM (DARPA) (for use in Washington State) PLEASE TYPE OR PRINT IN BLACK INK M 3 ❑ Application for a Fish Habitat Enhancement Project per requirements of RCW 77.55.290. You must submit a copy of this completed JARPA application form and the (Fish Habitat Enhancement JARPA Addition) to your local Government Planning Department and Washington Department of Fish & Wildlife Area Habitat Biologist on the same day. Based on the instructions provided, I am sending copies of this application to the fallowing: (check all that apply) ❑ Local Government for shoreline: ❑ Substantial Development ❑ Conditional Use ❑ Variance ❑ Exemption ❑ Revision ❑ Floodplain Management ❑ Critical Areas Ordinance ® Washington Department of Fish and Wildlife for HPA (Submit 3 copies to WDFW Region) Project is exempt from procedural regts of HPA ❑ Washington Department of Ecology for 401 Water Quality Certification (to Regional Office -Federal Permit Unit) ❑ Washington Department of Natural Resources for Aquatic Resources Use Authorization Notification ❑ Corps of Engineers for: ❑ Section 404 ❑ Section 10 permit ❑ Coast Guard for General Bridge Act Perm',t ❑ For Department of Transportation projects only: This project will be designed to meet conditions of the most current Ecology/Department Of Transportation Water Quality Implementing Agreement SECTION A - Use forall permits covered by this application. Be sure to ALSO complete Section C (Signature Block) for all permit applications. 1. APPLICANT FOOTBALL NCRTHWEST LLC, ATTN: MR. RAY COLLIVER (Purchaser of the property) MAILING ADDRESS 505 FIFTH AVENUE SOUTH, SUITE 900, SEATTLE, WA 98104 WORK PHONE 206 3422000 E-MAIL ADDRESS i HOME PHONE I FAX 0 206 342 3554 If an agent is acting for the applicant during the permit process, complete #2. Be sure agent signs Section C (Signature Block) for all permit applications 2. AUTHORIZED AGENT CARL HADLEY, CEDAROCK CONSULTANTS, INC. MAILING ADDRESS 19609244"AVENUE NE, WOODINVILLE, WA 98077 WORK PHONE E-MAIL ADDRESS HOME PHONE 475-788-0961 CARL.HADLEY@VERIZON.NE l 3. RELATIONSHIP OF APPLICANT TO PROPERTY. Q OWNER ® PURCHASER p LE5SFF ❑ I0TT-ER; 4 NAME, ACORESS, AND PHONE NUMBER OF PROPERTY OWNER(SiIF OTHER THAN APPLICANT: PORT QUENDALL COMPANY. 505 FIFTH AVENUE SOUTH, SUITE 900 SEATTLE, WA 98104 342-2000 5. LOCATION (STREET ADDRESS. INC_UD!NG CITY, COUNTY AND ZIP COPE. WHERE PROPOSE ACTIVITY EXISTS OR WILL OCCUR] 5015 LAKE WASHING70N BLVD N, CITY OF RENTON, KiNG COUNTY. LOCAL GOVERNMENT WI-H JURISDICTION (C-Ty OR COUNTY): CITY OF RENTON WAT ERBODY YOU ARE WORKING IN- GYPSY SUBBASIN DRAINAGE & LAKE TRIBUTARY OF WASHINGTON LAKE WASHINGTON IS THIS WATEREDDY ON THE 303(d) LISTS YES [I N3 0 IT YES, %vVAT P,vZ-LNMTFRfS)' hii '"55'R�S'.CC�'.t4'j!. �rii rti}�ra lnS'lti'"'LRICF `I CI7PJIrk-} 'd_lri. l?L!llf 303d LISTR'F-35 1 SECTION SECTION TOWNSHIP I RANGE GOVERNMENT LOT 54ORELINE DESIGNATION N 29 24 05 URBAN LATITUDE & LONG;TUDE: N47.536 W122.199 1 84) 1Ax PARCEL No, PARCEL #S 292459001 AND #2924059015 ZCNING DESIGNA' ION FAX # 425.788-5562 WRIA # 08-UNNUMBERED 3NR STREAM TYPE. IF KNOWN GYPSY 3 —FISH BEARING; LAKE WASHINGTON: 1 -SHORELINE JARPA, Revised 7102 Contact the State of Washington Office of PenniL Assistance for latest version, 360/407-7037 or 800I917-0043 43 8. DESCRIBE THE CURRENT USE OF THE PROPERTY, AND STRUCTURES EXISTING ON THE PROPERTY. HAVE YOU CCMPLETED ANY PORTION OF THE PROPOSED ACTIVITY ON THIS PROPERTY? ❑ YES ® NO FOR ANY PORTION OF THE PROPOSED ACTIVITY ALREADY COMPLETED ON THIS PROPERTY, INDICATE MONTH AND YEAR OF COMPLETION, 'rHE PROPERTY CURRENTLY CONSISTS OF VACANT LAND COVERED IN PART WITH OLD ASPHALT, SCRUB SHRUBS AND TREES GROWING SINCE THE PROPERTY WAS LAST GRADED IN 1990 COVER PORTIONS OF THE LOT. IS THE PROPERTY AGRICULTURAL LAND? ❑ YES ONO ARE YOU A USDA PROGRAM PARTICIPANT? ❑ YES ® NO 7a. DESCRIBE THE PROPOSED WORK THAT VEEDS AQUATIC PERMITS. COMPLETE PLANS AND SPECIFICATIONS SHOULD BE PROVIDED FOR ALL WORK WATERWARD OF THE ORDINARY IH GH WATERMARK OR LINE, INCLUDING TYPES OF EQUIPMENT TO BE USEC. IF APPLYING FOR A SHORELINE PERMIT, DESCRIBE ALL WORK WITHIN AND BEYOND 200 FEET OF THE 'ORDINARY HIGH WATER MARK. IF YOU HAVE PROVIDED ATTACHED MATERIALS TO DESCRIBE YOUR PROJFCT. YOU STILL MUST SUMMARIZE THE PROPOSED WORK HERE_ ATTACH A SEPARA—E SHEET IF ADDITIONAL SPACE IS NEEDEC. • APPROXIMATELY 125 FEET OF THE GYPSY SUBBASIN DRAINAGE ON THE PROJECT SITE (ALL REMAINING OPEN CHANNEL ON THE SITE) WLL BE PLACED IN A CULVERT. • THE EXISTING CULVERT UNDER THE SITE WILL BE REPLACED WITH A LARGER PIPE AND THE ALIGNMENT WILL BE MOVED SLIGHTLY (SEE APPENDIX 1, SHEETS CE301-302). • FIVE NEW STORMWATER OUTFALLS TO LAKE WASHINGTON WILL BE BUILT (SEE APPENDIX 1, SHEFT CE245), PREPARATION OF DRAWINGS: SEE SAMPLE DRAWINGSAND GUIDANCE FOR COMPLETING THE DRAWINGS, ONE SFTOF ORIGINAL OR GOOD QUALITY REPRODUCIBLE DRAWINGS MUST BE ATTACHED. NOTE: APPLICANTS ARE ENCOURAGED TO SUBMIT PHOTOGRAPHS OF THE PROJECT SITE. RUT THESE 00 NOT SUBSTITUTE FOR DRAWINGS. THE CORPS OF ENGINEERS SAND COAST GUARD REQUIRE DRAWINGS ON 8-T12 X 11 INCH SHEETS. LARGER DRAWINGS MAY BE REQUIRED BY OTHER AGENCIES. 7b. DESCRIBE THE PURPOSE OF THE PROPOSED WORK AND WHY YOU WANT OR NEED TO PERFORM IT AT THE SITE. PLEASE EXPLAIN ANY SPECIFIC NEEDS THAT HAVE INFLUEMCEC THE DESIGN. • SOILS ACROSS THE SITE WILL BE CAPPED WITH UP TO THREE FEET OF CLEAN SOIL AS PART OF THE REMEDIATION ACTION. TO ELIMINATE ONGOING EROSION OF THIS MATERIAL, AND REDUCE GRCUNDWATER FLOW THROUGH THE SOILS, THE REMAINING OPEN PORTION OF THE GYPSY SUBBASIN DRAINAGE ON THE PROJECT SITE WILL BE CULVERTED AND FILLED. • THE REVISED ALIGNMENT WILL ALLOW THE NEW CULVERT TO BE CONSTRUCTED iN THE DRY WHILE CREEK FLOW REMAINS IN THE EXISTING PIPE, THE PROPOSED ALIGNMENT HAS BEEN SELECTED TO ACCOMMODATE PROJECT DEVELOPMENT FEATURES. • STORMWATER FROM THE SITE WILL BE DISCHARGED DIRECTLY TO LAKE WASHINGTON AFTER TREATMENT TO PREVENT LARGE QUANTITIES OF WATER FROM BEING RELEASED AT ANY ONE LOCATION, AND TO ACCOMMODATE THE FLAT SITE, STORMWATER WILL BE DISCHARGED AT UP TO FIVE DIFFERENT LOCATIONS ALONG THE SHORELINE. �7c. DESCRIBE THE POTENTIAL IMPACTS TO CHARACTERISTIC USES OF THE WATER BODY, THESE USES MAY INCLUDE FISH AND AQUATIC LIFE, WATER QUALITY, WATER SUPPLY, 'RECREATION, and AESTHETICS. OFNTIFY PROPOSED ACTIONS TO AVOID, MINIMIZE, AND MITIGATE DETRIMENTAL IMPACTS, AND PROVIDE PROPER PROTECTION OF FISH AND AQUATIC LIFE, IDENTIFY WHICH GUIDANCE DOCUMENTS YOU HAVE USED. ATTACH A SEPARATE SHEET IF ADDITIONAL SPACE IS NEEDED. SEE ATTACHMENT 7C, 7d. FOR IN WATER CONSTRUCTION WORK. WILL YOUR PROJECT BE IN COMPLIANCE WITH THE STATE OF WASHINGTON WATER QUALITY STANDARDS FOR TURBIDITY WAC 173.201A-1107 ® YES ❑ NO (SEE USEFUL DEFNITIONSAND INSTRUCTIONS' 8. WILL THE PROJECT BE CONSTRUCTED IN STAGES? ❑ YES ONO PROPOSED STARTING DATE: November 1, 2006 (FILL'. NG THE OPEN CHANNEL, CONSTRUCTING THE NEW CULVERT, AND CHANGEOVER FROM THE OLD CULVERT WILL TAKE PLACE DURING THE WINTER PER THE ATTACHED CULVERT CONSTRUCTION PLAN DESCRIBED IN ATTACHMENT 7C) ESTIMATED DURATION OF ACTIVITY TWO YEARS ending June 2008 9- CHECK IF ANY TEMPORARY OR PERMANENT STRUCTURES GILL BE PLACED: ❑ WATERWARD OF THE ORDINARY HIGH WATER MARK OR LINE FOR FRESH OR TIDAL WATERS;ANDIOR ❑WATERWARD OF MEAN HIGHER HIGH WATER LINE IN TIDAL WATERS 10_ WILL FILL MATERIAL (ROCK, FILL, BJLKHEAC. OR OTHER MATFRIAI_) BE PLACED: ® WATERWARD OF THE CROINARY HIGH WATER MARK OR LINE FOR FRESH WATERS? Gypsy SuCbjsI, Drainage IF YES. VOLUME (CUBIC YARDS; 105!AREA 0.03 (ACRES) ❑ WATERWARD OF THE MEAN HIGHER HIGH WATER FOR TICAL WATERS? IF YES. VOLUME ;CUBIC YARDS; AREA (ACRES) JARPA, Rcvised 7/02 Contact the State of Washington Off -ice of Permit Assistance for latest version, 36W407-7037 Cr 800;917-0043 44 $1_ WILL MATERIA- BE PLACED IN WETLANDS? ❑ YES ONO IF YES A. IMPACTED AREA IN ACRES. B. HAS A DELINEATION BEEN CCMPLETED? IF YES PLEASE SUBMIT WITH APPUCAPON- ❑ YES ❑ NO C. HAS A WETLAND REPCR- BEEN PREPARED? IF YES PLEASE SUBMIT WITH APPLICATION. ❑ YES ❑ NO D. -YPE AND COMPOSITION OF FILL MATERIAL (F..G., SAND, ETC.). E. MATERIAL SOURCE, F. LIST ALL SOIL SERIES ITYPE OF SO:L) LOCATED AT THE PROJECT SITE, & INDICATE IF THEY ARE ON THE COl)NTY-S LIST OF HYDRIC SOILS SOILS INFORMATION CAN BE OBTAINED FROM THE NATURAL RESOURCES CONSERVAT ON SERVICE (NRCSI. (3 WILL PROPOSED ACTIVITY CAUSE FLOODING OR DRAINING OF WETLANDS? ❑ YES © NO IF YES, IMPACTED AREA IS ACRES OF DRAINED WETLANDS, NOTE If you• prplecl will impact greater than `h of an acre of wetland, sadm t a mlGganon plan to the Corps and Ecology for approval alorg with ,he JARPA f0 T1 )I a 40T wafer gaswy cerliFrrca6on wi11 be required from Fcoiogy in addrbpn 10 an approved —figaluA plan f your pro)ec! it l5 weliands lhal efe: a) greater than % acre in sue, or b) hdal . AIMS pr :verlendb adJacew to lids) wafer. Please submil the JARPA fo m and mirigadon p!ea 10 Fp01091 for an individual 401 cerfifrcaTion if a) or hI apolies 12. STORMWATER COMPLIANCF FOR NAVIONWIDE PFRi ONLY THIS PRCJECTJS(OR WILL BE) DESIGNED TO MEET ECDLCGY'B MOST CURREN T S T ORMWA TER MANUAL, OR AN ECCL OG Y APPROVED L OCAL S TORMWA TER MANUA L ❑YES ❑NO IF YES - WHICH MANUAL WILL YOUR PROJECT BE 1JPSfGN4-0 TO MEET if NO -FOR CLEAN WATER ACT SECTION e01 AND 404 PFRA41TS CNL Y- PLEASE SUBMIT TO ECOLOGY FOR APPROVAL, ALONG WITH THIS JARPA ARPLIGATION, DOCUMENTATION THAT DEMONSTRATES THE STORMWATER RUNOFF FROM YOUR PROJECT OR ACTIVITY WILL COMPLY WI TH THE WATER OUALITY STANDARDS, 1173.2G5(A) 13. WIL'_ EXCAVATION OR DREDGING BE REQUIRED IN WATER OR WF ILANDS? ❑ YES ONO IF YES. A. VOLUME. (CUBIC YARDS),AREA (ACRES) B, COMPOSITION OF MATERIAL TO BE REMOVED, C. DISPOSAL SITE FOR EXCAVATED MATERIAL. D. METHOD OF DREDGING" 54. HAS THE STATE ENVIRONMENTAL POLICY ACT (SEPA; BEEN COMPLETED? ® YES ❑ NO SEPA LEAD AGENCY_ Dept Of Ecology SEPA DECISION: DNS for North Baxter; MDNS for South Baxter DECISION DATE (END OF COMMENT PERIOD): April 5, 2000 SUBMIT A COPY OF YOUR SEPA DECISION LET -ER TO WDFW A$ REQUIRED FOR A COMPLETE APPLICATION 15. LIST OTHER APPLICATIONS. APPROVALS, OR CERTIFICATIONS FROM OTHER FEDERAL, STATE OR LOCAL AGENCIES FOR ANY STRUCTURES. CONSTRUCTION, DISCHARGES. OR OTHER ACTIVITIES DESCRIBED IN THE APPLICATION (I,E.. PRELIMINARY PLAT APPROVAL, HEALTH DISTRICT APPROVAL. BUILDING PERMIT, SEPA REVIEW, FEDERAL ENERGY REGULATORY COMMISSION LICENSE (FEI FOREST PRACTICES APPLICATION, ETC.) ALSO INDICATE WHETHER WORN HAS BEEN COMPLETED AND INDICATE ALL EXISTING WORK ON DRAWINGS. NOTE, FOR LSE WITH CORPS NATIONWIDE PERMITS. IDENTIFY WHETHER YOLR PROJECT HAS OR WILL NEED AN NPCES PERMIT FOR D25CPARGING WASTEWATER ANSI STORAAWATER. TYPE OF APPROVAL ISSUI NG AGENCY IDENTIFICATION DATE OF APPLICATION ATE APPROVEDCOMPLETED? O. JARGET DATES) Engineering Design Report Department of Ecology September 22, 2006 No Foundation Permit City of Renton November 24, 2006 No Building Permit City of Renton April 5, 2007 No Site Master Plan City of Renton September 20, 2006 No 16. HAS ANY AGENCY DENIEQ APPROVAL FOR THE ACTIVITY YOU'RE APPLYING FOR OR FOR ANY ACTIVITY DIRECTLY RELATED TO THE ACTIVITYOESCRIBEO HEREIN? ❑ YES ONO IF YES. EXPLAIN: JARPA, Revised 7/02 Contact the State of Washington Office ciF Permit Assistance Far West version, 3501,'407-7057 or 80W917-0043 45 SECTION B - Use for Shoreline and Corps of 7a. TCTAL COST OF PROJECT, THIS MEANS TFE FAIR MARKET VALLE OF THE FROIECT, iNCI DING MATERIAI 5, LABOR. MACHINE RENTALS, ETC. 17b. IF A PROJECT OR ANY PORTION OF A PRO, ECT RECEIVES FUNDING FROM A FEDERAL AGENCY. THAT AGENCY 15 RESPONSIBLE FOR ESA CONSULTATION. PLEASE INDICATE IF YOU WILL RECEIVE FEDERAL FLNDS ANC WHAT FEDERAL AGENCY IS PROVIDING THOSE FLNDS SEE INSTRUCTIONS FOR INFORMATIO^.' ON ESA" FECERAL -UNDING ❑ YES CINO IF YES. PLEASE LIST THE FEDERALAGENCY 6. LOCAL GOVERNMENT W ITH JURi50 CTION� 9_ FOR CORPS, COAST GUARD. AND I PERMITS, PROVIDE NAMES. ADDRESSES. AND TELEPHONE NUMBERS OF ADJOINING PROPERTY OWNERS. LESSEES, ETC.. PLEASE NOTE: SHORELINE MANAGEMENT COt,IPL1ANCEMAY REOU1REA00fRONAL NOHC7E CONSULT YOUR LOCAL GOVERNMENT. ONE NUMBER SECTION C - This section MUST be completed for anv Permit covered by this application CATION 1S HEREBY MADE FOR A PERMIT flR PERMITS TO AUTHORIZE THE ACTIVITIES DESCRIBED HEREIN, I CERTIFY THAT I AM FAMILIAR W€TH THE TION CONTAINED IN THIS APPLICATION. AND THAT TO THE BEST OF MY KNOWLEDGE AND BELIEF, SUCH 'NFORMATION IS TRUE, COMPLETE. ANDE I FURTHER CERTIFY THA T I POSSESS THE AUTHORITY TO UNDERTAKE THE PROPOSED ACTIVITIES- I HEREBY GRANT TO THE AGENCIES TO WHICH LICATION IS MADE, THE RIGHT TO ENTER THE ABOVE -DESCRIBED LOCATION TO INSPECT THE PROPOSED, IN -PROGRESS OR COMPLETED WORK I O START WORK ONLY AFTER ALL NECESSARY PERMITS HAVE BEEN RECEIVEDURE OF APPLICANT 17TIFID DATE RE OF AUTHORIZED AGENT ATE Y DES GNATSGATE S MY AGENT IN MATTERS RELATE❑ TO THIS APPLICATION FOR PERMITISI. I UNDERSTAND THAT IF A FECERAL PERh117 IS ISSUED, I MUST SIGN THE PERMIT. SIGNATURE OF APPLICANT DATE SIGNATURE OF LANDOWNER (EXCEPT PLBLIC ENTITY LANDOWNERS. E.G, DNR) THIS APPLICATION MUS- BE S'.GNF4 BY THE APPLICANT AND THE AGENT, IF AN AUTHORIZED AGENT IS DESIGNATED. 16 U.S_C §1001 provides that' Whoever, it any manner within the jurisdiolion of any department of agency of the United States knowingly ra lsifes, conxais. or covers up by any Inek, scheme, or davits a material fact or makes any false, 5otinmjr,, or fraudulent statements ar representations or makes or uses any false writing or document knowing same to car air any false. fictitious, or fra udulert statement of entry, shall be fined not more than 510,000 or imprisoned not more than 5 years or both. COMPLETED BY LOCAL OFFICIAL A. Nature of the existing shoreline. (Describe type of shoreline, such as marine, stream, lake, lagoon, marsh, bog, swamp, flood plain, floodway, delta; type of beach, such as accretion, erosion, high bank, low bank, or dike; material such as sand, gravel, mud, clay, rock, riprap; and extent and type of bulkheading, if any) B. In the event that any of the proposed buildings or structures will exceed a height of thirty-five feet above the average grade level, indicate the approximate location of and number of residential units, existing and potential, that will have an obstructed view: C. If the application involves a conditional use or variance, set forth in full that portion of the master program which provides that the proposed use may be a conditional Use, or, in the case of a variance, from which the variance is being sought: These Agencies are Equal Opportunity and Affirmative Acton employers. For special accemmndation needs, please contact the alol ate agency in the Instructions. JARPA, Revised T-02 Contact the Stale of Washington Office of Permit As.si.starce for latest version, 3501"=107-7037 or 900/917-0043 46 Attachment 7c. DESCRIBE THE POTENTIAL IMPACTS TO CHARACTERISTIC USES OF THE WATER BODY. THESE USES MAY INCLUDE FISH AND AQUATIC LIFE, WATER QUALITY, WATER SUPPLY, RECREATION, and AESTHETICS. IDENTIFY PROPOSED ACTIONS TO AVOID, MftMIZE, AND MITIGATE DETRIMENTAL IMPACTS, AND PROVIDE PROPER PROTECTION OF FISH AND AQUATIC LIFE. IDENTIFY WHICH GUIDANCE DOCUMENTS YOU HAVL USED. ATTACH A SEPARATE SHEET IF ADDITIONAL SPACE IS NEEDED. The proposed action will eliminate approximately 125 feet of open channel, will result in a slightly longer culvert across the project site, will affect existing riparian vegetation along the Gypsy Subbasin Drainage and Lake Washington, and will result in some disturbance to the shoreline of Lake Washington above and below the ordinary high water mark. The remediation action is designed to improve water quality in Lake Washington and is funded by the proposed development. Culverting of the on -site open channel is a remediation measure required under the Consent Decrees with Ecology to eliminate erosion of soil into Gypsy Subbasin Drainage and Lake Washington by capping and institutional controls on the North and South Baxter Properties. While resident salmonids are reported through anecdotal reports upstream of the project site, the short piece of open channel on the site is not known to contain fish, Anadrornous fish are prevented from moving upstream past the project site by blockages within the railroad right-of-way. So the small increase in culvert length will not affect upstream fish passage. In addition to the increase in culvert length, the culvert diameter will also be increased to accommodate higher peak flows and reduce upstream flooding which occasionally floods parking lots and roads east of I405 which leads to further water quality impacts. During construction, Gypsy Subbasin Drainage will remain intact until construction of the new culvert is complete (refer to the Gypsy Creek Culvert Replacement section which follows). Perimeter barriers to sheet flow and other construction Best Management Practices from the 2005 King County Surface Water Design Manual will be employed as warranted to prevent unintended sediment discharge to Lake Washington or beyond any of the site boundaries (see Appendix 1, CE201-204). All stormwater from the site will be collected in a temporary sediment trap and discharged to the sanitary sewer per the Consent Decrees. No construction stormwater will discharge to Gypsy Subbasin Drainage or to Lake Washington. Post construction, no stormwater will be discharged to Gypsy Subbasin Drainage from the project. Treated stormwater will be discharged to Lake Washington after treatment meeting the Enhanced Water Quality treatment from the 2005 King County Surface Water Design Manual. To enhance riparian function along the Lake Washington shoreline, all exotic species will be removed and buffers meeting City of Renton critical area requirements will be replanted with native trees and shrubs (see Appendix 1, Sheet L100). Gypsy Creek Culvert Replacement To protect water quality and any fish in the Gypsy Subbasin Drainage, the following conceptual culvert replacement scenario is proposed. Final design will result in refinement of this proposal with the overall. goal of avoiding environmental impacts_ a. Install all new structures and pipe with the exception of connections to the existing system. The existing system will continue to function normally while construction of the new facilities are underway (3-4 weeks), b. Remove fish from the Gypsy Subbasin Drainage. c. Dam up the culvert at the east property line (or east of the railroad tracks if an access agreement from the railroad can be obtained) and pump flow to Lake Washington (will run bypass line through existing culvert or over tracks, depending on train schedule). Pump intake will be screened to provide appropriate intake velocities and avoid entraining fish. d. Install structures connecting new pipe to existing pipe (3 to 4 days). e. Remove dam and bypass/pump. f. kill open portion of Gypsy Subbasin Drainage once new system has been shown to function appropriately. The Baxter Site Development Plan New Seattle Seahawks Headquarters Renton, WA Calculation of existing vegetation cover within the shoreline zone and Gypsy Creek zone is as follows: SHORELINE ZONE COVER Approximately 142,000 sf in 100' zone (including existing wetland and wetland buffer) Wetland Wetland Buffer (existirg restoration planting) Riparian Tree+ Shrub Cover Riparian Shrub Cover Only (primarily invasive) 21,638 6,555 35,664 21,177 EDAW Inc. Grass (native and non-native) 35,364 Building 2,129 Pavement 26,148 TOTAL 148, 675* *Note: Total equals greater than 142,000 sf due to tree/shrub cover overlap with both water and asphalt. GYPSY CREEK COVER Approximately 24,000 sf in 100' zone (on either side of 120' long stream segment) Riparian Tree+ Shrub Cover 14,403 Riparian Shrub Cover Only (primarily invasive) 2,156 Grass (native and ron-native) 6,831 Landscape Planter (native plants) a Building 0 Pavement 0 TOTAL - - 24,000 Landscape Calculations by EDAW 24 May 2006 Revised 6 September 2006 Page 1 Y _O. .n r IJO: �'IIif,VM WIN]d H I :6�.f'n� ��+ �1 �- ♦sir - - �� �.ri t p��. �.. �. �-,.-........-....—T.--..W»,-�. �'i . 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'� '_ -� � `� • +mil 4• Ij_ �w. ....o n: r,o .n ,., _. 1}�:;w. ,.r r.w s._• 4Q1:]NIHS�M 11W1N3tl 1 � r - - 11„v1 ..r s � • f, i-- � •i V4Yw: . 1• • Wr .1 M �i.! • . - - - �1` 3* i i2i�J.+3\ f15 '1NV"1 $ S833Fi*N3 IWD ^1``,yY.iI'`�J} �y1l `�11//N/�ii y J �3V VVd W31/, Y V 'ONI `SONIH311H V a oa `Hsno co ' r S• f^ ri .� i j. • u'L .tp Sy -fir LL Lo it ! _� i ,• � ♦ . �� y T � � offf �4, ; p . '� � � � ,4 • LLJ C3 , 1O1 •��,� 4 yam. !' '! +l 1,i,, ,'I,• 4,k'`4 LU �. _. _... j r �• ' .+� + �1,. +;. 1 1 ray f1Z VA Y� .�, I. - '_.� 1 �1 r ±'Sr' ` 14• Jok - r Lj 4. a � r i 4 -- y•r-'� - --`fins - ti ;./f .J1 i ; .St► 1 •14 'i Y :3 311 IS3MHIkION TWIOO� [. 4IPe=f OOPeJd S4A&BqB NOI -1�,m.,,i3N 0 LL . ... ..... I ZI 4 I 0 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters Renton, WA LANDSCAPE & HARDSCAPE CONCEPTS 1.00 INTRODUCTION A. VISION Landscape will consist of primarily native plants and hardscape will be materials consistent with the character of the building and sensitive to the context of the Pacific Northwest. A variety of strategies will be integrated including: the use of native plant palettes in the landscape beds and shoreline riparian zone, water - saving drip irrigation technology and the incorporation of local materials and products where appropriate. 2.00 DESCRIPTION A. LANDSCAPE Landscape areas of the site include are listed below and are described in more detail in the paragraphs that follow Landscape areas include: • Planting Beds, Parking Lot Canopy Trees, and Perimeter Screening • Parking Lot Sand Filters • Shoreline Zone • Parking Lot and Perimeter Planting (Buffering & Screening) Planting Beds, Parking Lot Canopy Trees, and Perimeter Screening The amount of planting required in the parking area is regulated by Renton Municipal Code (RMC) 4-4-080-F.7. The planting bed layout as shown in the current parking lot plan meets the requirements provided in the RMC with regard to landscape. The square footage of vegetation required per number of parking stalls (35 SF per stall), for example, is provided. Shrubs will be planted at a minimum density of 5 per 100 SF to meet RMC requirements. The number of canopy trees (1 per every 6 parking stalls) will be provided as well. Planting beds within and around the parking lot will contain a base palette of native plant species with several regionally adapted ornamental species included in order to enhance color and texture. A typical topsoil profile for these planting beds ranges between 18" (for ground covers) to 3' (for canopy trees) Additionally, a layer of organic mulch (2 to 4 inches) will be placed over the topsoil to control weed growth and retain moisture within the soil. A preliminary plant palette for the planting beds includes- Groundcovers & Ferns — 12" — 18" O.C. spacing (90% cover in 3 years) a. Redwood Sorrel Oxalis oregana b. False Lily of the Valley Maianthemum dilatatum c. Eplmedium Epimedium spp. d. Bunchberry Comus canadensis e. Sword Fern Polystichum munitum f. Doer Fern Blechnum spicant g. Maidenhair Fern Adiantum macrophyllum Grasses and Perennials — 18" O.C., in groups of 3 to 9 a. Silver Grass Miscanthus sinensis "moming light" b. New Zealand Flax Phormium tenax Landscape Narrative 24 May 2006 Revised 6 September 2006 Page 1 North and South Baxter Site Development Plan New Seattle Seahaw-<s Headquarters Renton, WA c. Hosta d. Coral Bells e. Helleborus Shrubs - 5 per 100 SF planting area, min. a. Red Flowering Currant b. Mountain Laurel c. Winter Daphne d. Witch Hazel e. Common Snowberry f. Doublefile Viburnum a. Rhododendron h. Winegreen Barberry Trees - 1 per 6 parking spaces, min. a. Pacific Dogwood b. Western Redbud c. Apple Serviceberry d. Vine Maple e. Douglas Fir f. Western Red Cedar g. Western Hemlock h. Purple Robe Locust i. Black Hawthorne Canopy Trees - 30' O.C. min., 1 per a Red Maple b. Norway Maple c. Birch (Indian) d. Katsura e. Southern Magnolia Hosta spp. Heuchera spp. Helleborus spp. Ribes sanguineum Kalmia latifolia Daphne odora Hamamelis x intermedia Symphoricarpus alba Viburnum plicatum `Tomentosum' Rhododendron species Berbers julianae Corpus nutaiii Cercis occidentalis Amelanchier x garndiflora Acer circinatum Pseudotsuga menziesii Thuja plicata Tsuga heterophylla Robinia Psuedocacia Crataegus doulasii 6 parking spaces, min. Acer rubra `Armstrong' Acer platinoides Betula jacquernontii Cercidiphyllum japonicum Magnolia grandiflora Parking Lot Sand Filters Sand filters are stormwater best management practices (BMP's) that capture and treat stormwater runoff. The planting of the sand filter consists of two areas: the sides of the basin (almost always dry) and the basin bottom (frequently inundated). A preliminary plant palette includes (adapted from the King County Native Plant Guide and the King County, Washington - Surface Water Design Manual}: Dry zone- Basin Sides Herbaceous Species - hydroseeded a. Redtop b. Creeping bentgrass c. Meadow foxtail d. Pacific reed grass e. Northern manna grass f. Common velvet grass g. Fowl bluegrass h. Kentucky bluegrass i. Taperlip rush i. Soft rush Wet Zone- Basin Bottom Herbaceous Species.- hydroseeded Agrostis alba Agrostis palus Iris Alopecurus pratensis Calamagrostis nutkaensis Glyceria borealis Holcus lanatus Poa palustris Poa pratensis Juncus acuminates Juncus effusus Landscape Narrative 24 May 2006 Revised 6 September 2006 Page 2 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters Benton, WA a. Colonial bentgrass b. Buffalo grass c. Tall fescue d. Dwarf tall fescues e. Red fescue f. Perennial ryegrass g. Korean grass h. White lawn clover Agrostis tenuis Buchloe dactyloides Pestuca elatior Pestuca elatior "Silverado" i=estuca rubra Lolium perenne Zoysia tenuifolia Trifolium repens Shoreline Zone The square footage of existing shrub and tree cover within the shoreline zone was analyzed in order to accurately propose an adequate square footage of replacement of that function with native trees and shrubs. It is assumed that replacement of existing cover, for example, will take 7 to 10 years of plant growth. Invasive species, such as Himalayan blackberry and Scotch broom, and native trees such as cottonwood, alder, and willow currently dominate the shoreline. This vegetation, whether Invasive or not, provides habitat function (primarily shade and cover) along the shoreline_ Mature native trees immediately adjacent to the shoreline (outside of the limit of grading) should be preserved where possible and locations have been identified on the plans. Certain areas within the shoreline zone are currently designated as low density (herbaceous and low woody shrubs only) so as to provide views of the lake from the facility. To ensure views, these areas will need to be managed through periodically hand removal of new tree seedlings. View corridors from the site out to the lake are identified - planting of new large shrubs and trees will not occur in these corridors and existing trees to be preserved in the view corridors will be thinned and the bottom branches pruned to provide filtered views. Preserving trees will limit the amount of new planting that will be required. Invasive shrubs along the shoreline will be removed and replaced with native shrub species. The shoreline zone planting will take place on a declining slope, some of which will be graded to accommodate the field and building development upslope. A typical topsoil profile (whether existing in the non -graded area or imported in the graded fill area) should be between 12" — 18". The vegetation in this area will consist of native riparian species that include (adapted from the King County Native Plant Guide and the King County, Washington — Surface Water Design Manual} Dry Zone (upland) Herbaceous Species — hydroseeded a. Deer Fern Blechnum spicant b. Pearly Everlasting Anaphalis margaritacea e. Trailing Snowberry Symphoricarpos mollis d. Dewey's Sedge Carex deweyana e. Thick-headed Sedge Carex pachystachya Woody Shrubs -- 5' O.C. in groups of 3 to 9 as designated on plan a. Bald Hip Rose Rosa gymnocarpa b. Evergreen Huckleberry Vaccinium ovaturn c. Low Oregon Grape Mahonia nevinii d. Mock Orange Phdadelphus tewisri Landscape Narrative 24 May 2006 Revised 6 September 2006 Page 3 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters Renton, WA e. Red -Flowering Currant Ribes sanguineum f. Snowberry Symphoricarpos albus Trees -12'-1 5'O.C. a. Pacific Dogwood Corpus nuttal i b. Douglas Fir Pseudotsuga menziesii c. Madrona Arbutus menziesrr d. Big -leaf Maple Acer macrophyllum Wet Zone (adjacent to the shoreline) 'rlerbaceous Species - hydroseeded a. Shortawn Foxtail Alopecurus aequafis b. Water Foxtail Alopecurus geniculatus c. Slough Sedge Carex obnupta d. Sawbreak Sedge Carex stipata e. Hardstem Bulrush Scirpus acutus f. Small -fruited Bulrush Scirpus microcarpus g. Slender Rush Juncos tenuis n. Spike Bent Grass Agrostis exarata Woody Shrubs - 5' O.C. in groups of 3 to 9 as designated on plan a. Black Gooseberry Ribes lacustre b. Bog Laurel Kalmia microphyfla c. Bog Rosemary Andromeda polifolia d. Hardhack Spirea Spiraea douglosd e. Red Osier Dogwood Corpus stolonifera Trees —12'-15' O_C. a. Red Alder Alnus rubra b. Black Cottonwood Populus trichocarpa c. Sitka Willow Salix sitchensis B. HARDSCAPE & PARKING LAYOUT Concept Site design of the plazas and walkways is to be rectilinear in nature- a pattern of grids corresponding to architectural features and utilizing different surface materials for visual interest and clarity for the pedestrian. The goal is to provide a set of surface materials that highlight a change from vehicular to pedestrian space and that provide a hierarchy of importance to these spaces giving visual clues to the user about entry locations. Plaza Locations b. Main entry plaza This is the corporate face or `front porch' of the Seahawk's Corporate Headquarters. The rectilinear design enhances the perception of order, organization and stability. The entry road is on axis with building axis, creating a plaza space to the south that contains horizontal and vertical features of interest, including stained concrete paving and ipe wood decking as surface materials and large quarried native stone blocks. A permanent screening fence between the plaza and the practice fields, (likely decorative metal with vegetative screening) will provide privacy for on -field football operations. a. Player's entry Landscape Narrative 24 May 2006 Revised 6 September 2006 Page 4 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters Renton, WA 1pe wood decking is proposed at the entry to correspond with the proposed overhead wood pergola. A planter and vegetated screen wall block the view of the loading dock. b. Player's patio This area is integrated into the fire lane but distinct in paving and ipe wood decking. The patio is oriented to take advantage of views of the lake and southern exposure. c. Transition between fields and facility The apron between the building and outdoor practice fields will be a combination of concrete and rubberized walking surface. The apron will highlight architectural components such as entry doors and weight room garage doors with banding of stained concrete. 3. Handscape Materials a. Concrete Material A The surface treatment of the sidewalks and plaza between the parking lot and building will highlight the change from vehicular space to pedestrian space. It is appropriate to include the pedestrian surface treatment in select areas of the parking lot and access lanes that will have significant pedestrian use associated with crossings or drop-off areas. A potential material would be a typical broom finished stained concrete (subtle earth -tone, for example) for ;here areas. b. Concrete Material B Surface treatment of the main entrance (lobby and retail store) and player's entrance will be differentiated from the surface treatment of the surrounding sidewalks adjacent to the building. This will provide a hierarchy of importance to these spaces and give visual queues to users and visitors. This material is proposed as concrete as well but differentiated from Material A in two ways: a more frequent score joint pattern and a different stain tone or acid wash treatment. c. Specialty Material C Material C is anticipated to be a specially surface treatment, used primarily adjacent to the main entry area to provide spaces of significant visual interest. The material proposed is ipe wood decking, which will correspond to the use of wood in the structure and be a subtle reference to past use of the site as a lumber mill and lumber treatment facility. In addition, wood decking is an appropriate aesthetic choice for the site's location along the shores of Lake Washington. Ipe wood (which has been certified as sustainably harvested) is naturally resistant to rot, decay, insects, and mold. Ipe is an incredibly strong, dense wood that stands up to high traffic use, will not splinter or check, and is resistant to fire. Site Furnishings Benches, lighting, trash receptacles, and bollards (if necessary) will be consistent with the architectural style and materials used in the building These elements will also be consistent with each other with regards to character and materials. Also, screens that support plant growth may be appropriate in locations where there are tall, blank walls (either building or retaining) or between the player's entrance and Landscape Narrative 24 May 2006 Revised 6 September 2006 Page 5 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters Renton, WA the delivery dock. Proposed materials include: a. lice wood containing metal accents (painted galvanized or stainless steel) for benches- b. Painted galvanized steel, stainless steel, or aluminum for trash receptacles, bollards, screens, and light fixtures. C. IRRIGATION Drip Irrigation A standard drip irrigation system is proposed in all typical planting beds associated with the parking lot, as well as the canopy trees planted along the perimeter of the property. Temporary Sprayhead Irrigation A temporary spray irrigation system is proposed for the shoreline/riparian planting area. This area will be put on a separate irrigation zones so that they can be operated in accordance with the specific water regimes that will occur. Once the native vegetation becomes established in these particular areas (which typically occurs in 2-4 years), the irrigation can be decommissioned as these plants should be adapted to drought conditions during summer months. The rotor spray heads would be removed and the irrigation lines left buried in the ground. Removal of valves and valve boxes is an option. Permanent Sprayhead Irrigation A permanent sprayhead irrigation system would be appropriate for the west side of the building where grass pave/grasscFete has been indicated for the fire lane. Gene,al Irrigation Notes -rhe point of connection for the irrigation system is yet to be determined. I -he controllers should be located in a convenient area yet screened from view_ Irrigation for the fields is to be designed by others but will be coordinated so that the water supply comes from the same main line. Whether there are two controller systems (one for the planting areas and one for the fields) is yet to be determined, as are the locations. Future irrigation plans will designate zones within each of the areas described previously, each with their own valve for timing and volume control. Sleeving under the pavement will also be designated to supply irrigation lines and valve wiring. Landscape Narrative 24 May 2006 Revised 6 September 2006 Page 6 N0IJNIHSdM'NOJ.NAd O i . 011 1S3MH-LUON TNEU00=1 W - ui :!� ;,_S �I�j�r!_y'',,��[I�'.��"fil IF CiJ SS t�S€.i"g���� r �} ��r � ♦:� * � t , ICJ IL 61� 1 R +'S {x; si�.i�R ����1 �_i F�.� �`a__I�'t���� � p i i � f�f, .Y f � 1 r�+�� �� � :• '„ I� p i - i �` I •. 'tom, a hi � Is��if�i4ix..�r r�� r<►a5'.�el;�f�l�g.l N,��I f ai--I �I � ,' ' i[,.•1E�t�I2�Ymr3r�.� I a `I S � jff —�frli y i's; � E ^ x �lj i f�eLc h�. ,♦ Yam(` , I \ ♦~ `M1`* �'� -,� � `l � .S1 .�..I !� Seahawks Corporate Headquarters & Training Facility Preliminary Shoreline & Gypsy Creek Vegetation Zone (100') Calculations EDAW, Inc. August 29, 2006 SHORELINE ZONE COVER Approximately 142,000 sf in 100' zone (including existing wetland and wetland buffer' Existing Conditions SQ. FT. Currently Proposed Conditions SQ_ 7T FIGURE 9.2 Diff. Wetland 21,638 Wetland 21,638 0 Wetland Buffer (existing restoration planting) 6,555 Wetland Buffer (existing restoration planting) 6,555 0 Riparian Tree+ Shrub Cover 35,664 High Density Riparian Planting (native tree &, shrub) 42,919 7,255 Riparian Shrub Cover Only (primarily invasive) 21,177 Low Density Riparian Planting (native shrubs & grasses) 10,534 -10,643 Grass (native and non-native) 35,364 Field Turf & Grasspave 30,984 -4,380 Landscape Planter (native plants) 0 Landscape Planter (native plants) 4.211 4,211 Building 2,129 Building 6,159 4,030 Pavement 26,148 Pavement 18,188 -7,960 Sand Filter 0 Sand Filter 7,612 7,612 TOTAL 148.675 TOTAL Notes. 1. Overlap of tree canopy and pavement or water cause total to equal more than the approx. 142,000sf buffer area. 2. 10,074 sf of high density riparian planting is proposed at SW corner of site adjacent to wetland buffer (within 200' of shoreline). GYPSY CREEK COVER Approximately 24,000 sf in 100' zone (on either side of 120' long stream segment Existing Conditions SQ. FT. Currently Proposed Conditions 148,800 SQ. FT Diff. Riparian Tree+ Shrub Cover 14,403 High Density Riparian Planting (native tree & shrub) 0 -14,403 Riparian Shrub Cover Only (primarily invasive) 2,156 Low Density Riparian Planting (native shrubs 8 grasses) 0 -2,156 Grass (native and non-native) 6,831 Field Turf & Grasspave 0 -6,831 Landscape Planter (native plants) 0 Landscape Planter (native plants) 6,796 6,796 Building 0 Building 963 963 Pavement/gravel 610 Pavement 16,241 15,631 TOTAL 24,000 TOTAL 24,000 U1 ❑ O W U d m W 2 .* t1N W W 0. RIPARIAN ZONE - DRY Evergreen Huckleberry - Vaccinium ovatum, Ht 8' Red FLowering Current - Pibes sanguineum, Ht 12' Madrona - Arbutus menziesii, Ht 25.80' x W 15-45' PLANT PALETTE mollis, Ht 2-4' x W 2-4' Low Oregon Grape - Mahonla nervosa, Ht 2' Snowberry - Symphoricarpcs aic,r5, Ht 3-5' Pacific Dogwood - Comus nuttaliii, Ht 7-45' x W 6-36' Ht 2-3` x W 3-5' Mock Orange - PhiOdelphus lewisii, Ht 5-10' x W 3-5' n w U d M w 2 A O O RIPARIAN ZONE - WET i aequalis. Ht 2.5' Spike Bent Grass- Agrostis exarata, Ht 3' Black Goseberry - Ribes lacustre, Ht 5-T Hardhack Spirea - Spirea douglash, Ht 3-4' PLANT PALETTE Sawbreak Sedge - Carex stipata, Ht 1-2' Bog Laurel - Kalmia microphylla, Ht 3' Small -fruited Bulrush • Scripus microcarpus, Ht 3' Bog Rosemary - Andromeda polifolia, Ht 2' U1 z x LU LL a z Q N tr LU O u a z Z) O l� rL 4- Redwocd Sorrel - Oxalis oregana, Ht 3-8" x W 2' Bunchberry - Cornus canadensis, Ht 3-8" K Maidenhair Fern - Adlantum aleuticum, Ht 3' x W 3' PLAINT PALETTE r Maianthemum difatum, Ht 3-6" Sword Fern - Polystichurn munitum, Ht 3.5' Epimedium - cpimedium spp.. Ht 1-1.5' Deer Fern - Blechum spicant, Ht 3-5' E uA w w a Intermedia, Ht 5-8' x W 18' Ohododendron - Rhododendron spp, H' 3-10' x W 3-10' nbciflc Dogwood - Cornus nuttallii, Ht 7-45' x W 6-36' PLANT PALETTE Mountain Laurel - Kalmia latifolia, Ht 4-12' 5nowberry - 5ymphoricarpos albus, Ht 3-5' t estern oedbud - Cercis occidentalis, Ht 20-30' x W 15-25' t inter Daphne - Daphne odora, Ht4'xW5' Doublefiile Viburnum - Viburnum olica- tum 'iomHntoVum', Ht 7-10' x W 10-15' grandiflora, Ht 20.25' x W 15-18' ;13 Vine Maple - Acer circinatum, Ht 4-30' x W 3-7' Red Maple - Acer rubrum, Ht 25-60' x W 15-40' h atsura - Cercidiphyllurn japonicum, Ht 40-60' x W 40-60' PLAINT PALETTE z.. Douglas Fir - Pseudotsuga rnenziesii, Ht 40-60' x W 15-20' FDn reDFh 200'+ Norway Maple - Acer piatanoides, Ht 35-45' x W 25-35' t estern Red Cedar - rhuja pficata, Ht 20-70' x W 15-25' FDn reDFh 150'+ Birch - Betufa jacquemontii, Ht 30-50' x W 20-35' North and South Baxter Site Development Plan New Seattle Seahawks Headquarters Renton, WA ARCHITECTURAL DESIGN 1.00 INTRODUCTION A. VISION The vision for architectural design is to create a new headquarters facility that meets the Seahawk's functional requirements and is aesthetically striking. The design seeks to create a signature project that reflects the Seahawks Brand and is sensitive and responsive to the context of the Pacific Northwest and the Baxter Site. 2.00 DESCRIPTION A. Location on Site The office building and indoor practice facility are located to achieve the following goals: • Minimize deep foundations associated with poor soils and substrate conditions. • Locate office building (lower mass) in front of the Indoor Practice Facility to minimize the apparent mass of the Indoor Practice Facility at lakeside (West Elevat}on). This will min}mize the massing adjacent to the lake to the fullest extent possible. • Maintain view corridors to the lakefront from adjacent properties • Maximize views to Lake Washington from office spaces Locate the front door of the facility in close proximity to a new at -grade rarlroad crossing, approximately halfway between the existing crossings The outdoor fields are located C) widest portion of the site to accommodate dimensional requirements_ Also, this area of the site is not suitable for building construction due to the poor quality of soils located in this portion of the site. B. Cap Components Elements of the building and site comprise the "cap" as required by the Consent Decree including: • Office Building —ground level slab • I ndoor Practice Facility — ground level slab • Surface Parking • Roadways • Hardscape areas • Outdoor Practice Fields Architectural Narrative 24 May 2006 Revised 6 September 2006 Page 1 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters Menton, WA C. Floor Plans Approximately 131,000 gross square feet of office space is prodded on three levels. A three story office building is proposed for the following reasons: Maximize adjacencies (vertically) between team and administrative uses Minimize footprint and extent of deep foundations Minimize footprint to accommodate future expansion Plans are organized as follows: Level 1 — Player facilities, equipment rooms, storage, mechanical, auditorium and lobby spaces are prodded on Level 1. Player and coaches entries are located at the northern entry with secure connections to the dedicated player parking. Public access to the public lobby, auditorium and indoor practice facility is provided at the southeast corner. Mezzanine Level — Offices, technical. areas, meeting rooms and dining facilities are located on the mezzanine level. Level 2 — Offices Plumbing will be concentrated in multiple zones of the building as shown to accommodate player facilities, kitchen and general toilet facilities. D. Atrium A multi -story atrium is proposed to achieve the following goals: • to create separation between the office building components and the indoor practice facility to reduce assembly requirements for occupancy separation. • to accommodate simultaneous construction for the indoor practice facility and the office building • to promote internal team communication between floor levels • to promote the creation of "left over" or informal meeting spaces • to use volume, light, shadow, and color to eliminate the long corridor feeling • to minimize the number of piers and/or piles, especially at double columns 9 the linking cf the indoor practice facility and office building. E. Structural Systems —Office Building At the office building, the primary structural systems consist of a steel frame, with a composite concrete/ metal deck floor system. F. Height of Office Building The bulk of the building is approximately 52 to 55 feet in height. The following finished floor to floor heights are proposed: a. Ground Level — 27'-5" Architectural Narrative 24 May 2006 Revised 6 September 2006 Page 2 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters Renton, WA b. Mezzanine - 45'-5' c. Second Floor — 59'-5" d. Typical Roof — 73'-5" e. Optional High Roof — 79'-5" G. Elevations - Exterior Wall Systems The design developed to date features the use of traditional architectural devices to reduce the apparent scale and mass of the project are being explored including: arcades, horizontal expression lines, special roof treatments plus fenestration and glazing systems. At the lakefront, the office components are placed in front of high mass elements associated with indoor practice facility to further reduce the apparent mass of the facility. This approach occurs at the south fagade as well. To the east, the building is entered at the ground level with the "front -door" of the facility located immediately adjacent to the new (proposed) at grade crossing of BSNF as indicated on the Figure 5.2. To the north, landscaping will be incorporated at the building perimeter as well as the property line to buffer the facility from the adjacent residential uses located to the north. The leading roof edge of the office building is sloped downwards to minimize and screen ground level views of rooftop mechanical equipment from the site, adjacent sites and Lake Washington. Metal sun screening devices are being studied for the south and west facades. As indicated on the attached elevations, a range of exterior wall systems are being evaluated including: a. Base of building — synthetic stone, masonry, storefront systems, cementious wall panels and/ or metal panels. b. Upper Levels — Windows consisting of anodized aluminum frames, clear glazing and spandrel panels. Spandrel panels being considered include cementious wall panels and metal panels. H. Color of Exterior Wall Systems A range of color palettes are being studied for exterior facades including: • Metal Panels — Nickel to light gray • Synthetic Stone — Buff/ Sandstone to light gray with a blend of warm earth tones • Synthetic Wood and Wood Panels — similar to the finished Cherry wood • Cementious Panels - Buff/ Sandstone to light gray • Glazing — Clear • Translucent Panels — white to off white/light gray Final color palettes will be based on selected materials. Architectural Narrative 24 May 2006 Revised 6 Septembe r 2006 Page 3 North and South Baxter Site Development Plan New Seattle Seahawks Headquarters Renton, WA Roof Systems Proposed roof systems include mechanically attached membrane roofing — white in color. J. Indoor Practice Facility The Indoor Practice Facility (IPF) is configured to accommodate either a pre- engineered or an engineered saiution. Approximately 80,000 g.s.f. of interior space is provided. 95 feet clear height at the center of the field with overall height of approximately 120 feet. A variety of exterior wall systems are being evaluated for the IPF including; a. Base of budding — cementious wall panels and metal panels. b. Upper Levels — a combination of translucent wall panels (for day lighting), cementious wall panels and metal panels. Architectural Narrative 24 May 2006 Revised 6 September 2006 Page 4 ADMINISTRATION CIRCULATION COMMUNICAT(ONS d BROADCASTING _ COMMUNITY OUTREACH -TEAM MEETING 4 ..,,. FACILITIES � TEAM svirE_ . i TRAINING �� {; t "'�E �.7► NUTRITION ��� �,� GEN�RAL iL j* r l L tj-� I — rrr�a-Z.... +.i-� roar :". .4 .. s ,ts-.• •. , , �A tj I r „•11'" _. .:_I'.. ..,... -i.,� rk , �. �', a +-�I:r "� �Y�: 1. la+r- i j, rr r ryl III —It r+fa t16 0,11r •+.t .�c• 1ri} BIT. *,is tatt 't.1};itt ..1. i A � � Ii #►1 .I iW I 1 I 1 ✓,�. .tal.. 1->Sri-R-..L. I ^}' S. fC it n. '4 4141"�..F -:.lit r:µ.'....t,... u.y.•�.�s�. •�--i,t.....•-1: sJ"'t'4- 6 6 A• FIRST LEVEL FLOOR PLAN l Al-- � W z CIO - o M uj(D _ c z cn E J o z � z � Q(a ILL N a I 1 A101 � S • ., G r 6 B ,J it 17 •.f a ,s �! ,A ;y COMMUNICATkONS tS BROADCASTING. CONFERENCE RDQ!!g c r n Cal RETAIUPUBLIC AREAS GENERAL — I COACHING STAFF CIRCULATION SCOUTING v _ 1I— I� FOOTBALL SUPPORT � TEAM MEETING N }'r i T. _ . i ., U� FACILITIES Y — w iYp SLAM SUITE V NUTRITION i c r K W /wJ � W J J z r N -: N 0) a Q = 1= z 3 - C1! -a D F- - — � m Z co _C c 17: I ' r ' r i a r ��• r — — 1 t� r �-+� I e A 1. ll A MEZ7ANINE LEVEL FLOOR PLAN LLX.IH Pu,r;5 Al FIGURE 10.2 A102__ r t G r � i; I r I i n A� SECOND LEVEL _FLOOR PLAN Al ! r j 7 l _ 9 - n 1 � wires w.•wr� W ADMINISTRATION TICKETS FINANCE NUTRITION INFORMATION SYSTEMS a CONFERENCE ROOMS COMMUNICATIONS d CIRCULATION " BROADCASTING 4 O COMMUNITY OUTREACH CORPORATE — PARTNERSHIP N FAN DEVELOPMENT GAME DAY -- PRESENTATION .r k ~ 06 z 0 07 U M LL a7 cm OC _ C: z _jo m z Lu aa LL c!) p fiCSCn hX45 FIGURE 10.3 A103.. > jig F1 F G) z i hip m CD DEIGN DEVdOPMENT - NOT FOR CONSTRUCTION Seahawks Headquarters & I I > Training Facility C FOOTBALL NORTHWEST LL CD 42 1 !--'11I i I 11 - I RENTON, WASHINGTON I I F N019NIHSVMNOIN3?!l 04 071 iS3WUJON lIV9100A C) co Al!l!oe;j 5ululel -�, R sja:penbpegH SjMeqeqs NOUOn�iSNOO Ki ION =iNlKdo]]AK NOISACI 41 CD JF ♦ trl f. J. - LL I F z 0 0 LU LU w :E 0- z �z U) xwx f. < m x An m Cn m i Q z 0 0 C 4 gyp > M 4h- C:) I Seahawks Headquarters & Training Facility FOOTBALL NORTHWEST LLC I RENTON, WASHINGTON 11 > G) 0 Z !Z m 0 z z P 0 0 0 C z 6) (n m 2; 71 C m o DESIGN DEVELOPMENT; NOT FOR CONSTRUCTION Seahawks Headquarters & DC Training Facility 0Q FOOTBALL NORTHWEST LLC RENTON, WASHINGTON