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M2 ARCHITECTS ok April 27, 2012 City of Renton Department of Community & Economic Development 1055 South Grady Way Renton, Washington 98057 Attn: Ms. Vanessa Dolbee, Senior Planner Re: Hawk's Landing Hotel - Comparative Review of Original Master Site Plan Submittal (LUA09-060) and Revised Submittal 4-18-2012. Ms. Dolbee: The following items form a page -by -page (exhibit) review of design changes to the original submittal package: Exhibit 1: Yellow File No Changes Exhibit 2: Neighborhood Detail Map No Changes Exhibit 3: Existing Conditions Minor Revisions A. New ROW improvements to take Washington Blvd. by the City of Renton include new Street Landscaping, Sidewalk and Storm System Wet Swale installation at south end of site as well as new Water Main extended to north -end of site. Exhibit 4: Hawk's landing Master Site Plan Minor Revisions A. Hotel footprint revised from 29,336 sq.ft. to 30,464 sq.tt.(1,128 sq.ft. or approx.4% increase). 22002 64rh Avenue West, Suite 2C, Mountlake Terrace, WA 98043 Office:206-354-7100 FAX.,425-774-8219 B. Hotel Site Area revised from 145,675 sq.ft. to 119,657 sq.ft. (26,018 sq.ft. or an 18% decrease in area). This equates to going from an original 22% Lot Coverage to a new 25% Hotel Lot Coverage. C. The East Plaza area was enlarged to accommodate outdoor guest amenitieslfunctions. D. Trash and Recycling enclosure relocated to N.E. corner of building and Garage Access Ramp rotated to provide vehicular access directly from entry drive (eliminates conflicts within parking field). E. Circular accent paving feature was added to south end of surface parking area (provides transition to future Phase N development). F. Surface Parking Stalls increased from original 12.4 stalls to 142 stalls (18 stalls or 1 S% increase). G. Lake Washington Blvd. frontage improvements revised to include 10 foot R.Q.W. landscape Strip and 12 foot R.Q.W. Sidewalk. H. The proposed Transit Pullout lane and Transit Shelter have been eliminated from original proposal. 1. The Trellis Screen on northeast corner of hotel has been eliminated and the exterior pool patio relocated to the south end of the hotel due to pool facility relocation. Exhibit 5: Hawk's Landing Site Plan Minor Revisions A. Refer to Exhibit 4 Notes. Exhibit G: Site Dimension Plan Minor Revisions A. Hotel footprint dimensions revised as well as Hotel Site dimensions. Exhibit 7: Tree Inventory Plan No Changes Exhibit 8: Landscape Plan Minor Revisions (Revised Landscape Plan not included in new submittal) A. Minor Landscape design changes due to Hotel footprint revision and surface parking lot layout revisions. Exhibit 9: Site Utility Plan 22002 64rh ST West, Mountlake Terrace, WA 98044 Office:206-354-7100 FAX:425-774-8219 Minor Revisions (Revised Site Utility Plan not included in new submittal) A. Hotel footprint and Hotel Site area revised. Exhibit 10: Grading Plan Minor Revisions (Revised Grading Plan not included in new submittal) A. Hotel footprint and Hotel Site area revised. Exhibit 11: East and South Exterior Elevations Minor Revisions The entire Hotel has been re -designed to accommodate StayBridge Suites requirements. The overall design concepts and exterior finishes/colors were used from original submittal with the following exceptions: A. The 51h Floor step -back was removed and now aligns with the floors below (again, due to StayBridge Suites Design requirements). B. The main Hotel roof element has been revised from a standing seam metal roof to a concrete the roof, which would give the roof a much richer texture and enhance the Craftsman design nature being cultivated. C. The Pool and Spa facility has been relocated from the northeast corner of Hotel to the south end, integrating its own 2- story glass and timber/cedar siding identity. This feature helps anchor the south end of Hotel and provides a scale transition to the 5-story Hotel at the main vehicular entrance to development. D. Vertical mechanical grilles have been added to each guest unit to accommodate new VTAC heating and cooling systems. Metal grilles will be painted/finished to match adjacent exterior wall colors. E. The curved I -story Restaurant facade has been eliminated due to elimination of restaurant. Exhibit 12: West and North Exterior Elevations Minor Revisions The entire Hotel has been re -designed to accommodate StayBridge Suites requirements. The overall design concepts and exterior finishes/colors were used from original submittal with the following exceptions: 22002 641" Sl West, Mountlake Terrace, WA 98044 Office:206-354-7100 FAX:425-774-8219 A. The 51h Floor step -back was removed and now aligns with the floors below (again, due to StayBridge Suites Design requirements). B. The main Hotel Roof element has been revised from a standing seam metal roof to a concrete file roof, which would give the roof a much richer texture and enhance the Craftsman design nature being cultivated. C. The Pool and Spa facility has been relocated from the northeast corner of Hotel to the south end, integrating its own 2- story glass and timber/cedar siding identity. This feature helps anchor the south end of Hotel and provides a scale transition to the S-sfory Hotel at the main vehicular entrance to development. D. Vertical mechanical grilles have been added to each guest unit to accommodate new VTAC heating and cooling systems. Metal grilles will be painted/finished to match adjacent exterior wall colors. E. The Lake Washington Blvd. Hotel Entry has been scaled down and shifted to the north to accommodate main dining area located at the center of Hotel. The exterior east plaza has been expanded to accommodate new outdoor dining facility. Exhibit 13: South and East Elevations (Graphic) Minor Revisions The entire Hotel has been re -designed to accommodate StayBridge Suites requirements. The overall design concepts and exterior finishes/colors were used from original submittal -refer to Exhibit l 1 comments for design exceptions. Exhibit 14: North and West Elevations (Graphic) Minor Revisions The entire Hotel has been re -designed to accommodate StayBridge Suites requirements. The overall design concepts and exterior finishes/colors were used from original submittal -refer to Exhibit 12 comments for design exceptions. Exhibit 15: Hotel Garage Floor Plan Minor Revisions 22002 641h ST West, Mountlake Terrace, WA 98044 Office: 206-354-7 100 FAX:425-774-8219 A. Hotel Garage footprint revised from 35,175 sq.ft, to a 29,514 sq.ft. facility f5,661 sq.ft. or 16% decrease in size). B. Hotel Garage Parking revised from 107 stalls to 68 stalls f39 stalls or 36% decrease). C. Hotel's Commercial Laundry facility was relocated from 1st Floor to the Garage Level. Exhibit 16: First floor Plan Minor Revisions A. Hotel First Floor area revised from 29,336 sq.ft. to 30,464 sq.ft, (1,128 sq.ft. or 4% increase in size). B. The Public Restaurant and Commercial Kitchen has been eliminated and replaced with a "Guest -only" Dining facility and Food Prep Kitchen (Breakfast, evening light fares and guesf/conference food service). The guest dining area has been located on the west side of Hotel facing Lake Washington Blvd. and Lake Washington. C. the total area dedicated to Meeting and Conference uses has been reduced from 4,206 sq.ft. to 3,358 sq.ft. (848 sq.ft. or 20% decrease). D. The Signature Spa use at the northeast wing has been eliminated. E. The Fitness Center, Pool and Spa has been relocated from the Northeast wing to the south end of Hotel. F. The northeast wing of Hotel has been lengthened and planned for 19 guest rooms. Exhibit 17: Second Floor Plan Minor Revisions A. Hotel Second Floor area revised from 25,258 sq.ft. to 26,866 sq.ft. (1,608 sq.ft. or 6% increase). Exhibit 18: Third and Fourth Floor Plans Minor Revisions A. Hotel Third and Fourth Floor area revised from 25,176 sq.ft. to 26,371 sq.ft. (1,195 sq. ft. or 5% increase). Exhibit 19: Fifth Floor Plan 22002 64th ST West, Mountlake Terrace, WA 98044 Office:206-354-7100 FAX:425-774-8219 Minor Revisions A. Hotel Fifth Floor area revised from 17,224 sq.ft. to 26,266 sq.ft, (9,042 sq.ft. or 52% increase). Design revision eliminating the step -back from floors below. Exhibit 20: Root Plan Minor Revisions A. Hotel Roof plan revised to accommodate new fifth floor plan, which eliminated the step -back from lower floors. B. Standing seam metal roof and flat roof elements added to south end of Hotel for Pool and Spa area. Exhibit 21: Building Sections Minor Revisions A. Hotel Building Section revised to reflect elimination of Fifth Floor step -back from lower floors. Roof mechanical wells have also been eliminated due to change of building mechanical systems. Exhibit 22: Demolition Plan No Changes This concludes our review and documentation of proposed design revisions. If you have any additional questions or require any clarifications, please feel free to contact me. Sincerely, wcl_LL: Mel A. Maertz, Architect Principal, M2 Architects 22002 641h ST West, Mountlake Terrace, WA 98044 Office'. 206-354-7100 FAX: 425-774-8219 Wir ��1 ,1�' •", w:,, SURVEY NOTE: S1i�E R11or� .� :i�tl'.M - - ,' `.' : •. nm.cr..c eon rr e wl ww mnRlon •tl�'' ',",,, LECAL DESCRIPTION: I- �� - as if k. nn PARCf1 A i r ":7 �"•'e'� _ e cur-.w.c,n asxvarvrn "n;$, wmmaamw« f O l M 'I � � �. f:��1 �J •• 1 � raw, xaw[ xmr tram xw rl Nf 1 1m. Q Iwre s Mn[ x wrn aTJ� tin I�—�a,'! Y �'�V wlllpl �' '�� � li 1 \ / ��r� oil xe f i�� ram , I F i �u.'y 1fl ,'i .l 1 -... - �i - f XSO, 1 I ! o f Now's l .........# ...............................ram.' ;,'I 4 J ATER LINE pF g W K L S �f f' CREEK z -` -EZISTING "-E%ISTING WETLAND W WETLANDS, �`R�F :Y +33 S.F. 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OKVINARY HIGH WAT[K LINE OF Sound Development Group t �,�r� urxtea� �swlnlnc a uno vtvnorxt•r.� st�ws EXHIBIT E NIP 24 N, RANGE 5 E, - FKISn Nc 6 .� WlTVSNU 'h' ��L0./1Cp .133 S.F. 9P S U'f EGORY '3' DEMOLITION PLAN 5JRVEY NOTE LE AL RESC _]FTIQN: m+r..m's4 me��mlS.Q , ��m,„IramVr w w l�� TSR NORTH� __— f(.YL MS MO)<Ci HAWKS LANDING � aw�ee �eaFlier rsevExxv rsnaw FOR ^a ALP£RT INTERNATIONAL of 1 IN A id" /1 OF 529&32, WNSI-IIP 24 RANGE 5 E., W-M. f IPA � ~r �O I � I �.1• �,P I I+ Ih i ! I' , -- -- -- -- -- -- -- -- _ .71 50 o so Al 5ound Development Group BfFORE YOU 51TE DIMENSION PLAN HAWKS LANDING ➢LVf}H�/r' �„ Kf FOR ALPERT INTERN 4TIONAL fYfaJ/fr7N WAAMA -.:-^r �-.-ITNN•w IF— wvfGi w.-r�axw EXHIBIT 6 `No OUTFAL6S 710 114�_' 8 17 kTU 1 �� -0 ukLTVZWEED STOR2"IW 7I t l�ent•1 DOr PAc.CkuU �II j (jr q of. + oeaNA ! i qad z Cl�SS-51� . Ii i Off+ 1 +i +I Q� IN A P RTION OF SECTION 19, & 32 DIff 14 N-, KA/VUI: 5 t., VV-/VT I 1[ 17.31 7i0LM`I` , s \'1* ` \ '•\ [ 17• S 37 fit s- _- .- [ I:- R • 39.77 24' W • 36.17 W 6' E . 29.91 n.m 700 141OrQ NM R ! E Pi S 3 • T.OS Ill VW Wr V PANE. 1L. j7 �Il• ,� � , '� ,7r °�111 `y w - ��I11 , ' 1 lJ fj�r! `Y Iril/lr/r�r�l r, �7111- I1S1 rJF7 d ' Ir 11, 1 r � r1 'r aff V POM Not $ 1 000 'ir �j,,' �: fl.'i'i;'ll� j � l IlI�11�1. it �;�.� 11 �{�f;;ll. Pain `t ;;%!� \\ '� •, 1 ! ! 1 A �� � f ���I - � ;r�7, I •. � ��, —7"� A" Mill j ea Sound Development Group ENQWW^r.y S(,wvPi WC d LAA19 DFVRQPMEWY SERVKU P.0- Box )705 • I 1 f 1 Ckveland Avenue, Suite 202 Mount Vemon, WA 4827J Jell 360-404-2010 Fax: J60-404-20TJ sa ��so sro;� sa_ sow— m- �-----mso �,_ SDP 4 OFI�R' �-^7 FOF��✓i�EQ 6-�r C ''r SOP 3 WITYI Ct�E�``' L1NGE�bYO�"Y EXISTING . ORDINARY HIGH DP 6 WETLAND W —EXISTING • , WATER MARK OF DP 5 433 SA CATEGORY 'Y WETLAND V CREEK 48151. .� CATEGORY'2' CR SGtlf F. aw MDR Wetland Delineation & Stream Study Prepared by: Atnwrver P1,W HAWK'S LANDING • CROWNE PLAZA HOTEL Grawn-Buinting Associates LOXMD Br PSfVF by DICED Br PSfVBtAV FOR Environmental & Land Use Services /noxx"Aa HA wxfs LANDING LLC 3643 Legg Rd., Bow, WA 46232 LUTE M4Y7 IOD9 KOM% WA0009M Ph: 360,766-4441 Fx: 360.766.44-43 LezelE1d (D DP = Wetland Data Point t t t't'trt Delineated Wetland Existing vegetation O -58 Kmoeclll SCALE 1' 100' NORTH Wetland Delineation and Stream Study Existing Conditions Site Plan Attachment A BIOGRAPHY For Dan Mitzel Dan Mitzel has been actively involved in the real estate development and construction business since 1977 when he developed his first subdivision in Burlington WA. Since then Dan has developed hundreds of lots in Skagit and Snohomish County. Starting in 1980 Dan started developing commercial projects that are located as far south as Salem Oregon total over 1,700,000 S.F. of office, hotel, retail and industrial projects In 1984 Dan was involved with his first hotel project when he was the contractor and development partner in the development of the Best Western Harbor Plaza Hotel and Conference Center in Oak Harbor. Since then Dan has constructed and operates in partnership with other investors the 75 room Holiday Inn Express Hotel & Suites in Burlington WA., the 99 room Holiday Inn Express Hotel & Suites in South Everett WA., the 102 room Hampton Inn & Suites Hotel in Burlington WA, the 100 room Holiday Inn Express Hotel & Suites in Marysville WA., the 80 room Candlewood Suites in Oak Harbor WA., the 111 room Holiday Inn Express Hotel & Suites in Sumner WA. and the 112 room Holiday Inn Express Hotel & Suites in Chehalis WA. From 1987 to 1995 Dan partnered with Dave Allegre in the ownership and operation of Dujardin Development Company during which time Dan was involved with numerous retail, industrial and residential developments throughout Western Washington. In 1996 Dan sold his interest in Dujardin Development Company as part of his desire to refocus on developments in Skagit County and Snohomish County. His recent projects include residential, retail, office, hotel and industrial developments. Dan has been active in many community oriented affiliations including his work with Salem Village Corp. which is a non-profit Housing Corp. dedicated to providing affordable housing for seniors in Skagit County. Dan is the past president of Salem Village and is actively working with Salem Village to establish additional affordable housing opportunities for seniors. Dan presently owns and operates, in partnership with Jeff Hansell, M&H Contracting LLC which is a general contracting company that is primarily focused on the construction of hotel, retail, industrial and office project construction. Dan is presently operating, in partnership with Jeff Hansell, Hansell Mitzel LLC which is one of largest land development and home construction company in Skagit County. Hansell Mitzel LLC is dedicated to developing quality neighborhoods for the present and future residents of Skagit County. Other Community based affiliations are: Economic Development Association of Skagit County Boys and Girls Clubs of Skagit County Skagit Island Counties Builders Association (Past President) Building Industry Association of Washington Salem Lutheran Building Committee Chairman (1994 to 1999) Salem Lutheran Church Council Salem Village Corporation (Past President) Established 2000 Sound Development Group, LLC Civil Engineering, Surveying, GPS Construction and Land Development Services Mailing: P.O. Box 1705, Mount Vernon, WA 98273 Street: 1111 Cleveland Avenue Suite 202, Mount Vernon, WA 98273 Statement of Qualifications January 2009 Nookachamp Hills PUD Phase I -IV Skagit County, WA Phone: (360) 404-2010 Fax: (360) 404-2013 Email office@sdg-Ilc.com Federal I.Q. No.: 91-2051910 UBI No: 602-038-172 EXHIBIT J } Sound Development Group, L.L.C. Civil Engineering, Land Surveying, GPS Construction and Land Development Services Sound Development Group, L.L.C. is a civil engineering, land surveying, GPS construction and land development services company, located in beautiful Skagit Valley, Washington. We are a well -accomplished and cohesive nine -person team that is committed to the enhancement of our profession, communities and families. Sound Development Group offers a wide array of engineering services that include site plans, roadway designs, channelization, sewer and water designs as well as surface water management. Many of our projects have had an added complexity that required protecting the integrity of sensitive and critical areas. We provide NPDES permitting, SWPPP preparation and Daily Monitoring Reports during the wet season, turbidity monitoring, site inspections, project management, and permit coordination with all local, state and federal agencies. Our office engineers utilize the latest design software (AutoCAD Civil 3D 2009, Land Desktop 2008, WWHM3, and StormShed 3G) The surveying department performs many types of surveys to satisfy our client requests and assist office engineers in the development and completion of projects. These surveys include, but are not limited to the following: ALTA and as -constructed surveys, boundary analysis and staking, condo surveying, construction surveying, subdivisions and platting, topographic surveys for engineering and architectural support, hydrographic surveys for mapping, route surveys, and right-of-way and utility corridor surveys. Our surveyors use a Leica TRCA 1105A, Trimble S6 Robotic Total Stations with reflector less capabilities, latest generation Trimble Global Positioning System (GPS), and Dini Digital level. A substantial cost savings can be obtained by using both of these systems versus stand-alone conventional survey methods. Ideal for surveyors, engineers, mappers and geo-reference professionals, SDG has established a GPS single position "Virtual Reference Station" for real time positions for multiple end users. This single site Fixed GPS Reference Station actively serves a 20 plus mile radius around Mount Vernon which eliminates the need for temporary setup of field base stations for each individual project, saving time and money. This fully automated system operates continuously to provide RTK corrections, configured to broadcast via cell phone service or direct internet access for accurate real time positioning in the field for up to ten rover units or as an additional data source for post processing positions for shared users. Sound Development Group's GPS construction services team has the ability to take in-house as well as third party designs and convert them into 3-D machine control products that close the gap between blue prints and the ground. These 3-D models provide designed surfaces based on the Global Positioning System (GPS) which produces accurate horizontal and vertical machine blade guidance designed specifically for earthmoving equipment in the construction industry. This dynamic combination of knowledge, problem solving, local vesting and a current mixture of industry tools enables Sound Development Group to provide straight forward real solutions for the maximum value to our clients. A Sound Development Group, L.L.C. Civil Engineering, Land Surveying, GPS Construction and Land Development Services a PROJECT SUMMARIES o ❖ Plat of Eagle Heights I & Eagle Heights II Eagle Heights is a 36-acre, 118-lot residential development located within the City of Arlington, Washington. The project included the design and construction staking of 1.4 miles of roads with curb, gutter and sidewalks, storm drainage, sewer and water improvements. A 200 ft. by 150 ft. stormwater detention/treatment pond was designed to Department of Ecology standards to handle runoff from the development. A boulevard road was designed to provide access to the site from State Route 531. In order to gain access from the state highway, a left turn lane and associated improvements to SR 531 was designed, permitted and constructed as required by the Washington State Department of Transportation. Sound Development Group also conducted a sanitary sewer basin study to determine available downstream capacity to serve the development. This study concluded that the capacity was available to handle the additional flows from the 118 new residences, thereby eliminating the need for an alternate route and/or a City maintained sewer pump station. Permitting for the project included; Department of Fisheries HPA permit, Department of Ecology NPDES permit, WSDOT Utility Franchise Permit and Channelization Plan approval and Preliminary Plat, Construction Plan, As -built and Final Plat approval from the City of Arlington. ❖ Port of Skagit County La Conner Marina This project at La Conner Marina is the redevelopment of a lot on the proposed Port of Skagit County binding site plan currently being processed. This project when completed will house a marine sales office, marine repair shop, warehouse and future office space on this 1.32 acre site. Sound Development Group provided civil engineering and surveying services as well as coordination with local jurisdictions. Sound Development Group, L.L.C. Civil Engineering, Land Surveying, GPS Construction and Land Development Services � PROJECT SUMMARIES coat. e, ❖ North Hill Development PUD This project subdivided an existing 12.85-acre site into 28 single-family lots, 27 single-family attached residences and 3 phases of condominiums. The project included the design of 2,100 LF of road, utility access with curb, gutter, sidewalk, storm, sewer and water improvements. A regional water quality control swale for the project and Francis Road improvements were also completed, along with the analysis and design of the Mount Vernon Regional Sanitary Sewer Pump Station. Permitting for the project included Department of Fisheries HPA permit, approval from Drainage District #20 to discharge into existing drainage ditch, City of Mount Vernon Fill and Grade Permit and SEPA Checklist, and Department of Ecology NPDES permit. •3 Ridgeview ALTA Survey This ALTA Survey was made up of extensive boundary, topographic and utility surveying within the City of Mount Vernon on the Ridgeview Terrace Apartments. The project also involved research with all appropriate utility companies. Methodology included a combination of GPS and conventional survey procedures for locations of improvements and surrounding survey control monuments. ❖ Cowlitz County Landfill (GPS/Machine-Control Model) This eleven -plus acre landfill expansion plus lagoon improvements for Cowlitz County Department of Public Works entailed surveying events from a topographic existing conditions map to the prepared surfaces of the sand, impervious layers and the geomembranes. Sound Development Group completed field survey events and provided designed surfaces based upon GPS that provides accurate horizontal and vertical machine blade guidance. Sound Development Group, L.L.C. Civil Engineering, Land Surveying, GPS Construction and Land Development Services o PROJECT SUMMARIES cunt, o *:• Nookachamp Hills PLID Phase 11, 111, IV Nookachamp Hills 252-lot Planned Unit Development is located east of Highway 9, in Skagit County. This public improvement project concluded during the summer of 2008, and included the design and construction staking of more than 2.5 miles of roads with storm drainage, sanitary sewer, water improvements and stream crossings. Stormwater treatment was designed in each separate phase of the project. Each system consisted of a settling basin and vegetated filters, providing a natural and green addition to the development. Otter Pond, which is surrounded by the project, was utilized for detention, by modifying the existing outlet structures. The project is accessed by Highway 9, and a left turn lane and associated improvements was designed, permitted and constructed as required by the Washington State Department of Transportation. Sound Development Group also conducted a sanitary sewer basin study and lift station design, to benefit Skagit County Sewer District #2. Permitting for the project included; Department of Fisheries HPA permits for the two stream crossings and outlet structure modifications, Department of Ecology NPDES permit and SWPPP, WSDOT Utility Franchise Permit and Channelization Plan approval and Preliminary Plat, Construction Plan, As -built and Final Plat approval from Skagit County. s• SR543 Blaine Border Crossing The SR543 Blaine Border Crossing is located north on Interstate 5 in Whatcom County. This project was a 33 million dollar up grade of the car/truck crossing included city street infrastructure improvements with the coordination of the City of Blaine, WSDOT and Canada Department of Transportation. Sound Development Group provided a 3D GPS machine control model, site calibration, conventional staking and field engineering. Sound Development Group, L.L.C. Civil Engineering, Land Surveying, GPS Construction and Land Development Services � STAFF PROFILES s, PATRICK L. SEVERIN, P.E. Professional Engineer Pat Severin is the owner and Professional Engineer for Sound Development Group, L.L.C. Pat earned a Bachelor of Science in Civil Engineering from Oregon Institute of Technology in 1989. In 1995, he obtained his Professional Engineer's License in both Oregon and Washington. Pat has provided engineering and land development services in Skagit, Island, Whatcom and Snohomish County since 1989. Some of the current projects that he has managed and designed are Nookachamp Hills PUD, Plat of Eagle Heights and Eagle Heights II and North Hill Development PUD. His ability to provide our clients with functional designs using complex codes and regulations from multiple jurisdictions has allowed our private and public projects to meet regulatory requirements efficiently and effectively. Before forming Sound Development Group, L.L.C., Pat worked over 10 years for a Mount Vernon based Civil Engineering and Land Surveying Company, where he acted as a project manager. He was involved in all phases of engineering and construction. The projects Pat completed during this time include Pacific Woodtech, Utsalady Elementary School, Nookachamp Hills Master Plan and Marine Heights. DENNIS J. ALBRIGHT, P.L.S. Professional Land Surveyor In the spring of 2002, Dennis joined Sound Development Group as the Survey Department Manager. Dennis has over 40 years of experience in land surveying and mapping. His career has encompassed many disciplines in the science of surveying and mapping beginning with his technical role with the U.S. Army. Dennis obtained his Professional Land Surveyors License in the State of Washington in 1978. He is a member of the Land Surveyor's Association of Washington, in the past serving as a chapter president. Dennis is adept in applicant representation for land subdivisions and special use permits, as well as construction and cadastral land surveying. His expertise includes Land Title Property Surveys, Right -of -Way Surveys, and Engineering Surveys. With over four decades of field and office experience, Dennis brings both the skills and knowledge necessary to address the comprehensive scale of surveying and mapping challenges. Sound Development Group, L.L.C. Civil Engineering, Land Surveying, GPS Construction and Land Development Services � STAFF PROFILES cont. o MICHAEL E. WARE, P.L.S. Professional Land Surveyor Michael joined Sound Development Group in February of 2003. He is a Professional Land Surveyor registered in the State of Washington. Michael has been in the practice of land surveying and consulting for over 16 years. He was a 1982 graduate of Oregon State University, and received a Bachelor of Science degree in Construction Engineering Management. He has served as an instructor for land surveyor examination review courses in cooperation with local community colleges, and has received continuing education credits in a variety of disciplines associated with land surveying and mapping. Michael also manages our GPS construction services department that includes Machine Control Modeling which is an innovative construction technique that removes most of the conventional survey staking and allows construction to take place directly with references from a machine - modeling file based on the owners design from in-house or from a third party design. GPS survey grade equipment is installed on the construction equipment, which indirectly gives the construction equipment intelligence in real time applications to the relationship to the project both vertically and horizontally. When properly configured to the site this produces accurate horizontal and vertical machine blade guidance, precisely delivering the design to the ground, limiting the need for preliminary staking. Michael's thorough understanding of the field and office functions involved in land surveying and modeling make him a significant addition to our team. Tammy Zempel Technician Vl Tammy joined Sound Development Group in April of 2000 as a Tech VI. She graduated from the University of Washington with a Bachelor of Science in Civil Engineering in 1997. Tammy is involved in all stages of design including preliminary site layout, road design, surface water management, utility extensions, water and sewer design, and permit coordination. Her expertise is stormwater LID designs utilizing and deciphering current codes. She is also a Certified Erosion and Sediment Control Lead and has extensive experience working with the Department of Ecology. Some of our company's projects that Tammy has been significantly involved in are Nookachamp Hills Development in Skagit County and a Sanitary Sewer Forcemain project for the City of Burlington. Sound Development Group, L.L.C. Civil Engineering, Land Surveying, GPS Construction and Land Development Services o STAFF PROFILES cont. o Patrick Lau Technician V Patrick joined Sound Development Group in June of 2004 as a Tech V. He has an Associate Degree in Architectural Drafting and Business Systems from High Tech Institute in Phoenix, Arizona. He brings to our company over 10 years of experience as a civil engineering technician. He is involved in many aspects of the design and plan preparation process with a proficiency in AutoCAD, AutoCAD Civil 3D and Eagle Point software. Some of our company's projects that Patrick was significantly involved in are North Hill Sanitary Sewer Pump Station, South Mount Vernon Business Park, Highland Greens PUD, Langley Fire Station and Island Transit Park and Ride. Jason Mehlum John Harkness Survey Party Chief / Technician IV Survey Party Chief / Chainman Their responsibilities include title and boundary research, all phases of construction surveys, property surveys, topographic surveys, condo surveys, field set-up and the proficient operation of the Leica TRCA 1105A Robotic Total Station, Trimble S6 Total Station and GPS equipment. Jason joined Sound Development Group in the spring of 2006. He graduated in June 2005 from the University of Washington with a B.A. in Geography, emphasis in GIS - Geography Information Systems. His additional responsibilities are the drafting of records of survey, boundary line adjustments, as-builts and existing conditions. Jason is also a Certified Flagger and EMT in the State of Washington. John joined Sound Development Group in the summer of 2007. He attended Bellingham Tech and graduated on the Dean's List from the Surveying Technology program in 2005. Joyce Mehlum Melisa Watkins Mice Manager Front Office Assistant In the fall of 2007, Joyce joined Sound Development Group as the Office Manager. Joyce has over 30 years of experience in private and public accounting and office management. Melisa joined Sound Development Group in November of 2005 with excellent experience in office organization and customer service. Sound Development Group, L.L.G. Civil Engineering, Land Surveying, GPS Construction and Land Development Services o REFERENCES o ❖ Dujardin Development Contact: Dave Allegre Address: P.O. Box 1059; Snohomish, WA 98291 Phone: (425) 334.5041 ❖ Fisher & Sons, Inc. Contact: Shep Cutler Address: 625 Fisher Lane; Burlington, WA 98233 Phone: (360) 757-1909 •3 Carletti Architects Contact: Pete Carletti Address: 116 E. Fir, Suite A; Mount Vernon, WA 98273 Phone: (360) 424-0394 ❖ State Street Partnership Contact: Dan Mitzel Address: P.O. Box 188; Mount Vernon, WA 98273 Phone: (360) 404-2050 nN Hansell Mitzel Homes Contact: Jeff Hansell Address: P.O. Box 2523; Mount Vernon, WA 98273 Phone: (360) 757-7930 •3 Ault Field, LLC Contact: Sean Byrne Address: P.O. Box 1113; Oak Harbor, WA 98277 Phone: (360) 631-4596 TECHNICAL INFORMATION REPORT HAWK'S LANDING - CROWNE PLAZA HOTEL For Hawk's Landing L.L.C. August 2009 Prepared By: Sound Development Group, L.L.C. 1111 Cleveland Ave., Suite 202 Mount Vernon, WA 98273 Phone: (360) 404-2010 Fax: (360) 404-2013 Email: office@sdg-Ilc.com Project No. 8115 I HEREBY CERTIFY THAT THIS DOCUMENT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION, AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF WASHINGTON, DATE: BY: EXHIBIT K wSDC1i OW81 15 - Hawks Landing - Hawks Lantlinglftinuinftc TABLE OF CONTENTS SECTION 1.0 Project Overview ...................... ................................. ...................................................... 1.1 Purpose and Scope ................................................................................................ 5 1.2 Existing Conditions ...................................................................................... __ ..... 6 1.3 Post -Development Conditions ...... .............................. ......................................... . 7 2.0 Conditions & Requirements Summary 2.1 Core Requirements ................................................................................................ 9 2.1.1 C.R. #1 — Discharge at the Natural Location ............................................... 9 2.1.2 C.R. #2 — Off -site Analysis .......................................................................... 9 2.1.3 C.R. #3 — Flow Control ..................................................... 9 2.1.4 C.R. #4 — Conveyance System .................................................... ............... 10 2.1,5 C.R. #5 — Erosion & Sediment Control ........................................................ 10 2.1.6 C.R. #6 — Maintenance & Operations ...... .............. ........................... ........ 10 2.1.7 C.R. #7 — Financial Guarantees and Liability .............................................. 10 2.1.8 C.R. #8 — Water Quality ............ .............. ............... ........................... ....... 11 2.2 Special Requirements .................................. ......................................................... 2.2.1 S.R. #1 — Other Adopted Area -Specific Requirements ................................ 12 2.2.2 S_R. #2 — Flood pla in/Floodway Delineation ................................................. 12 2.2.3 S.R. #3 — Flood Protection Facilities ............................................................ 12 2.2.4 S.R. #4 — Source Controls ........................................................................... 12 2.2.5 S.R. #5 — Oil Control ........................................................................... _ ....... 12 3.0 Off -Site Analysis .............. .................... ....................................................................... 13 3.1 Downstream Analysis ............................................................................................. 13 3.1.1 Task 1 —Study Area Definition and Maps ................................ .................. 13 3.1.2 Task 2 — Resource Review ............................................. ............................ 14 3.1.3 Task 3 — Field Inspection ....................................................................... ..... 14 3.1.4 Task 4 — Drainage System Description and Problem Descriptions ............. 14 4.0 Flow Control and Water Quality Facility Analysis and Design ........................................... 15 3 5.0 Conveyance System Analysis and Design........................................................................ 15 6.0 Special Reports and Studies............................................................................................. 17 7.0 Other Permits.................................................................................................................... 17 8.0 CSWPPP Analysis and Design......................................................................................... 19 8.1 Construction Sequence and Procedure................................................................. 19 8.2 Soil Stabilization and Sediment Trapping............................................................... 20 8.3 Permanent Erosion Control and Site Restoration .................................................. 20 8.4 Geotechnical Analysis and Report......................................................................... 20 8.5 Inspection Sequence ........... ........................... .... ... ............................ I.................... 21 8.6 Control of Pollutants Other Than Sediments......................................................... 22 8.7 Utilities................................................................................................................... 22 8.8 TESC Conclusion................................................................................................... 22 9.0 Bond Quantities, Facility Summary, and Declaration of Covenant .................................... 23 10.0 Operations and Maintenance Plan................................................................................... 23 11.0 Conclusion........................................................................................................................ 23 APPENDICES AppendixA — Exhibits.................................................................................................................. 25 FigureA-1 —Vicinity Map.. .......................... .................................. ..................... _._ ...... 27 Figure A-2 — Flood Insurance Rate Map — Firmette.......................................................... 29 Figure A-3 — Pre -Developed Condition Map..................................................................... 31 Figure A-4 Developed Condition Map ............................................ __............................ 33 Figure A-5 NRCS Soil Survey Information..................................................................... 35 Figure A-6 — WSDOT Basin Map...................................................................................... 37 Figure A-7 — Downstream Aerial....................................................................................... 39 FigureA-8 — TIR Worksheet............................................................................................. 41 Figure A-9 — Facility Summary (not included)................................................................... 43 Figure A-10 — Bond Quantity Worksheet (not included) .................................................... 45 Figure A-11 — Draft Declaration of Covenant Form (not included) .................................... 47 Figure A-12 — Rain Garden Treatment Systeml Gravel Collection Trench Detail ............. 49 Appendix B — Geotechnical Report.............................................................................................. 51 Appendix C — Water Quality Calculations (not included)............................................................. 53 Appendix D — Maintenance and Operations Plan (not included) ................................................. 55 Appendix E — Legal Description... ....................................................................... ........................ 57 Appendix F — Quantity and Conveyance Calculations and Detail ................................................ 59 4 1.0 PROJECT OVERVIEW 1.1 Purpose and Scope The purpose of the proposed 3.06-acre project is to demolish the existing structures within the current project boundary, relocate existing onsite utilities and construct a 5-story 122,000 square foot hotel. Associated utilities will be provided to the new hotel to accommodate required fire, water, stormwater, power, cable and sanitary sewer requirements. Existing impervious areas within the development area will be demolished and re-used/recycled or removed. The site will not provide flow control, as required under KCSWDM 1.2.3.1.A, due to the net decrease of the peak flow rate of the post -developed 100-year peak runoff rate. The developed runoff from the pollution generating impervious areas will be treated with a rain garden treatment system, as defined in the Low Impact Development manual. The Western Washington Hydrology Model will be utilized to determine the required treatment stormwater runoff to size the proposed rain garden treatment systems, and can be found in Appendix C. As discussed with Alex Jones, with the King County Surface Water Department, the KCRTS is not appropriate to size rain garden treatment systems. Modifications will be made to the existing on -site Washington Department of Transportation conveyance system to re-route the existing system around the new building structure and site improvements. 1.2 Existing Conditions The site is located at 4350 Lake Washington Boulevard North, Renton, west of Highway 405. King County parcel number: 3224059049. (See Appendix A, Figure A-1, for the Vicinity Map.) The project site basin is approximately 3.06 acres. Existing soils onsite consist of Norma Sandy Loam, with a Hydrologic group of "D", per the NRCS soil survey, A geotechnical engineering study was prepared by Earth Consultants, Inc. in February of 1991, a second was recently prepared by Materials Testing &. Consulting, Inc, on June 4, 2009. Both are attached to this report within Appendix B. An on -site topographic survey was conducted by Bush, Rood & Hitchings, Inc, in 1995, This survey was used as a base map to delineate the on -site drainage and grading for the new site plan. Sound Development Group has verified that there are no apparent major modifications to the existing on -site conditions. This office also completed an off -site topography to be utilized in the proposed off -site road improvements design, in January, 2009. The project site currently supports four separate buildings, vehicle parking, utilities and associated landscaping. The existing buildings will be dismantled, recycled/re-used and removed from the site. The majority of the project site within the onsite work limits (3.34 acres) is impervious (82%) with the exception of a few small landscaping islands. The existing ROW area to be improved includes 0.40 acres, and is currently only 3% impervious. See Table 1 for existing areas and KCRTS peak runoff rates. Table 1 -- Existing areas and KCRTS Runoff Rates Basin Total Area Existing Impervious Existing 100-year Storm (Acres) Area Event Peak Runoff Rate Acresper KCRTS cfs Onsite 3.74 2.87 3.83 cfs + I ROW n. 1.3 Post -Development Conditions Upon completion of construction, the proposed project site will consist of a new 5-story, 29,412 square foot footprint hotel, with underground parking garage. The new hotel will be provided with proposed storm and sanitary sewer, water and other appropriate utilities. Road improvements will be completed along Lake Washington Boulevard to include curb, gutter and sidewalk. Stormwater runoff from the site development will be treated with individual rain garden treatment systems. A portion of the southern entrance to the site, from Lake Washington Boulevard will be conveyed through a proposed basic treatment system in compliance with the King County Stormwater Design Manual, prior to discharging to the proposed public storm system. See Table 2 for area and peak runoff rate information. Table 2 — Proposed areas and KCRTS Runoff Rates Basin Total Area Proposed Impervious Proposed 100-year Storm (Acres) Area Event Peak Runoff Rate _ Acresper KCRTS cfs Onsite 3.74 2.81 3.78 cfs ROW 7 M%OGlY DMI15- HzMm Lanchng -Hawks Landirporair:stir_doc 2.0 2.1 CONDITIONS AND REQUIREMENTS SUMMARY Core Requirements 2.1.1 C.R. #1 — Discharge at the Natural Location Currently, based on the topographic survey information and records, stormwater from the majority of the existing site sheet flows to the north and west. The water is captured within the roadside ditch along Lake Washington Boulevard, or within an existing onsite storm system, and discharged to said ditch. The water captured within the tight -lined system is conveyed discharged off -site to the existing ditch. The ditch conveys the stormwater south to an existing 24" culvert, which discharges to May Creek. Discharge from the developed site will occur at approximately the same location within the existing roadside ditch, utilizing the existing culvert to May Creek. 2.1.2 C.R. #2 — Off -site Analysis A Level 1 Upstream / Downstream Analysis, is discussed in Section 3 of this report. The analysis, upon site design, will include: • Defining and mapping the study area; • Reviewing available information on the study area; • Field inspecting the study area; and • Analyzing the existing drainage system including its existing and predicted problems, if any. 2.1.3 C.R. #3 — Flow Control The site will not provide flow control, as required under KCSWDM 1.2.3.1.A. The post — developed 100-year peak discharge from the on - and off -site improvements reflects a net 0.05 cfs net decrease from the existing site conditions. See Appendix F — Quantity and Conveyance Calculations and Detail, for KCRTS calculations. 01 2.1.4 C.R. #4 - Conveyance System The existing WSDOT drainage system onsite will be relocated within the public ROW of Lake Washington Boulevard, while the existing private systems will be demolished / removed. Due to essentially equivalent impervious areas in the pre -developed and developed conditions, flow characteristics should be unchanged. The proposed storm conveyance system will be analyzed and sized to convey the proposed and future basin. 2.1.5 C.R. #5 — Erosion and Sediment Control An erosion and sediment control plan will be developed for this site in accordance with the KCSWDM and the City of Renton requirements. The existing paved northern entrance to the site will be used as the construction entrance. Construction work limits will be determined and shown in Appendix A, Figures A-3 and A-4, upon design. The erosion and sediment control plan will be included in Section 8 of this Technical Information Report. A Notice of Intent to Discharge will be obtained from the Department of Ecology, and a SWPPP meeting the NOI and DOE requirements will be prepared prior to any on -site earth disturbing activities. 2.1.6 C.R. #6 — Maintenance and operations See Appendix D of this report for further discussion on maintenance and operations requirements. 2.1.7 C.R. #7 -- Financial Guarantees and Liability Financial guarantees meeting King county guarantee requirements will be provided under separate cover. See Appendix A in the future, Figure A-7 for the Bond Quantity Worksheet. 10 2.1.8 C.R. #,8 — Water Quality Water quality treatment, as required by Core Requirement #8, will be implemented and designed to target pollution -generating impervious surfaces (PGIS) and a portion of the non -pollution -generating impervious surface (NPGIS). It is intended to capture the proposed roadway/parking runoff, as well as a good portion of the NPGIS, within several individual rain garden treatment systems. The rain garden treatment systems will be designed utilizing Western Washington Hydrology Model, Version 3, to treat 91 % of the pollution generating impervious surface runoff. The proposed rain garden treatment systems will meet the requirements of the Low Impact Development Technical Guidance Manual for Puget Sound, Section 6.1, and any additional requirements provided by the City of Renton. 11 2.2 Special Requirements 2.2.1 S.R. #1 — Other Adopted Area -Specific Requirements NIA. 2.2.2 S.R. #2 — Floodplain/Floodway Delineation FEMA Map Panel No. 53033C0664 F, dated May 16, 1995, was consulted and shows that the site is not within a 100-year floodplain. Note that a portion of the property to the south and future development lies within a Zone X, (see Appendix A, figure A-2 and A-3). That will be discussed and mitigated at the time of permitting for said future development. 2.2.3 S.R. #3 — Flood Protection Facilities To our knowledge, the existing site does not contain flood protection facilities, nor does the proposed project intend to construct any. 2.2.4 S.R. #4 — Source Controls This project does not require Source controls; therefore, Special Requirement No. 4, Source Control, does not apply. 2.2.5 S.R. #5 — Oil Control This project does not fit the classification of a high -use site; therefore, Special Requirement No. 5, Oil Control, does not apply. 12 3.0 OFF -SITE ANALYSIS 3.1 Downstream Analysis 3.1.1 Task 'I — Study Area Definition and Maps The project site represents a portion of the May Creek watershed basin. (See Appendix A, Figure A-1, for the Vicinity Map.) The site currently drains south to May Creek, and eventually to Lake Washington. A boundary and topographical survey of the project site has been completed and is included in the project submittal. A Pre -Developed Condition Map is included in this report in Appendix A, Figure A-3. An upstream and downstream inspection / site visit was conducted to determine the relative basin that contributes to the shared discharge location. The contributing basin appears to include a portion of Interstate 405, associated on -ramps, Lake Washington Boulevard and the project site. The approximate 1-405 basin has been included in Appendix A -- Figure A-6. The 1-405 basin is captured in a series of ditches, culverts and catch basin — pipe networks, and conveyed west to ex CB 2604 per the attached Developed conditions map. It is then tightlined south and west to the existing roadside ditch along Lake Washington Boulevard. The ditch conveys the water south, approximately 450' to an existing 24" CPP culvert. The culvert discharges the stormwater directly into the buffer of May Creek. May Creek flows to the west from the above discharge point, beneath an existing Lake Washington Boulevard bridge, beneath an existing railroad trestle, then south and west to discharge to Lake Washington. The downstream flow path of May Creek has been included in Appendix A — Figure A-7. May Creek appear to be well vegetated, with no conveyance or erosion problems. 13 3.1.2 Task #2 -- Resource Review The following resources were reviewed to discover any existing or potential problems in the study area: FEMA Maps. 2. Critical Areas Map and Wetlands Inventory Map: A critical areas report is being prepared. 3. Soils Information: The geotechnical reports for the project site was consulted, and no special conditions apply. (Refer to the Geotechnical Reports in Appendix B.) 4. Drainage Complaints: City records will be consulted to determine if any drainage complaints are on file. 5. Erosion Problems. There are no erosion problems at the site due to the fact that it is currently 82% impervious. 3.1.3 Task #3 — Field Inspection Sound Development Group staff walked the project site on March 12, 2009. There was no rain at the time of this inspection. The site was observed to be comprised of primarily concrete, asphalt, and buildings. Minimal landscaping in the parking area was observed. 3.1.4 Task #4 — Drainage System Description and Problem Descriptions The drainage system consists of sheet flow to an existing roadside ditch and catch basins to a closed conveyance systems. The existing roadside ditch appears to have standing water during times of no precipitation. The existing discharge culvert from the ditch has a higher inlet elevation than the inlet culvert, as well as several of the upstream catch basins contributing to the ditch. This will contribute to conveyance problems, ditch and pipe siltation, and possible clogging of the existing system, and should be remedied. There are no known overtopping problems at this site, or within May Creek. 14 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN This site meets the exception from flow control requirements. See Section 2.1.3 for further discussion. Sizing calculations for the on and offsite storm conveyance systems will be prodded upon site design. This site will meet the Water Quality Core Requirement. See Section 2.1.8 for further discussion. Sizing calculations and design will be provided and further discussed upon site design. 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The existing WSDOT drainage system onsite will be relocated within the public ROW. Due to no change within the WSDOT basin, flow characteristics should be unchanged, and existing sizing will be utilized. The proposed storm conveyance system will be analyzed and sized to convey the proposed and future basin upon site design. 15 6.0 SPECIAL REPORTS AND STUDIES Critical Area Investigation by Graham and Bunting. 7.0 OTHER PERMITS SEPA Checklist - City of Renton Building Permit — City of Renton Notice of Intent to Discharge (NOI) — DOE Clearing and Grading Permit -- City of Renton 17 8.0 CSWPPP ANALYSIS AND DESIGN 8.1 Construction Sequence and Procedure The proposed project will include an erosion/sedimentation control plan designed to prevent sediment -laden runoff from leaving the site during construction. Currently, the site is approximately 85% percent impervious. Maintaining existing surfacing where construction allows, will help ensure erosion/sedimentation control. Additional control can be achieved by cover measures and construction practices that are tailored to fit the specific site. Prior to the start of any construction activity upon the site, erosion control measures shall be installed in accordance with this plan and the construction documents. The best management practices will be employed to properly clear and grade the site and to schedule construction activities. The planned construction sequence for erosion control is as follows: 1. Stake and flag the clearing limits. 2. Schedule and attend a pre -construction meeting with the City of Renton, the Owner, and Engineer. 3. Identify existing entrance(s) to be used as construction entrance(s). 4. Provide catch basin sediment protection. 5. Provide miscellaneous demolition within the clearing limits as necessary to construction project. & All on -site erosion and sediment control measures shall be inspected at least once every 5 working days, each working day during a runoff producing rain events, and within 24 hours after a runoff producing rain event. The contractor shall repair or replace erosion control measures as required. 7. As necessary, adjust temporary erosion control measures as work progresses. 8. Install stormwater facilities, fine grade areas to receive surfacing and provide the surfacing indicated on the plans. 9. Stabilize all remaining disturbed areas. 10. Contact the City of Renton for final inspection. 11. Remove sediment from catch basin sumps. Remove remaining temporary erosion control devices when the area has been permanently stabilized with vegetation and surfacing, and the removal is approved by the City and the Owner. R 8.2 Soil Stabilization and Sediment Trapping Structural control measures will not be used on this site due to the fact that it consists almost entirely of existing concrete, asphalt, and buildings within the work limits. Specifically, during the period of May 1 through September 30, the contractor will not be allowed to leave soils unprotected for more than 15 days, and immediate seeding will be required for areas brought to finish grade with no further work planned for the next 30 days. Areas to be paved may be armored with crushed rock subbase in place of other stabilizing measures. The area of clearing will be limited to the amount that can be stabilized by September 30 of that year. During the period of October 1 through April 30, all disturbed soil areas will be covered or stabilized within 2 days or 24 hours when a major storm event is predicted. Cover measures may include mulching, netting, plastic sheeting, erosion control blankets, or free draining material. The extent of clearing shall be limited to the amount of land that can be covered or stabilized within 24 hours. Soil stockpiles shall be stabilized by plastic covering. In order for the TESC facilities to function properly, they must be maintained and sediment removed on a regular basis. Inspection and sediment removal shall be performed on all TESC facilities as described in the inspection schedule located in Section 9.4 of this report. 8.3 Permanent Erosion Control and Site Restoration Permanent site stabilization and erosion control will be accomplished through the following measures: Paving of driving and parking surfaces. 2. Landscaping (including hydroseeding)_ 8.4 Geotechnical Analysis and Report Geotechnical analysis has been completed for this site and is contained in Appendix B. 20 8.5 Inspection Sequence The Contractor shall inspect the temporary erosion control facilities prior to commencement of construction. During construction, the Contractor shall be responsible for inspecting and maintaining TESC facilities. Erosion control facilities shall not be allowed to fall into disrepair. All TESC facilities shall be inspected, as a minimum, according to the following schedule. • Dry Season: Once a week. • Wet Season: Daily, and after every storm event that produces runoff. Needed repairs shall be made within 24 hours or immediately, if possible. If necessary, the Engineer or City will instruct the Contractor to provide additional facilities as warranted during field inspections. The Contractor shall provide the name and contact information for the designated Certified Erosion and Sediment Control Lead to the City of Renton prior to beginning construction. Additionally, the following inspection/maintenance schedules shall be utilized to ensure the TESC facilities are functioning as designed. Plastic Covering: • Plastic sheeting shall be inspected once a week during both the wet and dry season, • Torn sheets must be replaced and open seams repaired. • If the plastic begins to deteriorate due to ultraviolet radiation, it must be completely removed and replaced. • When the plastic is no longer needed, it shall be completely removed. • If tires are used to weight down the plastic sheeting, they must be disposed of properly. Inlet Protection: • Catch basin filter inserts shall be inspected frequently, especially after storm events. If the filter becomes clogged, it should be cleaned or replaced. • Inserts shall be replaced when tears are detected_ If the erosion control facilities are damaged, or if the CESCL, project Engineer or City determines that existing controls are inadequate, the contractor shall install additional measures as required. 21 8.6 Control of Pollutants Other Than Sediments The contractor shall be responsible for controlling pollutants at the work site. Key elements such as centralized areas for equipment and concrete truck washing and temporary storage of debris and other stockpiled materials are the responsibility of the contractor. The contractor may elect to follow the detailed guidance on control of non - sediment pollutants as outlined in the Stormwater Management Manual for the Puget Sound Basin, Department of Ecology, February 1992, Section II-3 (included as Appendix E). 8.7 Utilities In general, in order to prevent conflicts between the utilities, the sanitary sewer system shall be installed first due to the depth of the installation. The storm system shall then be constructed and the water system shall follow. During trenching activities, no more than 500 feet of open trench shall be allowed at any time. Excavated material shall be placed on the uphill side of the trench except where limited by safety or space requirements. Trench dewatering, if required, shall discharge to a sediment -trapping facility. 8.8 TESC Conclusion Erosion control procedures as described in this report and illustrated on the design plans, if properly implemented, should mitigate anticipated erosion effects from the development of this project. 22 9.0 BOND QUANTITIES, FACILITY SUMMARY, AND DECLARATION OF COVENANT A Bond Quantity Worksheet, TIR Worksheet, Facility Summary Form, and Draft Declaration of Covenant Form will be provided in Appendix A upon site design. 10.0 OPERATIONS AND MAINTENANCE PLAN Maintenance and operation of storm facilities is the responsibility of the Owner. All drainage facilities must be maintained and operated in compliance with King County maintenance standards. A Maintenance and Operations Plan will be provided in Appendix E upon site design. 11.0 CONCLUSION This site will be designed to meet KCSWDM guidelines for stormwater management. The existing conveyance system will be reused and rerouted as necessary to facilitate the new building footprint. The storm drainage calculations and modeling provided in this report will meet King County standards for sizing stormwater conveyance systems and treatment facilities. This analysis is based on topographic surveys, supplied data and records. These documents are referenced within the text of the analysis. The analysis has been prepared utilizing procedures and practices within the standard accepted practices of the industry. We conclude that this project should not create any new problems within the existing downstream drainage system. The backwater problem within the existing ditch and it's contributory system should be remedied. This project should not noticeably aggravate any existing downstream problems due to either water quality or quantity. 23 MAS6G1200 W 15- Hawks Landing - Hawks Landir ggUrair.\Vdoc 24 APPENDIX A Exhibits Figure A-1 Vicinity Map Figure A-2 Flood Insurance Rate Map Figure A-3 Pre -Developed Condition Map Figure A-4 Developed Condition Map Figure A-5 NCRS Soil Surrey Information Figure A-6 WSDGT Basin Map Figure A-7 Downstream Arial Figure A-S TIR Worksheet Figure A-9 Facility Summary Figure A-10 Bond Quality Worksheets Figure A-11 Draft Declaration of Covenant Form Figure A-12 Rain Garden Treatment System/ Gravel Collection Trench Detail 25 Figure A-1 Vicinity Map 27 5F 76 ST ME 44TH ST NE 4MD Sr PR N. 40TH ST N. J. 9 TH 7 5oi,ff W, -D"ib p5ment SwTBffomvm X4W ' AVW UD TECHNICAL INFORMATION REPORT am*Nfft. T2&#M VICINITY MAP )WAUWI& am 0 DWTE MAY 2009 D"OWNME n. �a 11M70-111 apow. we m? i 4bW Kim M 9WJ HAWK'S LANDING - CR 0 WNE PLAZA HOTEL 815DWNDAC Tel.i. Jfi�-"-20W Aw JW-44,V FOR ART HAWKS LANDING LLC 7 OF 1 Figure A-2 Flood Insurance Rate Map WSDWS OSM 15 - Hawks Landing - Hawks LandingWrsinitir.dac 30 APPROXIMATE SCALE IN FEET JOINS PANEL 01V5 Soo 0 -%0 t n zone x i ti ID < LIMII OF MA % L M NISURMCE P w ZONE X--- = d? FIRM \ 1 / ,� lee a BOB INSURANCE RATE MAP may c k ZONE AE P HING COUNTY, 1, 3B ' WASHWGTON AND G INCORPORATED AREAS N 4QTH. SIAf.ET RM210 40 ZONE X U ?AMR IN OF M5 - tBEE MAP INFER FOR PANELS NOT MNNTTO) fff w". w x z f a a z I05- i EOSa+IUwy N!E%T P kFL SUFFIX MEADOW NORTH w c«re red .ws w� cma +wrote, ar+ nr r<w� � r 47 NOflTH 36TH SzTREET z z w w Z I Z i' NORTH 37Ti{ STiIEET 't'y f as o MAP NUMBER NpRT=i 37TH 53033M664 F S?R.ET � z Lu { MAP REVLgD: > T NORT14 36Ti-t STREEY �Br�895 Q NORTH 36 r H STREET 32 77 ..: KIN nry z Federal Emergency Management Agc UNINCORP NORTH 351H STREET_ Q �-------------------� -Mc Is an It 2l was extracte+tl owing FaIAtT On-I�tie Th16 rnaP � nat reflect cnenges a amendmerRs wfvch may haw trees made subsequent to the date on the a + atie b!Mk. For the West product Information about NationalFood Insurance w�i 6 Program lle d maps check the FEMA Flood Map Store at wanemac "a gas Figure A-3 Pre -Developed Condition Map 31 M:LSOGTD08%1It - Hawks Lending - Hawke Landin&rairl irAm 32 Nd i' - ter.. i 7 � ! r f � ��$' - J _ �,n\� y��� ��� ��� \\��; _tit. -. �•. %� y `. i ; '�'i /� �� 1� � oil xz ( rye\. _ • - \ �} .\�� �S= .-� ` � �� �� �� � � � � \ 4 �o �oz_ z� w V z Is—" gas kaz- oo, pill Picini fillf 1WEIIIIIN15 11HI-. Y Figure A-4 Developed Conditions Map 33 M:lSDGUOQ&IBl 15 - Hawks lanchng - Hawks Lansing dralrtllir.aoc 34 24 sowgf��- ent 4 P POW 1 47 UP= P.0 Aw lm�ll nmw) W,,&4 b� 20 YETDIR TZ HOW M AM "EiLAIE jo-dg&lvfj 5 EAST, W.M. AREAS - DEVELOPED CONDITIONS 114S MM MMUDES FJM WRUYMKM TO THE SOUTH OF 00w, TO MUTHERN PROPERTY LW AMES APPROXWELY 15' MM OF WAD MPRMI#ENF OFM ROM WN 17,13D SF f0.39 AC) PRWM " 1J.175 SF (0,30 At) " PRDPOM REM 396D SF (D.DD K) FM PROPERTY DO&IM" HM B" 553,146 SF - Bl 1 AC PROPOSED NEW /RMACED IMPEROOM 2n.619 SF (6.26 AC) PROPOSED WW / REP AM PERMUS 80fi27 5F (1.85 AC) HANG L"M HOTEL WE MM BM 10,625 SF - 3,34 AC PROPOSED NEW WERY" I M296 SF (2.51 AO) �� PRDPOSD " MANn PERMOUS 36,329 SF (0.83 AC) WW: 36,391 SF (2.51 AC) %MDK :31..W SF, CONCRETE SW/PADS: 12,240 SF KwKS uxW MOIR SSE AkD ROW RASH 162,755 SF - IN AC PROPOSED WW /WMED WVMD13S 122.466 SF (2.01 AC) PM VM WW KPLAM PMMrS 40,289 Sf {0.93 AC) Figure A-5 NGRS Sail Survey Information 35 M:\4 M200818115 - HvMcs Landing - Hawha Landingl&BMNAW.doa 36 Hydrologic Sad Group —King f n my Area Washington iHAVVK'S I AfNDING - CROWNE PLAZA', t5 8,-, 5�rr,zG %- j1C 0 5i;_t[c _ k I' k f r � a► ,� a ► j ` V 1' Ar� i+ top t 47" 31' ?y-- 4" 3138 6596?a 553920 `tiC010 t6C'i7Q MM60 56p'SC 5�96dC Map 5Cate' 1 4.22C 0 pr 1qd 04 P size (6.5x 7 7"f 9M m PJ Meters a 50 tx 200 301 0 200 400 600 LADA !Natural Resources Web Soil Survey 2.2 Si12009 +� Conservation Service 4ativnal Gooperative Soil Survey Page t of 4 Hydrologic Soil Group -King County Area. Washington ;HAVVK S LANDING - CROWNE PLAZA) MAP LEGEND Area of Interest (ADI) r Aree of Interest (ACf) Solis Soil Ratings U A EJ AlC i LJ sic o C 0 Clfi 0 C. Not rated or not available Political Features Cities Water Features Oceans Streams and Canals Transportation +f+ Rails n+ Interstate Highways US Roules Major Roads .ocal Roads MAP INFORMATION Map Scale! 1 A.220 if printed or. A size (8.5" F 11 ") sheet. The soil surveys that romprise yo:u AC were mapped at 1-24 000 I'leese rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservat-on Service Web Soil Survey UFtE_: http:Ihvebsoilsurvey_nres.usda_oov Coordinate System: UTM Zone ION NA083 This product is generated from the USDA -MRCS cerlified data as of the version date(s) listed below. Soil Survey Area. King County Area, Washinglon Survey Area Data- Version 4, Nov 21, 2005 Date(s) aerial images were photographed: 7124l2006 the orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a restilt, some minor shifting of map unit boundaries may be evident. Natural Resources Web Soil Survey 2.2 5l7I2009 i� Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group —King County Area, Washington Hydrologic Soil Group HAWK'S LANDING - CROWNE PLAZA Hydrologic Soil Group— Summary by Map Unit — King County Area, Washington Map unit symbol Map unit name Rating Acres In AOI percent of AOI AgC Alderwood gravelly sandy loam, 6 to 15 percent slopes C 2.1 6.4% Sh Bellingham silt loam D 0.2 0.5% InC Indianola loamy fine sand. 4 to 15 percent slopes ---- A 1.8 5.6% No ._-..._-._._._..-._.-- ............ ............ — Norma sandy loam D -- 28.1 _....-._._.......-- — 87.1% —._ _._.__.- ---- .......... Subtotals for Sol] Survey Area Totals for Area of Interest 32.f 32.2 100.Wo Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water Infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the united States are assigned to four groups (A, B, C, and D) and three dual classes (AID, B/D, and CID). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. U5DA Natural Resources Web Soil Survey 2.2 W12o09 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group -King County Area, Washington Rating Options Aggregation Mettiod, Dominant Condition Component Percent Cutoff., None Specified Tie -break Rule: Lower HAWKS LANDING - CRQWNE PLAZA LADA Natural Resources Web Soil Survey 2.2 6/7/2009 iiM Conservation Service National Cooperative Soil Survey Page 4 of 4 Representative RhpF—King County Area, WaSnington (HA)AK'S LANRIN3 CROWNE -UgA' 5512G 553010 %-,lrC 5E71-:) %28K 5EII373 56C146C V0550 a?' fit' SR4-' ? 1 5 ♦i r AAW• } Mh, g At f' 0. �t VMS x 0 � ?0 n *,dF 47` 31' 38' - 47' 31' 39" ,%830 SS 2G 581-0'0 4) khp Sage.- 14,222irprnie4JmAmxe{B-5''r 1!') s"-et N NP.trtrd 7a A 0 A 100 20CI 300 Fae C 200 400 800 "Mi USDA Natural Resources Web Soil Survey 2 2 W/2009 Conservation Service National Cooperative SoF Survey Page 1 of 3 Representative Slope —King County Area. Washington (HAWKS LANDING - CROWNE PLAZA} MAP LEGEND Area of Interest (A011 F Area or Irtereti (AOI) Sans 509 Map Units Soil Ratings M o-5 Q 5-15 is -so Lj 30. a5 � as -so Not raled or not available pal tical Features ! cd es Water Features Oceans Streams and Canals Transportation y �r Pais ry Interstate Highways US Routes Ma or Roads ,n-.• local Roads MAP INFORMATION Map Scale: 1 4.220 if printed on A size (8.5" x 11") sheet. The soil surveys that comprise your A01 were mapped at 1:24.0 0. Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map- Natural Resources Conservation Service Web Soil Survey URL: httplMAebsoilsurvey.nres_usda.gov Coordirate System: UTM Zone 1ON NAD83 This product is generated from the USDA-NRCS certified data as of the version rlate(s) listed below. Soil Survey Area: King County Area, Washington Survey Area Data: Version 4, Nov 21. 2006 Date(s) aerial images were photographed: 7124/2006 The orthophcto or other base map on which the soil lines Were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unlit boundaries may be evident. INatural Resources Web Soil Survey 2.2 W12009 Conservation Service Nallona Cooperative Soil Survey Page 2 of 3 Representative Slope -King County Area, Washington Representative Slope HAWK'S LANDING - CROWNE PLAZA Representative Slope —Summary by Map Unk — King County Area, Washington Map unit symbol Map unitname Rating (percent) Acres In AOI Percent of AOl AqC Alderwood gravelly sandy loam, 6 to 15 percent slopes i 1.0 2.1 6.4% Bh - -- Inc Bellingham sit loam Indianola loamy fine sand, 4 to IS perwril slopes i3O .. 0.2 i 0.5% _ ...... 10.0 -- 1.0 - - -- 1.81 6.6% 1............._. 25,1 87.1% No Norma sandy loam Subtotals for Sall Survey Area 32.1 99.7% Totals for Area of Interest 32.21 100.0% Description Slope gradient is the difference in elevation between two points, expressed as a percentage of the distance between those points. The slope gradient is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A "representative" value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used. Rating Options Units of Measure percent Aggregation Method: Dominant Component Component Percent Cutoff: None Specified Tie -break Rule: Higher lntetpret Nulls as Zero: No 115W Natural Resources Web Sail Survey 2.2 517/2009 Conservation Service National Cooperative Soil Survey Page 3 of 3 47- -, '�F 41" 313B - Eros on 4azard (Real. Trail) - King County ArEa Washington (I IAVVK'S LAND NG i Rp) ',r - r. A7.A) WpSde 14,2203`pniedMAw?;RS"Y11';.;han 50 174 200 300 Feet 0 200 400 8(TR 1200 USDA Natural Resourom Comervatien Sf:mv Web Soil Survey 2 2 Nat onal Cooperative Soil Survey 5/7/2000 Page ' of 4 4 :!f t7.. 4'' 3 T '38" Erosion Hazard (Road, Trail)—K ng County Area, Was inaton (HAWK'S LANDING - CROWNE PLAZA) MAP LEGEND Area of Interest (A01) Area ar tnlerea4 (AO1) Soils Soli Map Units Soil Ratings Very severe Severe UA odd rate. © Slight Not rated or not available Polffical Features 0 Cities Water Features Oceans Streams and Carals Transportation +tH Rafe N Wumtale Highways .iS Routes Major Roads coca? Roads MAP INFORMATION MaD Scale: 1:4.220 if printed on A size (8.5' * 11') sheet. The soil surveys that comprise you Apt were mapped al 1:24,OOC. Piease rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Nature' Resources Conservation Serv±ce Web Soit Survey URL: http:llwebsoilsurvey nres.usda.gov Coordinate System: UTM Zone 10N NAD83 This prDducl is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: King County Area, Washington Survey Area Data: Version 4. Nov 21.2006 Cate,sj aerial images were photographed: 7124/2006 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result some minor shifting of map unit boundaries may be evident. 1 SDA Natural Resources Web Soil Survey 2.2 5/712009 Conservation Service National Cooperative Soil Survey Page 2 0' 4 Erosion Hazard (Road, Trail) -King County Area, Washington Erosion Hazard (Road, Trail) HAWK'S LANDING - CROWNE PLAZA Erosion Hazard (Road, Trai€)-- Summary by Map Unit— King County Area, Washington Map unit Mop unit name Rating Component name Rating reasons (numeric Acres in Percent of symbol (percentl values) AO1 AOI AgC Alderwood gravelly Moderate Aidenuood (95%) Slopelerodibility (0.50) 2.1 6.4% sandy loam, 6 to 15 percent Slopes Bh Bellingham sill Slight Bellingham (85%) � 02 0.5% loam InC Indianola loamy Moderate Indianola (100%) Slope/erodibility (0.50) 1.8 5.6% fine sand, 4 to 15 percent slopes _...._.... 26.1 ...._._........_-.-- 87.1°% No Norma sandy loam Slight Norma (90%) Subtotals for Soil Survey Area 32.1 Oti.7% Totals for Area of Interest 32.2 100 094 Erosion Hazard (Road, Trall�- Summary by Rating Value Rating Acres in AOI Percent of AOI Slight 28.2 87.6%. ........ ... ..._. Moderate 3.9 _--__._........_._................_.......----.......- 12.1 % .......... ......... ......................... - ... ................... ---- . 140.0 k Totals for Area of Interest .... 32.2 USDA Natural Resources Web Soil Survey 2.2 51712009 ii0i Conservation Service National Cooperative Sall Survey Page 3 of 4 Erosion Hazard (Road, Trail) -ling County Area, Washington Description HAWK'S LANDING - CROWNE PLAZA The ratings in this interpretation indicate the hazard of soil loss from unsurfaced roads and trails. The ratings are based on soil erosion factor K, slope, and content of rock fragments. The ratings are both verbal and numerical_ The hazard is described as "slight," "moderate," or "severe." A rating of "slight" indicates that little or no erosion is likely; "moderate" indicates that some erosion is likely, thatthe roads ortrails may require occasional maintenance, and that simple erosion -control measures are needed; and "severe" indicates that significant erosion is expected, that the roads or trails require frequent maintenance, and that costly erosion -control measures are needed. Numerical ratings indicate the severity of individual limitations_ The ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations between the point at which a soil feature has the greatest negative impact on the specified aspect of forestland management (1.00) and the point at which the soil feature is not a limitation (0,00). The map unit components listed for each map unit in the accompanying Summary by Map Unit table in Web Soil Survey or theAggregation Report in Soil Data Viewer are determined by the aggregation method chosen. An aggregated rating class is shown for each map unit. The components listed for each map unit are only those that have the same rating class as listed for the map unit. The percent composition of each component in a particular map unit is presented to help the user better understand the percentage of each map unit that has the rating presented. Other components with different ratings may be present in each map unit. The ratings for all components, regardless of the map unit aggregated rating, can be viewed by generating the equivalent report from the Soil Reports tab in Web Soil Survey or from the Soil Data Mart site. Onsite investigation may be needed to validate these interpretations and to confirm the identity of the soil on a given site. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff., None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey 2.2 5/712009 Conservation Service National Cooperative Soil Survey Page 4 of 4 Figure A-f WSDOT Basin Map 37 x if � . e Figure A-7 Downstream Aerial 39 M:4SDGUOOSW115 -Hawks Landing - Hawks LAndir.g\drsir%r.dac 40 Figure A-8 TIR Worksheet 41 KING COUNTY, WASHINGTON. SURFACE WAITR DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner port 4uendall Company Phone Address 1111 3rd Ave Suite 3400 Seattle, Washington 48101 Project Engineer Pat Severin Company Sound Developmen� Group LLC Phone :360-404-2010 Part 3 TYPE OF PERMIT APPLICATION - ❑ Landuse Services Subdivison / Short Subd. / UPO © Building Services M/F / Commerical / SFR ❑ Clearing and Grading 0 Right -of -Way Use ❑ Other Part 2 PROJECT LOCATION AND DESCRIPTION Project Name Hnra1 DDES Permit # Location Township Range s Section 29 Site AddreSS 4350 L shin ton Blvd. Part 4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ Shoreline ❑ ❑ ❑ ❑ COE 404 DOE Dam Safety FEMA Flaodplain COE Wetlands Management ❑ Structural RockeryNauft/ ❑ ESA Section 7 ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review Full / Targeted f Type (circle one): Full 1 Modified I (circle): Large Site Small Site Date (include revision Date (include revision dates): dates): Date of Final: Date of Final: Part 6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) Date ofApproval: 2005 Surface Water Design Manual 111105 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: l No Start Date: Completion Date: Describe: _Side will be monitored. per NOI -- Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan Special District Overlays: Drainage Basin: May creek Stormwater Requirements: .._........._. Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands _ ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain _ ❑ Seismic Hazard ❑ Other ❑ Habitat Protection Part 10 SOILS Soil Type Alderwood Grav,Loam het l ingbam silt lzam Indianalalnamy fine Sand Slopes Ll ❑ High Groundwater Table (within $ feet) ❑ Sale Source Aquifer ❑ Other _. ❑ SeepsiSprings ❑ Additional Sheets Attached Erosion Potential 2005 Surface Water Design Manual 111/05 2 ICING COUNTY. WASHINGTON, SURFACE, WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION / SITE CONSTRAINT ❑ Core 2 - Ofisite Analysis Bad water in road side oil 1? ❑ Sensitive/Critical Areas _ May Creek ❑ SEPA ❑ Other ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET(provide one TIR SummM Sheetper Threshold Discha a Area Threshold Discharge Area: name or description) Care Requirements (all 8 apply) Discharge at Natural Location Number of Natural Discharge Locations: I Off site Analysis Level: 1 / 2 / 3 dated: Flow Control Level: 1 / 2 / 3 or Exemption Number Incl. facility summary sheet Small Site BMPs Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: Private Public It Private, Maintenance Lqq R2guired: Yes / No Financial Guarantees and Provided: Yes I No Liability _..__...._...._._.._._..-..------ Water Quality Type: Basic / Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption No. LaqgFap2 Management Plan: Yes / No Special Requirements as a licable Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac. / None Requirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): Datum. - Flood Protection Facilities Describe: _._. Source Control Describe landuse: (comm.lindustrial landuse) Describe any structural controls: 2005 Surface Water Design Manual 111105 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL. INFORMATION REPORT (TIR) WORKSHEET Oil Control High -use Site: Yes / Na Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ® Clearing Limits © Stabilize Exposed Surfaces ® Cover Measures ® Remove and Restore Temporary ESC Facilities ® Perimeter Protection ® Clean and Remove All Silt and Debris Ensure ® Traffic Area Stabifization Operation of Permanent Facilities ® Sediment Retention ❑ Flag Limits of SAO and open space ❑ Surface Water Control preservation areas ❑Other 0 Dust Control ❑ Construction Sequence Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facift Summa and Sketch Flow Control Type/Description Water Quality T efDescri tion ❑ Detention ❑ Infiltration ❑ Regional Facility ❑ Shared Facility ❑ Small site eMPs ❑ Other 12 Biofiltration ❑ Wetpool ❑ Media Filtration ® Oil Control ❑ Spill Control ❑ Small Site BMPs ❑ Other raingarden I 2005 Surface Water Design Manual 1/1/05 4 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTSITRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Cast in Place Vault ❑ Access Easement ❑ Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery, 4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other PROFESS I, or a civil engineer under y supervision, visited site. Actual site conditions as observed were incorporated into s sheet and the a d T nical Information Report. To the best of my knowledge th 'far ion provide `ye p 2005 Surface Water Design Manual IJIK)5 5 Figure A-9 Facility Summary 43 Figure A-10 Bond Quantity Worksheet 45 Figure A-11 Draft Declaration of Covenant Form 47 Figure A-12 Rain Garden Treatment System/ Gravel Collection Trench Detail 49 VARIES, VARIES, ENGINEERED SOIL MIX SHALL MEET 'ENGINEERED SOIL MIX". LID MANUAL, APPENDIX 2.4.1 �- IMPERVIOUS LINER, AS APPROVED 1 Y THE CITY OF RENTON PROPOSED CATCH BASIN PERF PIPE PER PLAN 18' MIA! SUMP RAIN GARDEN TREATMENT SYSTEM GRAVEL COLLEC TMN TRENC�I DETAIL NOT TO SCALE Sort mix: * 65X to 70x gravefly sand and 3OX to 35X compost (see speciflcatlons below). * ftwNy sand graduation per ASTM D 422: Sieve sire Percent Passing 2-inch too 3/4--Fnch 70-100 1/4-Inch 50--80 US Na 40 15-40 US No. 200 0-3 * The soil mixture should be uniform, free of stoners stumpA roots, or other shmlar objects /aqw than 2 Inches` * Oh -site so# mixl►rg or placement not aflowed If mi Is saturated or subject to water withbr 48 hours: * Cover and stores sod' accordingfy to prevent wetting or saturation. * Test soff for AwNity and micronutrimts and, if necessary, amend mixture to create optimum conditions for plant establishment and early growth at rotas recommended by an independent laboratory Sol test * Place sort' In THREE lifts not exceeding 6 Inches. NOTE• W lL TRA TION RA TE PER LID IS 2. 0 WAR, MIXTURE 70 W VFmm BY GEO WfNICAL FIRM PRIOR TO SOIL INSTAUAA 71M Appendix B Geotechnical Report 51 Materials Testing & Consulting, Inc. (:eatechnicul Enl;ineel'ing • .11nierials Testing a Spechil inspection • Lo irunrnental Consulting June 4, 2009 Mr. Dan Mitzel Hawk's Landing, LLC P.O. Box 189 Mt. Vernon. WA 98273 Geotechnical Investigation -- Draft Report Hawk's Landing Lake Washington Blvd. N and 1-405 Renton, WA Project No,: 09BO44 Dear Mr. Mitzel: In accordance with your request, Materials Testing &Consulting, Inc. (MTC) liras conducted a suits investigation and gcotechnical engineering analysis for the referenced project. The results of` this irive sligation, together with our recommendations, are contained in the following report - To irn cstigate the site, we excavated seven test nits, obtained soil samples for laboratory testing, conducted one ground water inflow measurement and performed geotechnical engineering analysis. In addition, we reviewed two previous geotechnical engineering reports by others. Water levels were ineasured in the test pits. We plan to return to the site and measure water levels a second time this corning winter when water levels are estimated to be near their highest levels. An addendurn lu this report will he subniitted with the second set of %vatcr level readings at that time. Questions related to soil conditions often arise during design and construction of a project_ We would be pleased to continue our role as geotechnical consultants during the project planning and construction. We also have a keen interest in providing materials testing and special inspection during construction of this project. We will he pleased to mect with you at your convenience to discuss these services. VVc appreciate this opportunity to be of scrvicu to you and look forward to working with you in the future. if you have any questions concerning the above iterns, the procedures used, or if MI-C can be of any further assislaiicc pleas►: call us at (360) 647-6061. Respectfully Submitted, MATERIALS TESTING &c CON-SLLTINC., INC'. (or pore Oe - - - ( h;,n c; DI:',r • 3ai-€ 't Eton. \VA Uk'?3 , phone I `r,01 , Fey 736fy 155.TCOV} N%% Reg iaa - -. 6 La>t 13al,cr%ieu Rd . Spit, =11)1 , 3c1'.nghain, 51'A 942;6 + rl one i't!1} 647-6011 , Fni 1?60 e 17 R11 I SN% Rerhm - ?IIri Hi,ri LAc r31�c. SW OIgmp;a. L%A OV1_' I'�,rne f7Sa: ;?5.9:'r, Fix [Soli) 53:. i?9 %:1: is cur "Chsltc: IIa„k's landing .loh No.: 0913c1 t Table of Contents Materials Testing & Consulting, Inc. .)uric: 4- 2009 1.0 Introduction.......................................................................................................................... 1.1 Purpose.................................................................................................. 11 .. . ..............---.................. 1.2 Scopc.................... ...........-3 2.0 Project Description..............................................................................................................4 10 Site Description..................................................................... .....4 3.1 General Description........................................................................ 4.0 Field Exploration .................................................................................................................4 4.1 Excavation & Sampling Procedures........................................................ ................................................4 4? Laboratory Testing ..... .................................................................................................................................5 5.0 Subsurface Conditions .........................................................................................................5 6.0 Conclusions and Recommendations ............... .......... .......... ......... ......_..................,.............6 6.1 (;eneral Suitability far Planned Development.................................................................................................6 6.2 Suitability of Existing Soil for Re -Use as Structural Fill...............................................................................7 6.3 Recornmendec Changes to Previous Recommendation by Othens.,....................... ...................................... :' 6.4 Grading.................................................................................................. 6.5 GrOUndwater Control--- ............... ................................... ...8 I Additional Services and Limitations...................................................................................9 AppendixA. Site Plans ........................................ .......................... ........... .................... ...........16 Appe,rclix B, Logs of Test 1"its.................................................................................................11 Appendix C Laborcrtoty Results..............................................................................................26 ApI)endk D. Limitutiurts and Usc u/ This Report....................................................................23 Ila►%k's Landing J o h No.: 0913044 1.0 Introduction Materials T"ting & C'onsultinr, Inc. This report presents the results of a ,,oils investigation for the proposed Hawk's Landing complex to be constructed south of the intersection of Lake Washington Boulevard North and Interstate: 405 in Renton, WA. This investigation was conducted for Hawk's Landing, LLC, who provided written authorization to proceed on May 5. 2009. 1.1 Purpose The purpose of this investigation was to review existing geotculuilcal reports by others, determine the various soil profile components, detennine the suitability of re -using existing sails for structural fill, provide additional ground monitoring poinls, and provide estimates of ground water inflow for design of a dewatering trench. 1.2 Scope As detailed in our proposal for geotechnical services dated January 22, 2009, the scope of services included: Subsur ace Exploration • Excavate 6 test pits • Log the soil and ground water conditions • Obtain representative grab samples of the soils • Measure water level; • Conduct ground water pump -down and record rebound volume vs. time Laboratort, Tewkw • Gradation • Milisture uotrtclit Geutechnical Renart • Subsurface soil conditions • Ground water • Suitability of re -using the existing soil fir structural fill • l,stirnate of ground water inflow rate; • Review existing sails reports and arnend recommendations if necessary We were not requested to provide an environmental site assessment for this property. Any conrmcnis concerning on -site conditions and/or observations, including sail appearances and odors, M provided as general inEorrnation. InfUrnration in this report is not intended to describe, quanlify or evaluate any cri ironmentat concern or situation. K Ila+rk's Landing Materials "besting & Consulting. Inc. Job No.: Onitp. 4 June 4. 2009 2.0 Project Description The project Nvili consist of a 120,000 square foot, five story hotel. The hotel will he of conventional wood frame consiniction with a cast -in -place concrete parking garage basement with a post -tensioned cool' slab. Structural loads had not been developed at the time of this report. however, we underslaud a similar proicci you developed in Marysville, WA was designed with shallow spread footings utilizing a.11owablc bearing, pressures of 2500 pounds per square foot (psf) and column footings measuring tip to 14 by 14 feet in plan dimension. The ground floor elevation will be at elevation 38 feet; the parking garage finish floor grade will be at elevation 28 feet. The existing elevation of the site is about elevation 30 feet. Development plans include a permanent dewatcring trench at the site perimeter to allowable excavation for site grading and excavation of footings without ground water intrusion. Two previous geotechnical engineering investigations have been conducted on this site by others. The first report is: Subsurffrce F-.xploration and Geotechnic•al Engineering Study — Proposed rW411, Creek Off cc Building, prepared for the Ranier Fund, by Hart Crowser & Associates, Inc., October S, 1985. The second is: Geotechniccd Engineering- Slmly -- ;Vim Creek Business Park, prepared by Earth Consultants, Inc., February 6, 1991. Detailed descriptions of area neology, seismicity and subsurface soil conditions arc contained in these reports and will not be repeated here. 3.0 Site Description 3.1 General Description The project site is located on a property measuring approximately 800 feet along Lake Washinglon Boulevard North 960 feet along I-405 and about 730 feet along the soutlr property line. The site is currently occupied by wood and metal framed industrial warehouses and support strictures and a wood frame administrative and sales office for pre -fabricated hoines. Much of the site is pared, but includes gravel surfaced areas and limited hnish and trees in peripheral areas along a portion of the northwest property line. A small lawn ti-onts 1he sales office and landscaping borders the entry drive accessing the north corner of the site. The site is relatively level, for the most part, increasing in elevation from 30 to :38 feet front north to soutlr, More abrupt topography occurs as road embankment fills along the periphery at Washington Boulevard, the north entrance driveway and Interstate 405. A 13 foot -high fill forms the entrance driveway. 4.0 Field Exploration On .January 4. '009, our geologist visited the site and conducted a subsurface exploration of the soil and groundwater conditions. The field investigation included excavation of seven geotechnical test pits, ground water flow measurements in a perforated casing and measurement of watey-r levels in two existing monitoring wells installed by others. A site plan supplied by the proicut engincer was used to position the teat pits. Test hits were located by pacing, and sighting off of existing buildings and landmarks and arc presumed to be accurate to within a few feet. 4.1 Excavation & Sampling Procedures Test Pils were excavated using a track -mounted excavator and operator supplied by the client_ Crab samples, representative of each :nil type were obtained from each test pit. The samples were classified in the: field in accordance with the Unified Soil Classification System (USCS, see Appendix B), idcntiiicd according to test pit number and depth. placed in plastic bags to protect against inoisture loss 4 Hawk's Landing Materials Testing & Consulting, Inc. .lob No,: 0913044 Jibe; 4. 2009 and transperied to the laboratory for testing. The Logs of Test fits are shown in Appendix 13. To measure the ground water inflow rate, we installed a 6 inch diameter PVC pipe into Test pit 5 to a depth of 7.0 feet below the ground surface or 3.4 feet below the water level. The pipe was slotted with ttumrrous saW cuts and wrapped with filter fabric. The annular space around the pipe was backfilled with soil excavated from the test pit and four inches of gravel was placed in the bottom of the pipe. The time required to rc-fill the casing is summarized in Table 2, below. The pipe was removed at the end of the test and the hole was backfilled. Table 2. Water Table Recovery Rate Elapsed Time (Minutes) 0 Depth Below Ground Surface (]Feet 6.67 15 5.00 75 425 38 65 _ 3.75 3.50 1-he results of the water level recovery test indicate a ground water inflow rate o174.3 gallons per hour, 4.2 Laboratory Testing Upon demobilizing from the field. laboratory testing was conducted on selected samples to determine pertinent engineering characteristics of the soils cncountered. The laboratory testing included supplementary visual classification, moisture content (ASTM D2216). and Cirain Size Analysis (ASTM Cl 17, C130). The rctiulis of thcse teats are presented in Appendix D. 5.0 Subsurface Conditions Soil profile; were somewhat variable across the site. Three distinct soil units were observed ill the test pits. The identified units are as follows with increasing depth below the surface: Table 1. Observed Soil Units with Decreasing Depth ......... _.......... Topsoil (01_, SM) Dark brown organic: silt and sandy silt eric'otintered in Test Pit 1, 2 and 4 and 5 to depths of 0.6 to 1.5 feet. The topsoil was overlain b_v 0.3 feet of grave fill in TCst ?it 4. Uncontrolled Fill (11 , GP. MI., SPSW. SM-ML) Encountcred in Test Pits 3, and 5 through 7, Varying from sandy gravel as crushed surfacing top course to sawdust. The fill ranged in thickness from 1.4 to 3.3 feet thick. The sawdust (Test Pit 3) and organic silt (Test Pit 4) and was 2.8 and 1.2 feet thick, respectively. ltai k's Landing ob No.: 09BO t4 Alluvium (GW� 61). SW, SP.. SP-S\V, SM, MI., OL} Materials Testing & Consuttinl;, Inc. June 4. 2009 Encountered in all test pits to tl.c depills explored (4.5 to 11.2 ec.t). Encountered as lavers 0.5 to eerie organics, routs cncnuntered in 'rest Piis'I The water lable was encountered in all test pits at depths ranging from 2.1 10 7.5', Two water level monitoring wells had b;.cn preciously installed by others, one in front of a warehouse building near the cast property line and one in a parking area in the north west corner of the property as shown on the site plan. The water Icvcl in the warehouse well was measured at 3.4 feet below grade and in the parking area at 1.2 feet. During a previous site visit on January 28, 2009, we measured the water level in these wells at 3.8 feet and 1.3 feet, respectively. We plan on returning to the site in early June in order to hand auger through selecled lost pit backftlls and measure water levels again. 6.0 Conclusions and Recommendations 6.1 General Suitability for Planned Development Rascd on the results Of Our field tttvostigation. laboratory tests and review of the two previous geotechnical reports-, we conclude that the recommendations contained in the Hart Crowscr report for pile foundatiori� are applicable to this phase of the prciicct. We conclude the load., for this structure lie somewhere between those contained in the Hart Crowser report (7 to 8 story, cast-itt-place concrete building with column loads of 220 to 1250 kips) and the Farth Consultants report (2 stot} warchouscfoffiCe buildings with 150 kip column loads and 3 to 4 kips per lineal foot perimeter footing loads). The Larth Consultants report rcconimctided prc-loading tho site and providing shallow spread l olirig fiuutidal] mis for support. The Hart Crowser report recommended auger -cast concrete piles of about 50 feet deep. We conclude that the loads for your structure will be on the order of 500 kips per column and that foundations gaining their support from denser sails at depth will be required to limit differential and Beta] scttlenit ub, to tolerable levels. This is especially true because of the variable nature and density of the fill and alluvial soils, the relatively shallow water level, the presence of organic material in the soil and the design ground floor elevation of the structure. We understand that for deep foundations, you arc considering aggregate piers for soil improvement in conjunction will) spread footing foundations. Aggregate piers may be a viable solution for this site_ These systems arc typically designed by specialty contraclors based on soils inlortnation supplied by others. They may be able to design a system based on the existins! reports cited above, liovEever, it will be beneficial if additional geotechnical infortnation specific to this site and project were obtained for design of deep foundations. MTC would be keenly interested in providing you and your aggregate pier contractor with additional subsurface information at this site. We would bz pleased to meet with you and your aggregate Mier designer to plan the additional geotechnical investigation. Hawk's Landing Materials Testing & Consulting, Inc. Job No.: 09B044 June 4, 2009 6.2 Suitability of Existing Soil for Re -Use as Structural Fill The soil encountered in at 1.8 feet in Test Pit 1 and 4.5 feet in Test Pit 2 consist of sandy gravel and silty sand, respectively. These soils are suitable for re -use as structural fill provided the recommendations presented below are followed: Native soil used as structural fill should be near optimum moisture according to the modified Proctor test method (ASYNI D1557) and as determined by MTC. Soils not meeting optimum moisture content should be moisture conditioned by wetting or drying prior to placement. Soil with a moisture content exceeding 3% of optimum should be spread in thin lifts or wind rows, aerated, and turned over until it reaches near -optimum moisture conditions. The shallow soils encountered in the remaining test pits vary considerably in makeup from very organic fill to sand. Some of these soils may be suitable for re -use as structural fill, but since the deposits appear to be isolated selective excavation will be required during grading if any are to be re -used as structural fill. 6.3 Recommended Changes to Previous Recommendation by Others Because the building pad will be in about two feet of cut, no surcharge fill is required. However, prior to placing the floor slab, MTC should check the condition of the exposed subgrade to check for the presence of unsuitable, soft or deflecting soils. Where these soils are encountered, they should be removed down to firm unyielding soils and replaced with compacted structural fill. The recommendations for grading and fill placement presented in the previous reports should be followed with the exception that all structural fill should be compacted to 95% of maximum density in accordance with the ASTM D 1557 modified compaction test method. 6.4 Grading Excessively organic and loose soils generally undergo high volume changes when subjected to loads. This is detrimental to the behavior of pavements, floor slabs, structural fills and foundations placed upon there. Therefore, excessively organic and loose soils should be stripped from these areas and wasted or stockpiled for later use. If very loose soils are encountered underlying the recommended stripping depths, these soils will need to he re -compacted or replaced with structural fill. Table 2. Stripping Depth Test Location Reference Location Stripping Depth Feet TP-1 820' N, 270' W of SE Pro eat Comer 1.0 TP-2 835' N, 325' W of SE Property Comer 0.6 TP-3 275' N, 385' W of SE Property Corner 3.3 TP-4 110' N, 60' W of SE Property Cornea 1.5 TP-5 240' N, 40' W of SE Property Comer 0.3 TP-6 390' N, 25' W of SE Property Corner 0 TP-7 690' N, 10' W of SE Property Corner 1,0 Exact depths of stripping should be adjusted in the field to ensure that the entire root or loose zone is removed. The final exposed subgrade should be inspected by MTC to verify that all organic material has been removed. Any soft spots or deflecting areas should be removed to firm unyielding soils and replaced with structural fill. Hawk's Landing Job No.: 09BO44 6.5 Groundwater Control Materials 'Testing & Consulting, Inc. June 4, 2009 As described above, ground water and perched groundwater seeps were observed at all test pit locations during this investigation. Flow measured in Test Pit 5 averaged 4.3 gallons per hour. Ground water in the Earth Consultants report was measured at 2.0 to 3.5 feet deep in February, 1991. The hart Crowser report indicated water levels of 5 to 9.5 feet deep in August 29, 1985; water levels measured in two of the borings on September 5, 1985 indicated water levels higher by 1.3 and 2.4 feet. Ground water infiltration will affect construction in even shallow excavations on this site. Water level will vary seasonally. We understand the project civil engineer will be designing a dewatering trench in order to draw down the water level on this site in order to mitigate dewatering problems during and after construction. IIawk's Landing Job No.: 09B0 4•1 Materials Testing & Consulting, Inc. Julia: 4, 2009 7.0 Additional Services and Limitations We recommend that M i'C' he engaged to review the plans and specifications to check that the recommendations presented in this and previous reports are adhcrod to. MTC should also test and evaluate the exposed subgrades before placing slabs or structural fills to determine that the soils incct the required bearing capacities and that unexpected conditions are not present. Monitoring and testing should be perfi nnu-d to �-erify that suitable materials are used for structural tills and that they are properly placed and compacted. MTC should he present during foundation installation to check that the expected bearing soils are as described in the previous soils reports and assumed by the designer and to make recommendations for modifications if necessary. The work described in this report is considered sufficient in detail and scope to form a reasonable basis for the site development. IMTC should be notified of any revision in the plans for the proposed structure from those presented in this report so that we may determine if changes in the foundation recommendations are required. if deviations from the noted subsurface conditions arc encountered during construction, they should also be brought to our attention. MTC warrants that the findings. recommendations, specifications, or professional advice contained in this report, have been developed after being prepared in accordance with generally accepted professional practice in the fields of soil mechanics and engineering geology. No other warranties arc implied or expressed. This report has been prepared for the exclusive use of Hawk's landing, LLC and their retained design cOn`ultants. Findings and recommendations within this report are for specific application to this site and proposed project_ Randolph R. Ross, Senior Ocolec hnical Fnginecr lla%%k'% Landing Job 'so.: 0913044 Materiuls Testim., & Consulting. Inc. June 4. 2009 Appendix A. Site Plans uoll ns StkTTLE BELLEV i AP: 21 Site Vicinity I ercer �S h 16 V,f 1:pxL rpk! I k+Ylon Uri 0 J 1 Li Apa Y,)J 1i y / 1 4 *y'_Crvek to in Hawk's handing Job No.: 0913044 Materials Testing & Consulting, Inc. June 4, 2009 l4 0 100 200 300 Scale : Feet 'Test Pit Location (Typ) M1r W JI! t fl A... j Existing Monitoring Well (Typ.) i 6 Owe I, s , 3 4 °> Scale: Feet f..1 Ifi }� 1 1+ - Ref: Grading Plan By: Sound Development Graup Dated: May, 2009 11 I i:1wk's Landing Materials Tesling & Consulting;, Inc. Job Nv,09BO4.4 June 4, 2009 Appendix B. Logs of Test Pits er 44 mtwl !h'scrintion va;x4�r,l prnrlr•. t— .,.>! rSF' I i IAw .aklmnu {].C" UD j Lraahlc (untnct �isn;ul 3trr,�ralrhw [-rn1:3a k h3 �.'l tird Slrara .'Jd'.LII chef1Y�i;[^.Ute7 f11, 1:r:f1.1 1 r+[II1G114' M%'l inn nl 'lramMmphi- rhanc: irtn dialer rlh;cr'•td A: [irw: of x kvalm do-smd h--m ,acr. �'pkTal i m."- II '?t pwc"-L-r 'albed v, arr l Jlm-,tic d ai it r; t'pi—l.w liiie n iTilll Nfll came Will! °-o S-lam = 12 TROXIVA11_i17F' I'. y1Cr 111W:5 a :'-�3�w1�,�4:11 �,nnh Irs Sr,l '3 Ell 114ti%TLC tik uil gel prep im' A n1Ck ti;li .AT hl Si.Pr• .1 a ml ?!Iu i1Cl 12 Hawk's Landing Job 1r o.: 09Bi u44 Materials 'Vesting & Consulting, Inc. June 4, 2009 Materials Testing R Consulting, Inc. Log of Test Pit 1 (Pagel of 1) Hawk's Landing Date Started : 5-MS Renton, WA Date Comploied : "4N Sampling Method : C,rao sampling Location : 82n' N. 27V W of SE Property Caner Uggee By A We Geoterhnical Site Investgation � Surf. T vy e DESCRIPTION d ce CasC y R � 34 Dark brown organic SILT (Topsoil) OL 1 33 Grey GRAVEL with sand, medlum dense to dense, wet, rounded gravel to 3" diameter Wall defined rust line 5' thick at 1,5' with heavy mottling below 2 32 with interhoddr:d sandy layers at 2.3' Seepage al 2.4' GW 3 31 Moderate seepage at 3.4' Stabilized water level at 3.3' 4 30 Bottom of boring at 4.5'. Pit watts cave readily t>ebw 2'. 5 29 6 23 7 27 8 26 g 25 1D 24 11 23 12 13 Hawk's Landing Job No.: 09BO44 Materials "Testing & Consulting, Inc. June 4, 2009 Materials Testing & Consu@ing, Inc. Log of Test Pit 2 (Page 1 of 1) Hawk's Landing 091e Started : 5.8-09 Renton, WA Date Competed : 5-549 Sampling Method : Grab sampling Location " 836' k, V5' W of SE Property Corner Logged 6y A We Geotechnioal Site Inve*11igatiort m c Surf. L Elev. U DESCRIPTION n 705 E s 0 Dark brown organic SILT (Topsoil) (iL 30 Gray brown silty SAND. medium dense, moist, with some gravel, light mottling throughput 1 SM 29 SIP Grey SAND, medium dense, wet, with some silt and trace greyei, light mottling throughout 2 Gray sandy GRAVEL, medium dense to dense, saturated, sandy upper 0 2', rounded to subrounded gravel to 3" diamater, with moderate mottling throughout With sandy (SW) layers throughout28 t ❑ With interbeds of heavily mottled silty sand throughout. Root zone to 2-2 0 GW Seepage at 2.0' 3 27 4 Grey 10 bluo gray fine SAND, medium dense, wet, wrfh silticlay inberbeds, mottling to 3.5' 2s 2 ❑ 5 SP 25 6 24 Bottom of goring at 6.5'- Pit walls cave readily below 13. 7 23 B 22 9 21 Sg 20 11 19 12 14 Ilawk's Landing Job No.: 09BO44 Materials Testing & Consulting;, Inc. June 4, 2009 Materials Testing & Consulting, Inc. Log of Test Pit 3 (Page 1 of 1) Hawk's Landing Dare started 5-a-09 Renton, WA Date Completed : B-9-0g Sarr phig McMod : Grab sampling Location : 276 N, 385' W of &E Property Cramer Loggod By : A Isle Geotechniral Site Investigation ti m C Sort. a, "E Elev 33.5 to DESCRIPTION m D GP Grey brown sandy GRAVEL, dense, moist 33 Uncontrolled FILL, with gravel and construction debris (wood, brick, plastic), matrix sod is brown 1 silly sand, loose 32 Sawdust layer at 1.5'. 1' thick on south side of pit and 1.B' an north side 2 OF 31 3 jo Green grey silty SAND, loose is medium dense, rrruisl with trace roots and fine organics to 5.6' 4 29 5 28 6 Perched seepage at 5.9' SM 27 7 26 Very slow seepage at 7.5' all sides of pit; 1' accumulation of water in bottom of pit Etter 5 minutes B d5 9 24 Bottom of boring at 9.3'. Pill wells cave readily below 1.3'. iD 23 if 22 12 15 Hawk's Landing Job No.: 09BO44 Materials Testing & Consulting, Inc. June 4, 2009 Materials Testing & Consulting, Inc. Log of Test Pit 4 (Page 1 of 1) Hawk's Landing Date Started 5-8,09 Renton, WA Date Completed : 5.6-09 Samplhg IUelhod : Grab sampling Location 11 Or K. 60' W of SE property Comer Logged By : A. We Geotechnical Site Investigation m LL L) d c Surf. Elev °' DESCRIPTION of D 35 GP Sandy GRAVEL (Crushed Surfacing Tap Course) Brown sandy organic SILT, soft, moist, with roots to 1W diameter (Topsoil) f 34 OL Grey SAND with gravel, loose to medium dense. moist to saturated, rounded gravel to 1' 2 33 diameter, with sandy and silty sand layers Throughout SP 3 32 Perched water level at 2.8' j"�'I 11 I 1...� Brown SILT, medium stiff. moist, with trace organics 4 31 ML 5 3O Grey sandy GRAVEL, medium dense. saturated 6 N GP Grey to brown SILT with sand, medium stiff, moist, large naturally occuring wood debris north 7 26 side of test pit from 6.6 to 7.6 ML S 27 9 26 Brown organic sandy SILT with clay. medium stiff, moist, with some wood debris and roots to 6" diameter 9 ❑ 1D 26 OL f f 24 SP Grey SAND, medium dense, mo151 Bottom of test pit at 11.2'. Pit walls cave readily at 5.4' 12 16 Hawk's Landing Job No. - 09BO44 Materials Testing & Consulting, Inc. June 4, 2009 Materials resting & Consulting, Inc. Log of Test Wit 5 (Page 1 of 1 ) Hawk's Landing Data started 5-8-09 Renton, WA Date Completed . 6-8-09 Sampling Method Grab sampiirg Location 240' N, 4D' W of SF Property Corner Logged By A. We Geoleehnicel Site Investigation UL c 0 Surf. EIS 34 DESCRIPTION n E V J 0 SM Dark brown Bitty SAND (Topsoil) OL Brown orushod surfacing TOP COURSE, with Hoots to 1', plastic at 1' 1 33 Dark brown sandy SILT, medium stiff, mast, with trace gravel ML 2 32 SP Red silly SAND medium dense to dense, wet, with gravel (Uncontrolled Fill) Grey SAND, medium dense, wet 3 31 SP Brown silty SAND, medium dense, heavy mottling decreasing at 3.7' 4 30 SM Sparse roots to 3.5' ❑ 5 29 Blue grey SAND with some gravel Beoomes coon er with depth Sp-$W 6 29 Bottom of test pit a] 6.5•. 7 27 B 26 9 26 10 24 11 23 12 17 Hawk's Landing Job Nci : 09B044 Materials Testing & Consulting, Inc. June 4,2009 Materials Testing & Consulting, Inc. Log of Test Pit 6 {Page 1 of 1} Hawks Landing Date started 5."9 Renton, WA Date Completed : 5-8-09 Sampling Method : Grab sampling Location : 39t7 N, 25 W of 5E Pmparty Cnmer Lagged ay : A. late Geotechnieal Sile Inveatigation = a+� Surf- 3434 u DESCRIPTION yr a a W 0 ASPHALT PAVEMENT Brown gravelly SAND, dance, moist 5W 1 33 ML Brown SILT with some sand, medium sG}f. moist, with some roots throughout, with trace gravel 2 32 Gray brown SILT, medium stiff to stiff, moist, heavily mottled throughout 3 31 ML 4 30 5 29 SW Brown to grey brown SAND, medium dense, moist to saturated, with gravel to 2' diameter, heavily mottled thmughont 6 28 7 27 MIL Dark grey brown SILT, stiff to medium stiff, moisl, with some sand, with small mots to 118' diameter throughout, with small pockets of organic debris (partially decomposed wood) 3 Bottom of test ph at 7.0'- 8 26 9 25 t23 18 Hawk's Landing Job No.: 09BO44 Materials Testing & Consulting, Inc. June A, 2009 Materials Testing & Consulting, Inc. Log of Test Pit 7 (Page 1 of 1) Hawk's Landing Date Started : 5-8-09 Renton, WA Date Ca(Vleted : &ad9 Sampling htethad : Grab sampling Lacatinn : 690 N, 10' W of SE Property Comer Logged By A We Gectechnical Site Investigation ILL CJ Ele,+. DESCRIPTION m asp O 32 lin C7 0 ASPHALT PAVEMENT SM-MIL Brown sandy SILT, spit, moist, mottled with roots throughout (Fill) 1 3t Grey sandy SILT. Soft to medium stiff, moist, heavily Y mottled throughout, Vacs small mots (Fill) Light brown silty SAND, medium dense, moist, heavily mottled, with trace gravel 2 30 Pit wells cave readily below 2' i 3 29 at 3.0% small interbeds of sand, slow seepage SM 4 28 5 27 F 6 26 SIP Grey SAND with trace gravel, medium dense, saturated, sand fine grained 3 Bottom of test pit at 55'. 7 25 8 24 9 23 10 22 11 21 12 19 I'Ia)sk's Landing Materials'I"esling & C'unsulling, Inc. : ob ,'No.: 0913044 June 4. 200 Appendix C. Laboratory Results Sieve Report I`Nleet: lb s ks larding Ustr Recrlved: R-\Liy-0t1 .15T \1 W NX- I nilied SDils f'lu%%ifrrv,i4n 4, xlenl Prujeela: WHO4'4 Sampled HN: A. We OW, Wdl-gx1edCrrvclAd11&'110 CSent: liawksIa'd:ng,II Vote 'Iowed: It-NlLk%-01) SunIPICi.ulnT: Sourev- IT-1 ;if I Tevi rd D}: 1 Bagg rr all I+n,wn min A... 1-.-. .%ff' ..:'.r.: f- 11.3- 14rr, ill;alkil. Il U?1 min ti,n,1 1?i?•° (.,,.;I I'.I �,-.. r,'..[ 1)0' 1a 2.f.6D mm ,', : I "'..� i-,:.I:,.. ). ,:dl, .e 5 6' Sunpir ►IMIS specs ^. 1 A-, J '. 1 1'9 ill �. mr . - p, J I n 01,. fl„ 149210 inn: I'I:n:;•. I',. tlW ASTM C-IX ASPM D#31 %cl mr:1 In1erp4f4aled u'o(tll,. rPereeuv` Crain Size Distribution ti1rsC SIeC !'S'3'(;�tH Yrrreul 5pen Sprab l!S ili elllL V.1"III_ pafi , +In{ Mir �S': } q' ■ 3� 6LV 7CY]`;a- •,F-.-.i+�+�r�:-+--_ir-�M•}r��•+�w,r-'iw�,•r,► 1000"', I50 fxl 10;3°(. FrAl. [Y4'„ U.+1k;, 50, 1[IY, 1r)0 co'-, 0A`r OQ i00.{7:, U.T., 1 31;" i"; ci, lU;l°.. - 1ll11 U°.. [!.,J"-.• '. ; nl <, IY,I:'[I 7az,, 11104°„ 7:1„ i(9)0"„ 11.01„ O.W, f�, w j 01. 4(i .ae -, 75 '.1''., 'x.i '.� lxa n",� n tl° r :. a3 ]? -�. 16 _.nUU :91-, 2y1,_ lnnn'.:, lit}^, :4^•'.. - .. _ .. 3Ei.0`r ^if) hd,'.JI '•i,'., ;1•", lnt il' DIII •. 4y :. SII n ?!11, 1001I`,s i3 11", i�u _ _ {� %] 0";u „r,h li'tll !,'':. (,`. n 1UU 11' c i3 {I" � - *•�� I kD .L:., I DO 0, . 1) W, 0°,'� C J°4 I!I.. )UDi!°•° a.Ir' in 1.00 fI 10 fill, U(l", Particle Size �mm) tM,-. • .. ,,... ..r. ..:. , i:,, .,„� x A. ., ... �. ,A., .. t.,. ...4..-. � y..r. r. :. ... ,.."I.• ., nr, v„1. - r. kesieued bv: 2f) Jfawk's Landing Materials -resting & Consulting. Inc. ,'oh Nn.• tttJiill 1 RUIC 4, 2009 Sieve Report Projf-m i V NLord 11 Date Rweivvd: X-MaN-lid D-NR- L rOWd S.,O, 41i,w �-O, III Priijet I k: 0 91104 Samaph d B; A. I >[u S M . N I I I N a I d ('bent: M:%k. I iirdme, 1.1 C 031t: I esttd; 1 S-N1ijHJ9 olar, Source: !I,-: w 4_� TrSIOBY; 1. Bj�crmar, Switkplclv; O%KO A Ono, ..:II of t 11. 7? 02 11:' 7: 21, t,, t 11. 1N .No Oi 0. 8q .1% Aff9fle MMIS Fw(, it .0 41L d 1 7 11 W UZ-1 mnl n. 3 0.01� (1.!]Q ASTM CA ASTM "I I Grain Size Distribution Prrceqt 14,1101, %PvcF k Pasxki Pussin max M1, .... .... MCI% I, I)o 1541w� 0 00, IW I(W.I IV,. 17W M1, �.OJXI gD.o% 11 (Y' (W 01 " I} 011 am% 1 50 3-1.50 UO 01 0.09, 1 "1", 1110AY q "1011 m 1 10" flo. (r A C� 70 01/ Q DO OV', a) P-/. 5 1, art Wi q" IM 00 (11 '011", A. -I,., 50.f;% 00 01 4 71 i 0011 1 (ID 01., OA CI 41% 40 f % 't4, 1 t 41, lot" 0', (11, .1 01 i + 30 23';, X X1 (I 3rXl I M 1) IY! j 1C.0 50 w, VX1 00 io Ob (kq 1 ID 0 O% 11:0f. ;Fit it a-, I j"J" lifiLq, 1Bjj ()F". 11 , Particle SIZO (mm) ,I f H vr it"rd II): 21 Hawk's Landing Materials Testing & Consulting, Inc. Job No.: 09BO44 June 4, 2009 Moisture Content - ASTM C-566, ASTM D-2216 & AASHTO T-265 sampla ID Location Tare Wet a Tare pry i Tare WgL Of Moistu Wgt. Of foil % Moisture 090061 TP-1 1.8 912.4 3502.7 3300.2 202.5 2387.8 &5% 090062 TP-2 @ 2.2 918.6 3 4.0 2005-5 218.5 1886.9 11.6% 090063 TP-2 Q 4.5 8494 2601-0 2326.0 275,0 1476.6 18.6% 090064 TP-7 Q 2.0 T4T5 2698.E 2281-0 417.6 1533.5 2T.2% r..oru1 K�;e ar xrtYn �nmJ Reviewed by: 22 Hawk's Landing 'i h \[I 7 09Rtl"S Materials Testing & Consulting! Inc. Janc 4. 2009 Appendix D. Limitations and Use of This Report The following is adapted froin "Important InformatiOn About Your 6colechnical Report" provided by ASF'E The Best Peoplc On 1?arih. E� �� .` .:til�,� and "The Cieotecimicai F rigineering and rnvirotnnenlal Services Standards of Care with Respect to Mold Potentials 1998 — 2003" by ASFE The Best People Can Earth. Geotechnical Services are Performed for Specific Purposes, Persons, and Projects K-lateriaals I esting & Consulting, Inc. (MTC) services are structured to meet the specific needs of their clients. A geotechnieal engineering study conducted for a civil engineer may not fulfill the needs of a construction contractor or even another civil engineer. Because each gootechalcal engineering study is unique, prepared solely for the client, tact one except you should rely on your geotechnical engineering report without first conferring with the geotechnieal engineer who prepared it. This report may not be applied to any purpow or project except the one originally contemplated. A Geotechnical Engineering Report is Based on a unique Set of Project -Specific ]Factors The scope of study for which this geolechnical report was prepared considered several unique, project... specific factors. I here factors include, but are not limited to: the clients goals, objectives, and risk management preferences, the general nature of the structure involved, its sizc and configuration; the location of" the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless m,rc specifically hidicatcs othenvise. do not rely Ott this report if it was: not prepared for you., not prepared for your project; not prepared lirr the specific site explored, or completed bclorc important project changes were made. Typical changes that can reduce the reliability and application of this report include thosc that affect: the function of the proposed structure; cicvation, cOrtfiguration, location, orietatation, or weight of the Pf'OPoscLI structure: cOMPO>itions of the design teats; or prgiect ownership. Changes madr to the project following completion of this report should be made known to MTC so that NITC.' can assess the potential impact of such changes and make any necessary modifications to our intcrpretations and recommendations in writing. Subsurfare Conditions Can Change This repots is haled on conditions that existed at the time tlae study was performed. The interpretations, t;ouclusions, and rcconinicttdations in this report may be affected by: the passage of time: by man-inade events, such as construction oil or adjacent its the Nile: or by ttatund events, such as floods, earthquakes, or groundwater fluctuations. \ITC should always be contacted to determine if the report is still reliable. Most Geotechnical Findings Are Professional Opinions Site exploration utilizes test hearings andior test pits that are widely spaced over ground area relevant to a unique scope (if work. additionally, soil samples are taken at variable spacing over the depth of exploration. The variability of'subsurfacu conditions may exi:ced that of the site investigation program- MTC reviews field and laboratory data and theta apply professional judgment to render an opinion about sul)surfact, conditions throughout the site. Actual site subsurface conditions inay significantly deviate from those indicaied in this report. Retaining MTC to provide construction observation is the most effoctive method of managing the risks associated with unanticipated conditions. 23 Hawk's Landing Materials Testing & Consulting, Inc. Job No.: 09B044 June 4, 2009 A Report's Recommendations Are Not Final Do not over -rely on the construction recommendations included in this report. The recommendations in this report are not final; they are developed principally from the judgment and opinion of MTC staff. MTC's recommendations are contingent upon observing actual subsurface conditions revealed during construction. MTC cannot assume responsibility or liability for the report's recommendations if MTC does not perform construction observation. A Geotechnical Report May be Subject to Misinterpretation Misinterpretation of this report by members of the project design team not employed by MTC can result in costly problems. This risk may be reduced by having MTC confer with appropriate members of the design team after submittal of this report. MTC should be retained to review pertinent elements of the design team's plans and specifications. To avoid misinterpretation of this report by contractors, MTC may be retained to participate in pre -bid and pre -construction conferences, and by providing construction monitoring. Do Not Redraw The Exploration Logs Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproductions are acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors A Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposed of bid development and that the report's accuracy is limited, encourage them to confer with MTC and/or to conduct additional study to obtain the specific type of information they need or prefer. A pre -bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some financial responsibilities stemming from unanticipated conditions. Read Limitations Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering and engineering geology are far less exact than other engineering disciplines. This lack of understanding has created unrealistic expectations that have lead to disappointments, claims, and disputes. To help reduce the risk of such outcomes, MTC includes limitations in this report. Read the limitations closely and contact MTC if you have any questions regarding these provisions. Environmental Concerns Are Not Addressed In This Report The equipment, techniques, and personnel used to perform an environmental site assessment study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any environmental findings, conclusions, or recommendations. 24 r Iwf �r k= L PREPARED FOR WELLS DEVELOPMENT COMPANY MAY CREEK BUSINESS PARK RENTON, WASHINGTON GEOTECHNICAL ENGINEERING STUDY E-5144 February 6, 1991 Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 101 Bellevue, Washington 98005 (206) 643.3780 222 East 26th Street, Suite 103 Tacoma, Washington 98411.9998 (206) 272-6608 m ,r TABLE QF C12 N MN FS E-5144 r - PAGE }s�rw i�RODUCTIGN General.............................. ..................................... .............................................................................. 1 =Project a cri tion................................................................................................................. 1 SITECONDITIQIri�..... .............................................................................................................. 2 (� Surfac ....................................... ..................... ............ ........................................................................... 2 Subsur[ace.................................. .....................................................................................................,.... 2 Grqundwater........................................................................................................................................ 2 r - eism€ Considerations ............. ................ ..................................... .................................................... � J 1?1 CUSSION AND RECOMMF-NDA13ONS...................................................................................... en................................................................................................................................................. 1 Site Pre aration and General Earthwo k.................. Pre -Load and Surchare Progratn,..................................................� ........................ . ........... g Foundations......................................................................................................................................... Stab -on -Grade Floors......................................................................................................................... Excavations and Slopes.............................................................................................................. SiteDrainame............................................................................................................................... Utilife........................................... ............ .............................................. ........... .. ...... ......... I ......... ...... PavementAreas............................................................................................................................... �1--` LIMITATIO S.............................................................,.........................-.........................._...................... AdditionalSMdees----------- ............. ............................................................................................... APPENDICS Appendix A - Field Exploration Appendix B - Laboratory Testing L' 6 Li Earth Consultants, Inc. 3 4 5 7 7 9 9 9 IO !0 1 LLUS'1'ttA_ T! O,yS k. E-5144 Plate Y 'Vicinity Map Plate 2 Test Boring Location Plan Plate 3 Typical Monitoring Plate Detail Plate 4 Typical Rooting Subdrain Detail Plate 5 Typical Utility Trench Fill Plate Al Legend Plate A2 through A13 Boring Logs 14 Plates B1 and Bz Grain Size Analyses Plate B3 Attelrberg Limits Test Data LPlates B4 and B5 Consolidation Test Data II L Earth Consultants, Inc. February 6, 1991 Wells Development Company 11100 Northeast Eighth Street Suite 300 Bellevue, WA 98004 Attention: Mr. David Grein Gentlemen: Ezirth Consultants Inc. E-5144 We are pleased to submit our report titled "Geotecbnical Engineering Study, May Creek Business Park, Renton, Washington." This report presents the results of our field exploration, selective laboratory tests, and engineering analyses. The purpose and scope of our study was outlined in our November 30, 1990 proposal and authorized by Mr. Wells on January 8, 1991. Our study indicates that the site is underlain by approximately one to three feet of loose to medium - dense fill consisting of silty sand and sand with gravel. Underlying the fill, a soft saturated sandy silt, loose to dense silty sand and some organic silt was encountered to depths of 12 to 16 feet. Below these strata., dense td very dense silty sand and stiff silts were encountered to a maximum, exploration depth of 24 feet below the existing ground surface. Based on our understanding of the proposed construction, and the soil conditions encountered, it is our opinion that the proposed structures can be supported on conventional spread fooling foundations, provided that a preload and partial surcharge program 'is completed first. All the foundation footings should bear upon at least two feet of t:otnpscted structural fill after the fill induced settlements have been completed. 1805. 1361h Place N E . Suale 101, Bellevue:, Wa5li ngton S005 222E 261h S:reet. Surfe 101 r:ccma '.;'ashlrnlon aR 111 9G98 GEOTECHNICAL ENGWEERING STUDY t,reek: Business Park: February 6, 1991 E-5144 Page 2 We appreciate this opportunity to have been of service to you during this initial phase of projecr development, and we look forward to working with you in the future phases. In the meantime, should you or your consultants have any questions about the content of this report, or if we can be of further assistance, please call. Very truly yours, EARTH CONSULTANTS, INC- Aaron McMichael Staff Engineer Theodore J. Schepper, P.E. Director, Geotechrical Services DB/AM/TJS/ah P14S-RO1] Enclosure Earth Consultenls, Ire. GEOTECHNICAL ENGINEERING STUDY MAY CREEK BUSINESS PART{ Renton, Washington. E-5144 INTRQDUCTItJI�I General This report presents the results of the Geotechnical Engineering Study completed by ECI for the proposed May Creek Business Park. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site and, oa this basis, to develop geotechrucal recommendations for the proposed site development. roiect Description At the time our study was performed, the site, proposed building locations, and our exploratory locations were approximately as shown on the Boring Location Plan, Plate 2. From our discussions and review of the project site plan we understand that you intend to construct three warehouse/office buildings. The proposed buildings will consist of first -floor warehouso facilities with second -story office space. The project will also include paved parking areas and paved access roadways to all the warehouse facilities. Based on the preliminary design, the buildings «rill be constructed at finished floor elevation 32. The site's present grade ranges from approximately 26,0 to 34.0 feet in elevation from west to east. Based on the building information provided to us, maximum total dead plus live loads are expected to be as follows: o Wall loads - 3 to 4 kips per lineal foot, dead plus live o Maximum Column loads - 150 kips, dead plus live o Warehouse Slab loads - 250 pounds per square foot (psf) If any of the above design criteria change, we should be consulted to review the recommendations contained in this report. In any case., we recommend that Earth Consultants, Inc, (ECI) be retained to perform a general review of the final design. GEOTECHNICA,L ENGINEERING STUDY E-5144 --ceek Business Part~ Page 2 February 6, 1991 ITE NDI ' Surface The proposed site is situated on a parcel of land that is east of Lake Washington Blvd. North, west of interstate 405, north of May Creek, and south of the intersection of Northeast 44th Street and Lake Washington Blvd. The properly is approximately 720 feet in length along the west, 745 feet along the east, 310 feet along the north, and 730 feet along the south. The site is presently occupied by Pan Abode Inc,, as a lumber processing facility. An office, model home, three warehouses, and a production building are located on the site. The remaining area is paved predominantly with asphalt; isolated sections are paved in concrete. The asphalt is in poor to fair condition. Some areas of the asphalt have numerous cracks and show signs of a soft soil subgrad .. It is our understanding that the existing structures will be removed in sequence as construction of the new facilities begins. The site is relatively flat and slopes gently from the nortb and east to the west sides of the property. Elevations at the site range from 26 to 34 feet above sea level. The adjacent roadways that border the property to the north, cast, and west are all higher in elevation than the subject site. The south side of the property parallels May Creek and is several feet higher in elevation than the creek. Subsurf?gg The site was explored by drilling 12 borings at the approximate locations shown on Plate 2. Please refer to the Boring Logs, Plates A 4 through A 13, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods and laboratory testing program is included in the appendix of this report. The following is a generalized description of the subsurface conditions encountered. In general, during our field study we encountered two to three inches of asphalt pavement that is underlain by one to three feet of loose to medium dense silty sand and sandy silt fill. Below the asphalt pavement and fill, a saturated silty sand with soft seams of sandy silt and organic silt was encountered to a depth of about 12 to 16 feet below the ground surface. Dense to very dense silty sand and stiff silt were encountered below these soils to a maximum exploration depth of 24 feet below the existing ground surface. ,groundwater Tire groundwater seepage level observed while drilling ranged from approximately 2.0 to .,.5 feet below the existing surface and are shown on the boring logs. Groundwater levels were measured at 4 to 7 feet below the ground surface during an earlier Hart Crowser, Inc. geotechnical study of the site. The Hart Crowser, Inc. study was completed daring September of 1985. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY ='reel~ Business Part: February 6, 1991 E-5144 Page 3 The groundwater seepage level is not static; thus, one may expect fluctuations in the flow and level depending on the season, amount of rainfall, surface water runoff, and other factors. However, fluctuations in the groundwater seepage flow should be expected, with higher levels typically developing during the wetter winter months, seismic Conditions 71c Puget Sound region is classified as Zone 3 by the (UBC) Uniform Building Code. in their present condition, the upper ten feet of some on -site soils do have the potential for liquefaction during a Seismic event. However, with addition of the proposed preload fill, we have calculated that the potential for soil liquefaction would be minimal. Our liquefaction analysis was based on an analytical procedure presented in "Soil Dynamics" by Shamsher Prakash. Additionally, soil conditions are classified as a type Sa by the UBC with a corresponding S factor of L5. DISCUSSION TO RECOMMENDATIQNS n eral Based on the results of our geotechr&al study, it is our opinion that the proposed warehouse buildings can be supported on conventional spread footings bearing upon a compacted structural fill, provided that a preload and partial surcharge program is completed first. The preload and surcharge program is designed to induce settlements equivalent to those that are anticipated due to the slab and column loading, These recommendations are based on the amount of structural fill ne.ccssary to bring the finished floor slab surface to Elevation 32. With current grades, the site will require approximately one to five feet of structural fill to attain the proposed subgrade. elevation. A small section of the parking area in the southeastern portion of the property will require excavation of approximately two feet. No other site cuts appear necessary. If the finish floor elevation of the buildings change, ECI should be notified and allowed to re-evaluate o& recommendations. Due to the poor condition of the site's near surface soils, we recommend that a minimum of two feet of compacted structural fill be placed below all footings. A minimum of one foot of compacted structural fill will be required beneath all slab -on -grade and pavernem areas. The majority of the site will require more than: two feet of structural fill to obtain the proposed subgrade elevation. Only in the southeast sections of the east and south buildings does it appear necessary to over excavate and replace with structural fill. This requirement should be verified by observation at the time of construction. Earth Consultants, Inc. GE07ECHNICAL ENGINEERING STUDY .:leek Business Park February b, I991 E-5144 Page 4 After the required structural fill has been placed, two feet of surcharge material should be applied to the southeast building areas. The surcharge will be required on areas where less than two feet of fill material will be heeded to bring the building pads to subgrade elevation. Groundwater seepage was encountered during our field study from 2.0 to 3.5 feet below the existing ground surface. Therefore, a sub7oor capillary break and perimeter footing drains should be installed, Additionally, the pavement area located centrally between the three buildings and the southeast section of the site should be provided with subsurface drainage to increase the long-term stability of the pavement subgrade soils. Specific details concerning the parking area subsurface drainage is presented in the subsequent Site Drainage Section of this report, This report has been prepared for specific application to this project only and in a manner consistent with that Ievel of care and stall ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of the Wells Development Corp. and their representatives. No other warranty, expressed or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor, Site Pryenaration and General Earthwork - The building and pavement areas should be stripped and cleared of all structures, foundations, slabs, existing utilities lines, surface vegetation, all organic matter, and any other deleterious material. Stripped materials should not be mixed with any materials to be used as structural fill. Where structural fill depths will be two feet or greater, it is our opinion that removal of existing asphalt from below slab -on -grade areas would not be necessary. It will be necessary, however, to remove the asphalt from below interior and perimeter footing locations. In these areas the asphalt removal should extend laterally a distance of two feet from the edge of the footing. Following the stripping and excavating operation, the ground surface where structural fill, foundations, or slabs are to be placed should be proofroIled. All proofrolling should be performed under the observation of a representative of ECL Uose or soft areas, if recompacted and still yielding, should be overexcavated and replaced with structural fill to a depth that will provide a stable base beneath the general structural fill. The optional use of a geotextile fabric placed directly on the overexcavated surface may help to bridge unstable areas. Structural fill is defined as any compacted fill placed under buildings, roadways, slabs, pavements, or any other load bearing areas. Structural fill under floor slabs and footings should be placed in horizontal lifts and compacted to a minimum 90 percent of its maximum dry density in accordance with ASTM Test Designation D-1557-78 (Modified Proctor). The fill materials should be placed within +? percent of their optimum moisture content. Fill under pavements and walks should also Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY -peel: Business Park February 6, 1991 E-5144 Page 5 be placed in. horizontal lifts and compacted to 90 percent of their maximum dry density, as determined by ASTM D-1557-78. Beneath pavements, the upper 12 inches should be compacted to a minimum of 95 percent per ibis same standard. Based on our laboratory test results, the moisture content of the on -site soils at the time of our exploration was well above optimum. Therefore, unless the moisture content can be reduced, it will be necessary to use imported granular soil as structural fill. Ideally, particularly during wet weather conditions, structural fill should consist of a free -draining granular material. This material should have a maximum size of three inches and no more than 5 percent fines passing the No. 200 sieve, based on the minus 3/4-inch fraction. Given the fine-grained nature of the native soils, it is strongly recommended that earth work operations be undertaken and completed during the dry summer months. i re-load.and_Surcha a Prograr�n As discussed, we recommend that pre -load and partial surcharge program be implemented prior to construction of the facilities. AS indicated earlier in this report, we recommend that two feet of surcharge material be placed above the southeastern building slab areas where less than two feet of fill will be necessary to bring the pads up to the subgrade elevation. In other areas, where the fill depth will range from three to five feet, additional surcharge would not be necessary. The program is designed to pre -consolidate the compressible soils, in a manner that will limit post construction movements to within a tolerable range. Based on our analyses, we estimate that the preload and surcharge fill material will induce approximately two to three inches of settlement across the building foundation area. Based on the results of our laboratory testing of the site soil samples, we estimate that this settlement should tape about four weeks to occur. The surcharge material, where placed, may be removed when the required settlement rate has been reached. A smaller settlement than estimated could indicate that the soil conditions are better than anticipated. Conversely, a larger settlement than that estimated could be interpreted as indicating the soil conditions are worse than anticipated, and additional measures, such as more surcharge or a longer surcharge period will be needed to obtain satisfactory results. As stated, it is important to note that surcharge fill is in addition to the fill required to bring the site to subgrade. The surcharge and fill should extend, at full height, a minimum of five feet from the building perimeters, and then slope outward at 1H:1V (Horizontal:Vertical), Earth Consultants. Inc. GEOTECHNICAL ENGINEERING STUDY . ..reek Business Park February 6, 1991 £-a144 Page G Surcharge fill does not have to meet any specific requirements except that the material should have a total density of one -hundred -twenty (120) pcf. However, if the surcharge material is to be used for structural fill in other areas after completion of the surcharge program, it should meet the requirements for structural fill. The definition for structural fill can be found in the site preparation and general earth work section of this report. Prior to placement of the fill and surcharge, we recommend installation of six settlement mariners within each building surcharge area to monitor the magnitude and rate of such settlement. A typical settlement monitor is illustrated on Plate 3. 'These markers should be protected from disturbance by construction equipment. The settlement markers should be surveyed, as soon as the markers are installed, by Earth Consultants, Inc, personnel or a licensed surveyor. Monitoring should be done during preload fill and surcharge placement at daily intervals, depending on the progress of the pilling operation. Readings should then be taken on a weekly basis after completion of the preload fill and surcharge placement until the settlement has stabilized. The initial reading should also show the natural ground elevation, and readings taken during preload, and surcharge placement should also show the changing ground elevation. Settlement readings should be evaluated by Earth Consultants, Inc, if a licensed surveyor performs the settlement monitoring. Foundations Following successful completion of the preload and surcharge program, it is our opinion that the proposed buildings can be supported on conventional, continuous, or individual spread footings. These footings should bear on at least two feet of compacted structural fill. The compacted fill material should extend at least one foot beyond the footing perimeters. For frost protection and support considerations, we recommend that foundation elements be bottomed at a rninirnum depth of eighteen (18) inches below final exterior grade. Interior foundations should be provided with a minimum of twelve (12) inches of Final cover. The foundation elements can be dimensioned for an allowable bearing capacity of 3,000 pounds per square foot. With foundation elements obtaining support as described, and with structural loading as expected, estimated total post construction settlement falls in the range of one-half inch for the slab areas, and three-quarters inch for the column areas. A one-third increase in the allowable soil -bearing pressure can be used when considering short-term transitory wind or seismic loads. Lateral loads can also be. resisted by friction between the foundation and the supporting compacted fill subgrade or by passive earth pressure acting on the buried portions of the foundations. For the latter, the foundations must be poured "neat' against the existing soil or backfilled with a compacted fill meeting the requirements of structural fill. Iarih Consultants, Inc. GEGTECHNICA1 ENGINEERING STUDY May Creels Business Park February 6, 1"1 E-5144 Page 7 Passive earth pressures may be assumed to be equal to 350 pcf equivalent fluid weight. To calculate base sliding resistance, a coefficient of friction equal to 036 may be used, lateral resistance has been calculated for compacted granular fills. Additionally, since movement is required to mobilize full lateral resistance, we have applied a factor of safety of 1.5 and 2.0 for the passive resistance and coefficient of base sliding, respectively. All footing excavations should be examined by a representative of ECI, prior to placing forms or rebar, to verify that soil conditions are as anticipated in this report. Slab,on rade Floors With site preparations completed as previously described, suitable support for slab -on -grade construction should be provided. The slab should be provided with a minimum of six (6) inches of free draining sand or gravel. In, areas where slab moisture is undesirable, a vapor barrier such as a 6-rnil plastic membrane may be placed beneath the slab. Two inches of damp sand should be placed over the membrane for protection during construction and to aid in curing of the concrete. Excavations and Slaves Based on the preliminary grading plans, the site would not require cuts except for a small area located in the parldng area of the southeast section of the site. We anticipate that this area will require approximately two feet of excavation and will have enough room to create a gentle slope to the property line. Soil conditions at the site fall into category "C" in accordance with current OSHA regulations. Therefore, temporary cuts greater than four feet in height must be sloped at a minimum inclination of 1.5:1 (Horizontal:Vertical). If slopes of this inclination, or flatter, cannot be constructed, temporary sharing may be necessary. This shoring will help protect against slope or excavation collapse, and will provide protection to workmen in the excavation. If temporary shoring is required, we will be available to provide shoring design criteria, if requested. Site Drainage The site must be graded such that surface water is directed off the site. Water must not be allowed to stand in any area where buildings, slabs, or pavements are to be constructed. During construction, loose surfaces must be sealed at night by compacting the surface to reduce the potential for roisture infiltration into the soils. Final site grades must allow for drainage away from the building foundations. We suggest that the ground be sloped at a gradient of three percent for a distance of Earth Consultants. Inc. GEOTECHNICAL ENGINEERING STUDY May Creel: Business Part: February 6, 1991 E.M44 Page S at least ten feet away from the buildings, except in areas that are to be paved. In paved areas, a minimum drainage gradient of one and one-half percent should be used. We recommend the appropriate locations of subsurface drains, if needed, be established during grading operations by SCI's representative, at which time the seepage areas, if present, be more clearly defined. It is likely that seepage will be encountered in utility trenches excavated approximately two feet below the existing ground surface. If seepage is encountered, we recommend your contractor slope the bottom of the excavations to one or more shallow sump pits. The collected water can then be pumped from these pits to a positive discharge point, such as a nearby storm drain. Depending on the magnitude of such seepage, it may also be necessary to interconnect the sump by a system of permanent connector trenches. We recommend you install footing drains around the building perimeter just below the invert of the footing, with a gradient sufficient to initiate flow. A, typical detail is provided on Plate 4. Under no circumstances should roof downspout drain lines be connected to the footing drain system. Ail roof douAmspouts must be separately tightlined to discharge. We recommend you install cleanouts at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. As previously mentioned, the parking area centrally located between the three proposed buildings and towards the southeast site corner should be provided with subsurface drainage, This drainage will increase the long-term stability of the pavement subgrade soils, The system should consist of an excavated trench at the base of which a four -inch perforated drain pipe wrapped in fabric is placed. The pipe should be slotted and have a smooth interior surface, and sloped at not less than one-half percent to a permanent discharge point. The fabric wrap should consist of Mirufi 140-N filter fabric or equivalent. The pipe should be bedded and backfilled in a clean, free draining aggregate meeting the grading requirements for a class 2 fine concrete aggregate per the Washington State Department of Transportation (WSDDT) specifications. The drain pipe invert Should be set at a minimum of four feet below the final pavement elevation. The drainage aggregate should extend a minimum of four incites below the pipe and laterally a minimum of twelve inches to either side of the pipe. Additionally, the drainage aggregate baclhl should continue to the pavement subgrade elevation. The proposed grading plan indicates that the storm sewer system includes three lines which span most of the area of concern. Consideration could be given to installing the subdrain system in the same trenches excavated for the storm sewer. Altematively, a single separate line can be constructed Earth Consultants. Inc, GEOTECHNICAL ENGINEERING STUDY May Creek Business Park February b, 1991 E-5 ] 49 Pnge 9 with collected water taken to a point of permanent discharge. With cuts required in the southeast section of the site, and considering the groundwater level, it would be prudent to install the subdrain in this area prior to excavation. ti 1ti Trench backfill beneath building, parking, and roadway areas may consist of native granular soils or imported materials provided they are near optimum moisture content as determined by our field technician. During wet weather, we recommend using an imported structural fall, as described earlier. Compaction requirements for bedding and backfill are described in detail on PIate 5, Typical Utility Trench F11L Pavement Areas The adequacy of site pavements is related to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, we recommend the top one foot of the existing site fills and any structural fill that will be added to the site should be compacted to 95 percent of the maximum dry density (per ASTM D-1557-78), as described in the Site Preparation section of this report- 'It is possible that some localized areas of soft, wet, or unstable subgrade may exist, Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. We recommend the following pavement section for lightly -loaded areas. Two inches of AC over three inches of Asphalt Treated Base (ATB) material. Heavier truck -traffic areas will require thicker sections depending upon site usage, pavement life, and site traffic. As a general rule, you may consider for truck -trafficked areas the following sections: . Three inches of AC over four and one-half inches of ATB. We will be pleased to assist you in developing appropriate pavement sections for heavy traffic zones, if needed. LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided to us by you, and our experience Earth Consultants, Inc. GEUTECHNICAL ENGINEERING STUDY May Creek Business Parr )February 5, 1991 &5144 Page 10 and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skfll ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the borings. Soil and groundwater conditions between borings may vary from those encountered. The nature and to the extent of variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify there in writing prior to proceeding with tote construction. A,dditittnal Servic We recommend that £CI be retained to perform a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction specifications. We also recommend that ECI be .retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications, or recommendations, and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. Earth Consultants, Inc. C .r sT 1 snuTN ranvr 1 D 4+ 4 HLAI At ,,hhTTryry , IT:, � �T X y�E ai I ST Y MTH ..... :'..� if ■TK ST 1 t K rr ' , SITE 5e ST t� •••. AfKCM IT S[ PARK _ 'T I �r At a ?L_ I 6 Kfh'+VY"Lf--- fEALH ' FT o 0 j YRr!t �r...ernlr.�I+iW+M**wCr+rNt+.�km+xran++++.MM.Tx�^ Drei_ No. 5144 1 Drwn. GLS i Date Jan. '91 Reference : King County / Map 27 By Thomos Brorrhers Maps Dated 199D Vicinity Map May Creek Business Park Renton, Washington Checked DB Date 1/24/91 plate 1 8 �1 u I 1 � r Y I f I CO F AZ f I r CD I + 1 I r ! co r� SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING `� SURtCHARGE .09 h PRF-LOAD FILL � •S* 'RN - y5j l r NOTES: • Base consists of 44 -- inch thick, 2 'foot by 2 foot plywood with center drilled 5is inch diameter hole. • Bedding material, if required, should consist of Traction Sand. • Marker rod is i`2 -- inch diameter steel rod threaded at both ends. • Mariner rod is attached to base by nut and washer on each side of base. • protective sleeve surrounding marker rod should consist of 2 _ inch diameter plastic tubing. Sleeve is not attached to rod or base. • Additional sections of steel rod can be connected with threaded couplings. • Additional sections of plastic sleeve can be connected with press - fit plastic couplings. • Steel marker rod should extend at least 6 inches above top of plastic sleeve. • Marker should extend at least 2 feet above lop of fill surface. TYPICAL SETTLEMENT MARKER DETAIL F�aitll COIISUIujitS Inc. KAY CREEK BUSINESS ?ARK ,..�.r.rar.a,....,..ra. ��f..r.r......, R�Nx0;1r 4tiA5NiNGT4N Prof. No. 5144 1 Drwn, GLS Date Feb' 9? Checked Art Dated 2-1-SI Plate 3 SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING SLOPE TO DRAIN B inch rein. r`-�''•�'� i .a '.1J _ .n�'Vv �•t:: ±.L a •O• 4 Inch min. ,, ...,, `:... , : * ° o e . • diameter .•:P. �'� ..�.. a ° , -•�, - rP• �Y•� P • O e'er �O�° •a• f• 2 inch min. / 4 inch max. 12 inch min. LEGEND 7. Surface seal; native soil or other low permeability material. Gravel backfill for walls-, WDOT Standard Speal ficafions, Section 9-03.12121 , or Fine Aggregate for Porttgnd Cement Concrete ; Section 9-03.1 f21. Drain pipe; perforated or slatted rigid PVC pipe laid with perforations or slots facing down-, light jointed, with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. impermeable visgeen barrier or other impermeable material approved by Geotechnical Engineer. 18 inch min. 2 Inch min. TYPICAL FOOTING SUBDRAIN DETAIL i;"Earth CQLISUITc3i'lt5 Inc. MAY CREEK BUSINESS PART: ;;r,' t,: f , ii r..>"+. s e�,+.• G„w....s�,..•.,, wK «w.. RENTON, WASKINGTON I Prof. No. 5144 1 Drwn. GLS I Dale Peb'91 I Checked AM I Dated 2-1-'91 1 Plate 4 Non -Load Supporting Floor Slab or Areas Roadway Areas •' �0AC •ij 0 p PI PE .Q. � A ' ° Bedding . • �'4� •per o •:4 fl •°ii �;oa; E?� TVaries 1 Foot Minimum Varies Varies LEGEND: Asphalt or Concrete Pavement or Concrete Floor Slab u • •gyp . Base Material or Base Rock Sackfill; Compacted On -Site Soil or Imparted Select Fill Material as Described in the Site Preparation of the General Earthwork Section of the Attached deport Text. 95 Minimum Percentage of Maximum Laboratory Dry Density as Determined by ASTM Test Method D 1557-78 (Modified Proctor), Unless Otherwise Specified in the Attached Deport Text. Bedding Material; Material Type Depends on Type of Pipe and 'a0..Qap' Laying Conditions. Bedding Should Conform to the Manufacturers Recommendations for the Type of Pipe Selected. TYPICAL UTILITY TRENCH FILL, *; E rth Cal sultants Inc. PLAY CREEK BUSINESS PARK �1;i.i r+�+w.�r+try+Rir...�r+ain�,arn.,....�r..,..■.+n. RENTON, WASHINGWN Praj. No- 5144 Drwn. GLS 0ate Feb' 91 Checked A-Lt Date 2-1- 91 Plate 5 APPENDIX A &5144 . ELD EXP�� ,4TION Our field exploration was performed on January 15 through January 17, 1991. Subsurface conditions at the site were explored by drilling 12 borings to a maximum depth of 24.0 feet below the existing grade. The borings were drilled by Subterranean Drilling, Inc., using a truck mounted mobile B-61 drilling. Continuous -flight, hollow -stem augers were used to advance and support the boreholes during sampling. Approximate boring locations were determined by taping from existing buildings on the site. Approximate boring elevations were determined by a topographic map provided by Wells Development, Inc. 7be locations and elevations of the borings should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring Location Plan, Plate 2. The field exploration was continuously monitored by a geologist from our firm who classified the soils encountered and maintained a log of each boring obtained representative samples, measured groundwater levels, and observed pertinent site features_ Ail samples were visually classifiers in accordance with the Unified Soil Classification System which is presented on Plate A3, Legend.. Logs of the borings represented in the Appendix on Plates A4 through A13. The final logs represent our interpretations of the field logs and the results of the laboratory examination and tests of field samples_ The stratification lines on the logs represent the approximate boundaries between soil types. in actuality, the transitions may be more gradual. In each boring, Standard Penetration Tests (SPT) were performed at selected intervals in general accordance with ASTM Test Designation D-1586. The split spoon samples were driven with a one - hundred -forty (140) pound hammer freely falling thirty (30) inches. The number of blows required to drive the last twelve (12) inches of penetration are called the "Iti'-value". "This value helps to characterize the site soils and is used in our engineering analyses. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Earth Consultants_ Inc. GRAPH LETTER MAJOR DIVISIONS SYMBOL SYMBOL TYPICAL DESCRIPTION •P • •`•. Gw Wei GraaeC Graver►. Grave • Sahy Gravel . F:':: ',':b �W Mir�ures. 4r1Pe Of Nd F,nei And Clean Gravers R ♦ • � Poor+y'GNtlad Grarali. G+arel• Gravelly Mille eT na tines I Coarse Sods ; • ' �; �� Sand Malufes, Lillie Or No Fnas IS ernetl e GM Silly Gravels. Carerll- Sand • Sods more Than SDI. Coarse G+avers wllh a e GM Soil Iri-atares Fracl:on Riblomee On Frneslaporaclaaw amoodil of tinsI GC Clayey Grerettt. Gravel• Sand No a Saewe 9C Clay Ltmurea ••r' �• •� • a �s SW well -Graded Sandi. Gra.�Ily .Sena And Crean Sand • . v a •+ • �•r• Sty Sands. Lillie Or Nn C+nIS ►sore Then sandy I rattle o• no lines] P I'oorlY-Grsaed Sands. Gravelly so-, Malefial Sods S 3 Sands, OtL! Or No fine$ Laeper Yhan µpee Tnan ��rit�.-�.=•` SM fio Zoo $,eve SDL Goa+se Sands Wan '.• ice-t.•i il? i �:;:�:ti•:;I:I:;?:q r SIT! Sill Sands, Sand- Sill Malufls y $,re Fracl,on Faye ISOviecrable s 3C Clayey SartCS, servo -Clay Mr7[1Ufes Snyena No t amovnl of times) ML Inorganre Slits 8 very Fine Sands, Roca Fldr.r.5rrly- M1 Clayey Fine Senos:Clavey Silts fwl strpfil Plosticlly fine Sails LrQv+d Lrmrl C'L Inorganic Clays Of Low id Mlolum Ptist Grty. Grained And Less Than 50 GI Graveey, Clays, Sandy malls. Silly Clays, Lear. 30115 Clays Organq: SAS And organic I I J j i I E l I pl &try Clays Of Lour Pfxrmlly MH Inorganic Silts, Micaeedus Or Diatomaceous Fine MDre Tnan fir Sand D• &Ity Sods S0+ µeter.al Smaller Tnan SAS LlaurC I L AndCH InarQarvc Clays Cr H+qn Ho. 200 Saeva CfayP Grealsr Trmlnan SC Ch plasticity, fat Clays Size ' CIH Organ+C Clays Dt Medwfe To K0 on Plaslfcay. Organic Salta W P7 Feat, nvrtlus. Swamp Soila Highly Organic SM16 _ -- "�F�.' " Rt W,th High Org=niC Cdnlan[S _ Humus And Duff 40yer Fill HV.Ny Varlaela Cornstrurenls The Discussion in The TOW 01 Thts Reodrt Is NCce}safy For A Planer Llnderitanowlg Of The Nature Of The µatcrlsl presented If, The AUSC-Fed Lopa Notes : Dual symbols lire used to indicate bnrdefline soil classifst:eiion. UppeT case letler symbols designate sample classifications based upon lab— oratory testing; lower came letter symbols designate classitications not verMad by labormsory testing. T 2-O.D. SPLIT SPOON SAMPLER 2.4" I.D. FIING SAMPLER OR 11 SHELBY 'FUSE SAMPLER P SAMPLER PUSHED + SAMPLE NOT RECOVERED SZ WATER LEVEL MATE) iWATER OBSERVATION WELL Earth Consultants Inc. V ��' [��•„r.,�.re l�pirrT l• LA*�i►•r+Y•llnwr•ra�YL.1 S, •',durY ►' Noy C TORVANE READING. Tsf qu PFNETROMETf I READING. tsl W MOISTURE, percem of dry weight pcf DRY DENSITY, pounds per cubic h. LL LIQUID LIMIT -percent Pl PLASTIC INDEX Proj. No. 5144 f Date `eb' 91 Plate Al BORING NO. Logged By Date 1-15-91 EJev, Graph CCSS Soil Description (ft) Sample �N1 Blows (th `11 Ft ., 5P Gran brown fzzix: to nediura SAND with gravel, trace silt, dense, wet 23 13 1 10 29 ' ay SILT, nediuln stiff, saturated IIll�f 10 1g {;t'3 sm Gray silty medium SVM, dense, Saturated 10 }; 50 i oh Qrganic SILT, log r SM Grav silty mediun SAND, loose, t saturated kith organics, dense � 6 20 Boring, terminated at 24 feet below existing grade. Groundwaer encountered at 2 feet during driiiing. Boring hackflied with cuttings, bentdnite and concrete. 1 Suhalrnots 00r1640'u WomCw nlmf m Mr aassrnlram al Ins un,s ♦'W Ipes"U" W In'f WNWOMIefy has. rrod*wo of srg~Wn, Wm. Ln"M NC M09" sal. inry am hm nresfs-rnq "Oft"Mal" is Iwnsr ercrl s1+Q we:+o+.i. V•�s 94.% w Muer" rs aoonFodnr IQ, vN vs W Wd1F4gMbn by pf»n V Inlaf ftwmn a7sas/ssa on 1"a in BORING LOG E -1 Consultal-Iks InCCREnx BUSINEss nr,I;K PrNT N, WASHINGTON Proj. No. 5144 1 Drwn. (-.Ls I Date Frb'91 Checked DIJ pale 3 1-9 i Plate A2 BORING NO. Lagged By DP Date ] -15-91 Bev. 27' = Graph CS Soi! Description Depth Sample « Blows W f96) F t. 2" asphalt concrete sp Light Drown, fine to coarse SAND, trace 15 silt and gxavel, medium dense, saturated 5 -very dense with gravel � QD -grades to gray, dense 10 21 ML Gray sandy SILT, medium stiff, ' ! l saturated 9 i I �f 5 1 15 � 54 Sp Gray nedium to coarse SAID with '�'•:=' gravel, trace silt, very dense 20 �: •�� sp (vary dense) 63 Boring terminated at 74 feet below existing grade. Groundwater encountared at 3 feet during drilling. Boning backf,-fled with cuttings, bentarlite and concrete. 6u*"ruCa Wr+l} OU dj0,=&V raanraem our 'avfarrabons la an 1m and X&EMM at Yws asn+owwy r+as, n"dA-W by ongn *Vr* Wou. anatyrn. •eK ryogefnrn;. linty cry net naCR+r trek'?VV&"?AW" b<gr+at dnMr ant beta WPW$. Vf C,rneg.CCapa tary�ttM� 09ft Dr UM wa 0 WwPMra4Cn by Vlnars Rt Rr mmaoon pre an MM lot �.. X"V BORING LOG Earth COIISUIMMS 117C. !Q%Y CREEK BUSINESS VARY, 41et/ +.; +- CaCN[TndliLWnSens,ca4oRN�ilrr•wvnrxatlr..ww. liY%:�'Qi1r t':i+SNINGT"3r Proj. No. 514S prwn" GLS Date Feb'91 I Checked Di3 Date 2-1-91 1 Plate A3 BORING NO. Logged By D9 Dme F1ev. 2 F Graph us a Soil De=iption Depth Sample (N) Blows Ft [9rO) sp Gray -brown medium to coarse SAND with G:LVrI d:7Q ;rA:t sat-,;za;ed •ti �liit� >hI Gray sandy SILT, trace gravr_1, medium, saturated g �5 IMl�-lenses of peat Z 7 43 I 1 �f �lii Ii nl Gray sandy SILT, medium .tiff, 5 j saturated 10 ` � Z� Gray ncdiul to Coarse SAND wit,) sp gravel, H S rP st, Gray silty nedium SAND, nediun dense, a.'�?`# saturated12 , :j j:. `s l5 :F ,p Gray nediun SAND with gravel, nediu;n � Z3 dense, saturated 20 : s-�Sf�Sf st, Gray silty nPaiun SAND, trace gravel, 6 loose, saturated i{ 17 m1 Gray sandy SMT, mediur.. stiff, satlrated � y Gran sa_e3 ;Med•UM SANDt dense, rat'go BorinS terminated at: 24 feet below existing grade. Groundwater encountered at 2 feet during drilling. Boring backfilled with cuttings, hentonite and concrete. I SuDauMn a kndfi* . oaapea narrl.,u our awamaswns .' rrx om. ane Incm� el ton .:aromary rwt. meam.e W 9.jpe ,u o nN. •rN�su, anc rlapt"m T" lh Fw. lncosun-y,lN.Sr !M fJ ev/ r is a MO barcs MN U. *s PA,Hloonsioll" kW I" 4.1 ar i,aa,m'.wl q 01h m V 1fI IWMXL*ft PfyM. 4n RTij J*G Earth Consultants Inc. LI',f BORING LOG :tAy CREEK AEJSINESS PARK F�l�,. !rJ ,.,.,.�,��+R+.-cn tn�Na►lnvmn.vuaF�er,wew RENTON, WASE NG_^N 'r► Prof. No. $149 T IDrwn. GL5 Date reh' 91. Checked Z)B Date 2-1-91 Plate A4 BORING NO.. � Logged By DF gate 1-1-4] Kiev. 2�'' US {Nl GraphI CST Soil Desmiption Sample 81owsI (ft) {9b) or SM Brown fine to medi►n silty SAND with � 117 23 gravel, mediun dense, saturated 3 -grades to dense 20 -grades to gray with gravel 25 10 nl Gray sandy SILT, trace gravel, 5 20 medium dense, -saturated sm Gray silty nedium SAND, trace gravel. 10 medium dense, saturated 15 I -graaes to gray brawn with gravel, very dense 41 Bori.nq texninated at 19 feet below existing grade. Groundwater encountered at 3 feet during drilling. Boring backfillec with cuttincs and bentonite. SL*9UMa47 oeneaoro O 09*0 nonsenr oar aes.mlgn3 rl Me time ■nd ftW OM of snu "0WatWyJWt. RWdA..a 4r 6e9~1rip WSU..n.han. And p00em.m. 7nq Wr na. e.ctmfoy n VewrMOm a a+nr JmWs .no kWAT- na. the e+nno ACCW rssnOtvmilny bW tfn mr of tmom flon yr C~% 01 mWmiman presenlw on eta lop BORING LOG Earth consultc-ults Inc. rrTor:, wr�srtit.c�7oN `+ i J �Mw e.o�Ysr�rni rrmrr.,a r... nl ce. a Proj, No. 5144 prwn, CLS pate Feb' 91 I Chocked Dp I Date 2-1-91 1 Plate A5 1 BORING NO.B„5- Logged BY np Date 1. 5_4 Eav,, 10 f Graph CS Cs Soil Description h)Dept itt Sample p Blows FL(961 t ,cc;;q•. gn naalc cnacrcll Sawn silt} coarse ,,..,u withgravel, wet to III i ML .,re::, candy SILT, 00ft, kmturated, C 27 trace gravel I� oh Brown ar ---� reanie SILT, soft, saturated 1 2 95 LL=51 P�=5 1 1 ` � ral Gray SILT, nediun, dense, saturated PIS 1 10 sp Gray nediur to coarse SAND with gravel, trace silt, very dense, saturated 15 sn IGray silty medium SAND with gravel, dense, saturated 27 Boring terminated at 18 feat below exist-ing grade. Groundwater encountered at 1.5 feet during drilling. Boring backfilled with cuttings and bentonite. SUbSufticn OonE4,ens 0can64 reo a CPSGn I onr at ha b" ano recalran al tlta rao,W j" t'44. n*wA o Wgne 1.ww" mmn. a,,l4, &AC "Orr fd T Hry a,r W. nreds"Foy rwam Mm" or mMr r,ut •n6 lewiui % MR CA" sccm reaaw alm"y tw tar uee 7 ~Pension vo rnen or ,ridwmw,en Prterl![W All lrra r4C- �-- n BORING LOG Llei�..Earth ConsulTants Inc. MAY CREEK BUSINZSS1� RENTON, WhSHINGTON Gto,rryscalfnR,nrx,>,.4r+aececw_,Lln,,,rrra.r,w �evrxiu, Pro]. No, 5144 Drwn, GL5 j pate rFb' g i I Checked z R Date 2-1-91 Plate nf; BORING NO. Logged By DP Date 1-15-20 Bew. �0.5*t Graph us CS Soil Description Depth Sample IN! Blows 2' asphalt concrete sp Rua brown medium to coarse SAND wit?. gravel, saturated 2 36 ni Gray SILT, t-'a-1 sand, ioft, saturated Sri Graces Tn bTL4-on rii It.- SAND, 4:narn-., 1aEUT'aFU(1 IIi52 M1 Grades to gray with sand, medium III IiJ�� lei 2 -a !!� r 0 with nrganics :}�:`" - - Sri Gray silty mediun SAND, trace organics, li medium dense, .9aturated MI Gray SILT, nGdivra, saturated -9--arles to 15 I-0 I sm Gray silty -mediun to cuaxse SAND, trace gravel, dense, saturated 16 Boring terminated at 19 feet below existing grade. Groundwat,-r encountered at 3 feet during drilling. Boring back -filled with cuttings, bentonite and concrete. sabs'M.C. 0"60" 44PO" Mjwua�/a M �Mhs &I "W 1M M" ftcauoh dw m& artAlarylOry iwre MnaGM*4 by Oftqo," WPM, SAC jaq.w m 'Fr." *,* ev, artaSj"'Ny "r MYA— of atM. 6"s soo horpidom. Yv aaM qr, b=Dcq rt&porw.&oRy for Iftegso w V rwvlawn by 01M1aF7 or mlormaiw pr—nwo an low ,K BORING LOG r4,1:.r� t!ji Earth Consultants Inc. CREEA PIAPK 16 _4W I P RFUTON, WASH 1 i LT01 Prol. No. 5144 137m GILS Dale F*-h. 91 Chocked D11—jDte 2 1-t�l j Plate 7 BORING NO. Logged By DP Date 1-1h-91-9i Hev.. 31'= Graph {CS Soil Description �t Sample {(� isk"s F2. %} 2" asphalt concrete 'i�fjJ Fy Y}�•� 1: ;t�: sn Cs1yv silty medium SAND with gravel , ..�:};'ti' !:Cf:d{j loose saturated + T 5 '1111 ((II��sl}} n1 Gray brown sandy SILT, trace: organics, , soft, saturated 4 39 LL-44 ; (;.s #.s. sm Gray SILT, loose, saturated 40 PL-29 P1=15 11 i illl ml Gray --brown SA—Lil, trace sand and, 10 Iorganics, soft, saturated � 4 50 � 14 sn' Grav silty nedium SAND, trace gravel, medium dense, saturated f�{z# '14" -grades t❑ dense I 15 •F::F;i;.�;:}t A .�,.: .: �:. Sn Gray silty SAND with gravel, very dense, T saturated 36 5YO1 UCN mMR+ dt*e neL ffl a ift—A-W"d M VW Innt .nq I d� . W L M p94WWKY Wt. n.VpR..d py O.P., e'x 0 WM. Ana P4. VLC ,udWw*m Thrr bra hP n.CD5"F"+rom..r X*" d IXn I~ .rb LVCiJw . VW "Hoot .VAM n.VaLLsa��ey for LIM Lne or wL. Waftt*n W 9rs of LLIHnuL pRa tM V en "t !oo !., BORING L0G Earth Consultants Inc. ';AY � 1Oh', BUSIWASNESS PARK L r , �, r , L c.rw�trnc,.4 wwrrsre- t:t..an� 1. ,n.Lneniw w L.u.a. , Proj. No. 5144 Orwn. GLS Date reb' 91 Checked DP Date 2-1--91 plate AB BORING NO. $�$. Logged By DR iM 1-16--91 Bev. W µ Graph CS Soil Description Depth Sample (NI Blovvs M Ft {#,i Gray brown silty coarse SAND, loose, x�fi_1:: sm vet: 4 32 E! E m1 Gray sandy SILT, soft, saturated 1 S 27 19 Gray medium SAND, dense, saturated 10 ;... ml Gray brown SILT, trace sand, medium 1 g stiff, saturated 13 15 (grades tc stir) F 1 Boxing terminated at 19 feet below existing grade. Groundwater encountered at 3 feet during drilling. Boring backfilled with cuttings and benronit:e. 16 $W murlam ooeiaona seamed MWW" n pas naw�Mm w tna t.ne &no wxma to tna aaujonaory wt. mm-two by ofq�tvv 1vM. ananna, and 1, AC ."Mfg. they ►rn am swWomary swoo eMMF" M. a for Iff"41 am t cmMu. 1•n fannm acwct ns4at"any out ma v sr x"W;1 xtam vj 01ne9 at tmamud6n pnMMW to Tapp BORING LOG + t�) Earth Consultants Inc. MPY CREEK BUSINess PARK r. . +M+,�..wr c .a�.,Ann�,.v,.,.,��. RENTON, WASHINGTON 71'r1j. No. 5144 1 Dtwra. CLS Date Feta' 31 1 Chocked DE slate 2-1-91 Plate !19 BORING NO.,� Logged By DR Date ''16_g1 Blew. 28'- Graph GCS Soil Descripdon DepthSample 1+Y� Blows V Bt. f 2" asphalt concrete sp Red -brown coarse SAND with gravel, n, *n .F' un riFnsF wet i3J.i ;:rk wn Brown 5LIty rediutn to coarse SAND, :fJ.'P!S=t, loose, saturated w3 -gyddes to gray brown, trace tyf= 6 B=own SILT, trace organics, mediw I ji 1�nl stiff, saturated sm Brown silty mediun SAND, loose, saturatct 10 25 nl Gray no�diun SILT, trace sand, medium stiff, saturated 7 28 ' I5 sM Gray silty nefi+um SAND, dense, saturated �7 Gray ned,iun coarse SAND, very dense, 20 saturated 63 Boring terminated at 21.5 feet below existing grade. Groundwater encountered at 2.5 feet during drilling. floring backfilled with cuttings and bentonite. sua7+ MIC4 o6Ad;txm dectato rMn rfi au, SCsM_ 'ons at um ►nm and,a"ion en"*Awo "re "oc, wom m M anpinaannc rests, aooAi7. ar.0 WdAeman;_ iher are ow. MCrifar*y fw-r "W" 01 d:lja, tP % sne wanvu. 4ae unim l acan& magma,"r ror tM vm or N1jarlwomian by amen d nioemmon Orese•mva on m by r - + .••�� Earth Consultants inc. BORING LOG PU'%Y CRL rS FY, L3(yS�h.,.,S Pr3tK \lj �}Jj _cr, PENTO,N, k:ASHINGTO"' w Proj. No_ 5144 Drwn. cL5 Rate Feh' 91, Checked Dn Date 2-1-91 1 Plate A10 BORING NO. Logged By OP bate 11-16 SI Bev. :7't Cvaph uGS Soil Description Depth SampleSlaws RNi (%} R. "' asyna � t rererete 5p grown Wn with silt ant, r-rnvel, loos*, wet Gray -brown sandy SILT, soft, saturated ,,ll i tlll�0 T 1 4 l �I jS ! :I,. Gray--;=wn Silty medium SAND, i_onse, 5 sacilra4c:a Brown SILT, soft, sawuratlid 22 5m .1c•:;.-�;•. rnl Brown silty 7iF.G1U11 iAiiD, 1GUSe, saturates: ll sr Brows, nadiun SAND with silt, medium dense, saturated 10 Brown organic SILT, sort, saturates, trace woos Gray -brown silty meaiun SAND, trace 7 �� ah St€sm gravel, loose, saturated � Brown organic SILT, ,oft, saturated l5 -- 6 91 oa S� ��JlC•� SJa � Gray silt' medium FUND raedi-am dense saturated ob at� Brown organic 5I:0, dense Grayy Sx:.T, modium stiff, saturates i ? 11111111111 1,1 1 20 -[[ #i:MN 11" 44,11E;Z' sa Grav silty SAND, dense, saturated 23 Boring terninated at 24 Yeut a4ilow existing Grade. Groundwater encountered at 3.5 aeet during drilling,. Boring hackfilled with cuttx::ca, bentonite and concrete. SW, ntp. 4*r4 019 Qfo.elta %e M a aDtt� Wa 5 It VW kart and rW&t W Inu *AWOM a r Mk. em0d.6 by rnq. elhq WFL&. *""Q. a C woome , m,. rt7tv,.em, "W camf tip' S 4rW WGttpna. Y+a unnal &m gr 4ttaamlWr4y tar 1M my of 4malmmi-an V! 91MtY W N10,eyt7tta ima* mop an ma wo, y_ F-arth Consultants Inc. BOPJNG LOG MAY CREEK Z:USINUSS �i' " '-. �,t...rn.r��ri i �w.,r•c•,L. i..�retia. � >�,.,rra..w.0 H..w.. RENTON, W7,SHINGTON + f Proj. No, 5144 Din. '.-S pate Frih'vl Checkad DE ! Date 2-1-91 1 Plate J.l"= BORING NO.. Logged By OF Pate-]fi-9]__ FJev. 271 (N) Graph S61 Descdotion Delp) Sample Blows M Ft 21, asphalt cor-crete I r,n Grav-brova Silty fine to 17r4iun SAND with lenses Of silt, loose, saturated -grades to brown n1 Brown SILT, trace peat, soft, I saturated sp Brown nediun SAND, ZooBe, saturated rnl Gray SILT, medium stiff, saturated Sn Gray silty nedi=i SAND, louse, saturated rll Gray S11,T, soft, saturated and brown sn Gray silty mediun SAND, very dense, 20 saturated -T Boring terrainaz,ed at 21.5 feet below existing grade. Groundwater encountered at 3 teet during drilling. Boring bac}_filled with cuttings and bentonite. 25 a 6 23 5 26 9 14 40 6UWV 89V &1MdWft$ ptdlged MOM"% WO ODaa MJQ, i a me um, a„d brw-*n W fn a.1100MOry Mce. modd*d by .ry,na MV *=. aaairM. arlf: MQP" mn inay are nv nrtat "idly ftMp"MMr 91 Mhef Urn.Y ■np Idea OU. Y t canna. aetePL,aaaahlroa.v IM Me a!f Or Iaialbratat*h by Olhen W �nlanRaf4n D,atayaad an kn's by .A ,. BORING LOG Earth Consultants Inc. N-i tY CREEK BLSTNESS PARK 1 / ' %�i' 1nfKmrNinD+.r+s 4rvrftnl•sen..r rmnN!�vnv. rRENTON, WASHINGTON Proj,NOL Drwn. GLS Date Peb'v1 Checked DA Date 2-1-91 plat$ Alt BORING NO. Logged By Dp Date 1-1i_L, Elev. Graph UCSS Soil Description Depth Sample it Vl Bows M Ft. t;r�xr.: t_f•:i 2" asphalt cnn�ritte �! Brown -gray silty medium SAND with ' ,ravel, saturated ��llfl l Gz�y sa�iv SILT u, I ? 24ml saturated I11 , � sm Brown SILT, loose, saturated II�Il�I I ml Brown SILT, ,oft, saturated 3� LL=38 ' k'L-29 so Brown raediun SAND, dense, saturated r`I Gray and brown sandy SILT, so 4, I 3 ijl�flil� saturated _L Gray :,i: t, ner;iun SAND, radium dense, sLtur.atea n1 Gray sandy SILT, stiff, saturated Boring terminated at 19 feet below existing grade. Groundwater encountered at 2.5 feet during drilling. .10ring back -filled -ith cuttings, bentonite and wonczet.e. ..`1Y!`t :: i'. -•7'f C!?..^.1+: �1r7•Ka� elrr ovf�•v�l,onf tl Irn 1.•nf Intl WCPIOn 0! RhS �aOfpt>t[0�' I+OICTOSr1AE W 'AMnI,� kohl, Afthto,2. imp k'�" ' •�- a•! a �ec•l/.a... ,oYe+�m.Y•., W nnrr 4 i �nO I�I,M! We e�nN1, u.CCL� eeip"u my 1M jr,* wtl m Iftv"I►roM1 W olfR of ' Ein-111 Consulta1ITS IEIC. BORING LOG 'i .. :1-AY Cf{:'EK FUSIXESS z:_RK v ,p ..•1.;•••-� {••-w2•«•.IJ..a,nln"11Stl1yXn4SA RMNTON, W;hSi!!NGTOX Prof. No. Drwn. _. Date !'et?' 1 Checked D; Date Plate A13 APPENDIX B E-5144 LABORATORY T_E53`INO ersera 1 We conducted laboratory tests on several representative soil samples to verify or modify the field soil classification of the units encountered and to evaluate the material's general physical properties and engineering characteristics. Visual classifications were supplemented by index tests, such as sieve analyses and Atterberg Limits, on representative samples. Moisture determinations and consolidation tests were performed on representative samples. A brief description, of each of the tests performed for this study is provided below. The results of laboratory tests performed on specific samples are provided either at the appropriate sample depth on the individual boring log or on a separate data sheet contained in this Appendix. .However, it is important to note that these test results may not accurately represent the overall in -situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results and their use in guiding our engineering judgement. Earth Consultants, Inc. (ECI) cannot be responsible for the interpretation of these data by others. In accordance with our Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of thirty (30) days following completion of this report unless we are otherwise directed in writing, Soil Classification As mentioned earlier, all soil samples are visually examined in the field by our representative at the time they are obtained. They are subsequently packaged and returned to our Bellevue office, where they are independently reexamined by one of our engineers and the original description is verified or modified, as necessary. With the help of information obtained from classification tests, the samples are described in general accordance with the Unified Soil Classification System, ASTM Test Method D-2487-83. The resulting descriptions are provided at the appropriate sample location on the individual boring log and are qualitative only. The attached Legend Plate A3, provides pictorial symbols that match the written descriptions. Moisture Den itv Moisture content and tests were performed on several samples obtained from the borings. The purpose of these tests is to approximately ascertain the existing in -place moisture content of the soil sample tested. The moisture content is determined in general accordancewith ASTM Test Method. Earth Consultants, Inc. The information obtained assists vs by providing qualitative information regarding soil strength and compressibility. The results of these tests are presented at the appropriate sample depth on the boring logs. Particle Size Analysis Detailed grain size analyses were conducted on several of the shallow soil samples to determine the size distribution of the sampled soil. The test is performed in general accordance with ASTM Test Method D-422-63. The information gained from this combined analysis allows us to provide a detailed description and classification of the zit -place materials. The results are presented on Plates B1 through B2, and classification symbols are provided as part of the appropriate individual sample descriptions on the boring logs. Several consolidation tests were conducted on two relatively undisturbed representative samples taken with the Shelby Tube sampler to evaluate the consolidation characteristics of the site soil. In addition, the time readings were taken at several points of loading to evaluate the time rate of settlement. The results of this test are shown on Plates B4 and B5, Consolidation Test Data. Earth Consultants, Inc. -V BO m m 70 TF 60 2 m Go 4c 3C 20 IO 0 IEVE ANAL es NUM IWDROMETER ANALYSIS •„• _ GIIAIN SIZ M Iwo Mill o� willit VIl M1lm JIF-M Illl Iri1L1. 1mu IGI}J COBBLES COARSE I FINE COAt1SE I MEDIUM I FINE FINES GRAVEL SANG I — KEY Burlll9 Of Tes1 Pit No. DEPTH Ft. USGS �fSGRihTiOi�f Mois" I'Y�i C LL p V -1 5 SP Gray lx>Oriy graded SAND wiL11 gravel 13 b---- B-2 10 ML Gray sandy SILT 31 ©' '•-" B-4 2.5 Sm Cray silty SAND 23 0 to 20 In 30 In 60 0 v 50 70 y m 60 1b 70 0 z 80 �{ 90 100 Pi j SIEVE ANALYSIS f SIZE OF OVENFN([ IN 1{VCIIES Ntjmuen Qf MESJI r'EB INC14. t).S. STAN q on 0 1 IYt :p rlr rn m7C z •n cc z rn ]u ,n m •I o Ln 0 � 30 20 10 6 HYDROMETER ANALYSIS f - GRAIN SIZE IN W 00 ap a n N O 9 O O p Q p 00 Q O nil III G IMI as COBBLES I 11Ik115 GRAVEL rINE COARSE I WWI M Fl2 FINES 1 KEY no ir+g or DEPTI I U5C5 DESCRIPTION itAoisture LL iC%tPit No. it. Canleni 1%i Of B-5 2.5 i`tt, Gray sandy SILT 37 L-""-'—' 0-12 5 Brown SILT 313 10 zo m 3❑ m 40 0 O So D m x GO In 70 rn_ 0 no { 90 100 rI. .t 2 14 16 2 s ■P lid A II 0.2 0.4 0.8 1_6 3.2 6.4 12.8 25.6 PRESSURE . kips Death I Liquid P12SIlC , PiastiCily! Most Dry USCS I Soil DeSCr rotto� Lwnl( Lirriii index COn12ni, lU°n DensJpcity -[ h Wax}: crav SILT 44 29 15 41.0 30.D 50.43 CONSOLIDATION TEST DATA Earth m MY CREEK BUSINESS PARK r ConsultantS Into REtsraN, wRsHINcxoN 11 Prof. No. 5144 Rate Feb' 91 Pfate B4 1 4 u 6 Q 0 (41 Uj a 10 2 12 14 U� 2 1 I ..... .... . . .... . ..... . . it � ail II I' I I Boring Depth Depth Key No i!t l USCS Q 1 B-12 j 5-7� j ML kits 0,8 1.6 3.2 6.4 12.6 25.6 PRESSURE, Liquir3 Plaszie . Plasilciiy Moisrure Dry Soil Cescriprron Lima 'I Limit Index Conten,,. Wro bensay a, (Pc') •^ Before All Brown SILT 38 � 29 9 41.0 21_2 83.2: Earth Consultants 111c. CEOTE[HNtCAL ENGINEERING 6 GEOLOGY r � CONSOLIDATION TEST DATA MAY CREEK BUSINESS PARK RENTON, WASHINGTON Prof, No. 5144 pate Feb`91 I Plate as Appendix C Water Quality Calculations 53 M:ISDG12GDe18115 - Hawks Lending - Hawks LandingWramldr,d00 54 Appendix D Maintenance and Operations Plan 55 MASDG240 llb-Hawks Lan*ng-HowksLandi"WainWr.doc 56 Appendix E Legal Description 57 MASOMMM8115- Hawks tending - Hawks tandingWrainurr.doc 58 Form WA-5 (6/76) Commitment LEGAL DESCRIPTION: PARCEL A: File No.: NC5-372730-WA1 Page No. 2 THAT PORTION OF GOVERNMENT LOT 1, SECTION 32, TOWNSHIP 24 NORTH, RANGE 5 EAST, W.M., IN ICING COUNTY, WASHINGTON, AND OF VACATED NORTHEAST 44TH STREET (SOUTHEAST BOTH STREET), IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID GOVERNMENT LOT 1; THENCE NORTH 880 4736" WEST, ALONG THE NORTH LINE THEREOF, 797.2 FEET, MORE OR LESS, TO HIGHWAY ENGINEERS STATION 4+65.6 AS DESCRIBED UNDER RECORDING NOS, 4210056 AND 7811221071; THENCE SOUTH 010 12' 24" WEST 30.00 FEET TO THE BEGINNING OF A CURVE ON THE SOUTHERLY MARGIN OF SAID VACATED S.E.80TH STREET, THE CENTER OF WHICH BEARS SOUTH 01° 12' 24" WEST 256.50 FEET; THENCE WESTERLY AND SOUTHWESTERLY, ALONG THE ARC OF SAID CURVE, A DISTANCE OF 204 FEET, MORE OR LESS, TO THE X-LINE RIGHT-OF-WAY LINE AS DESCRIBED UNDER RECORDING NO. 7811221071 AND THE TRUE POINT OF BEGINNING; THENCE NORTHEASTERLY, ALONG THE ARC OF SAID CURVE TO THE RIGHT, THE CENTER OF WHICH BEARS SOUTH 590 02' 16" EAST 1,115.92 FEET, TO THE NORTH LINE OF SAID GOVERNMENT LOT 1; THENCE SOUTH 880 47' 36" EAST ALONG SAID NORTH LINE TO THE WESTERLY LINE OF SECONDARY STATE HIGHWAY NO. 2-A AS CONVEYED UNDER RECORDING NO. 4664242; THENCE SOUTHERLY ALONG SAID WESTERLY LINE TO THE SOUTHWESTERLY LINE OF A TRACT OF LAND CONVEYED TO PAN -ADOBE INC., BY DEED RECORDED UNDER RECORDING NO. 4856255; THENCE NORTH 620 59' 05" WEST ALONG SAID SOUTHWESTERLY LINE TO THE SOUTHEASTERLY LINE OF LAKE WASHINGTON BOULEVARD DESCRIBED UNDER RECORDING NO. 4210056; THENCE NORTHEASTERLY ALONG SAID SOUTHEASTERLY LINE AND THE SOUTHEASTERLY LINE OF A TRACT OF LAND CONVEYED TO THE STATE OF WASHINGTON BY DEED RECORDED UNDER RECORDING NO. 4210056 TO THE TRUE POINT OF BEGINNING; SITUATE IN THE CITY OF RENTON, COUNTY OF ICING, STATE OF WASHINGTON PARCEL B: THAT PORTION OF GOVERNMENT LOT 5, SECTION 29, TOWNSHIP 24 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON, AND OF VACATED 44TH STREET NORTHEAST (SOUTHEAST 80TH STREET), IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID GOVERNMENT LOT 5; THENCE NORTH 010 12' 24" EAST 30.00 FEET; its' THENCE NORTH 88° 47' 36" WEST 563.68 FEET TO THE EASTERLY LINE OF A TRACT AS DESCRIBED UNDER V' RECORDING NO. 7811221071 AND THE TRUE POINT OF BEGINNING OF THE TRACT HEREIN DESCRIBED; ' a THENCE SOUTH 30° 21' 54" EAST 35.21 FEET TO THE SOUTH LINE OF SAID GOVERNMENT LOT 5; THENCE NORTH 880 47' 36" WEST, ALONG SAID SOUTH LINE 342.24 FEET TO A POINT ON THE ARC OF A CURVE TO THE RIGHT, THE CENTER OF WHICH BEARS SOUTH 44° 14' 51" EAST 1,115.92 FEET, SAID POINT BEING ON THE WESTERLY LINE OF SAID TRACT DESCRIBED UNDER RECORDING NO. 7811221071; THENCE NORTHEASTERLY ALONG SAID ARC 201.65 FEET TO THE R-A LINE OF SAID TRACT DESCRIBED UNDER RECORDING NO. 8H221071; 7 8 1 � 221ow; THENCE SOUTH 320 59' 47" EAST, ALONG SAID LINE, 11.60 FEET; THENCE SOUTHEASTERLY ALONG SAID LINE ON THE ARC OF A CURVE TO THE LEFT HAVING A RADIUS OF First American Title Insurance Company Form WA-5(6/76) Commitment File No.; NCS-377730-WA. Page No. 3 180.00 FEET A DISTANCE OF 68.23 FEET TO A POINT OF REVERSE CURVE; THENCE SOUTHEASTERLY ALONG SAID LINE ON THE ARC OF A CURVE TO THE RIGHT HAVING A RADIUS OF 120.00 FEET A DISTANCE OF 58.06 FEET TO A POINT ON THE NORTHERLY LINE OF SAID VACATED S.E. 80TH STREET WHICH IS NORTH 880 47' 36" WEST OF THE TRUE POINT OF BEGINNING; THENCE SOUTH 880 47' 36" EAST 77.13 FEET TO THE TRUE POINT OF BEGINNING. SITUATE IN THE CITY OF RENTON, COUNTY OF KING, STATE OF WASHINGTON. First American Title Insurance Company Appendix F Quantity and Conveyance Calculations and Detail 59 Flow Frequency Analysis Time series File:8115.dev Project Location:5ea-Tac ---Annual Peak Flow Rates ---- Flow Rate Flank Time of Peak (CF$) 1.34 6 8127/01 18:00 0.934 8 9/17/02 17:45 2.73 2 12/08/02 17:15 1.08 7 8/23/04 14:30 1.47 5 10/28/04 16:00 1.56 4 10/27/05 10:45 1.85 3 10/25/06 22:45 3.79 1 1/09/08 6:30 computed Peaks 8115.dev.peaks.pks ----- Flow - Peaks (CF5) 3.79 2.73 1.85 1.56 1.47 1.34 1.08 0.934 3.44 Page 1 Frequency Analysis -------- - - Rank Return Prob Period 1 100.00 0.990 2 25.00 0.960 3 10.00 0.900 4 5.00 0.800 5 3.00 0.667 6 2.00 0.500 7 1.30 0.231 8 1.10 0.091 50.00 0.980 8115.exist.peaks.pks Flow Frequency Analysis Time Series File:8115.exist Project Location:sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis ------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CF5) (CFS) Period 1.37 6 8/27/01 18:00 3.83 1 100.00 0.990 0.954 8 9/17/02 17:45 2.78 2 25.00 0.960 2.78 2 12/08/02 17:15 1.88 3 10.00 0.900 1.10 7 8/23/04 14:30 1.59 4 5.00 0.800 1.50 5 10/28/04 16:00 1.50 5 3.00 0.667 1.59 4 10/27/05 10:45 1.37 6 2.00 0.500 1.88 3 10/25/06 22:45 1.10 7 1.30 0.231 3.83 1 1/09/08 6:30 0.954 8 1.10 0.091 computed Peaks 3.48 50.00 0.980 Page 1 .e Peak Discharge 3 63 CFS at 6-30 on Jan 9 in Year 8 Storing Time Series File 811S exist 8 Time Series Computed F:CRTS Command Enter the Analysis TOOLS Nodule --------------------------- ---------- Analysis Tools Command Compute FEAVS and Flow Frequencies ----------------------------------- Loading Stage/Disschargc Curerc.8115 exist Flow Frequyncy Analysis ------------------------------------------------- -- Time Series File. 81:5.txiyt Project Location:5ea-Tac Fresauencioss & Peaks saved to File 8115.exist.peak- Analysis Tools Cozaand RETURN to Previous Menu - ---- -------------------------- KCRTS Command CREATE a new Time Series Production of Runott Tine Series Project Location Sea-Tac Computing Series 8115.dev ,'Ragional Scale Factor 1 00 Data Type Reduced Creating 1`.-3%inute Tire Series File Leading Time Series File C �IiC_SNDN�f!C DATA�STTG15R.rnE 9 ;Till Grass 0 93 acres Scaling Vi. a Loading Time Series File C-KC_STJDX\IrC..,DATA\STEI15R.rni 8 Iapervious 2 81 acres Adding Yr: 8 ------------ Total Area 3 74 acres Peak Discharge 3.78 CFS at 6 30 or, Jan 9 in Year 8 Storing Time Series File:EIIS.dev 8 Compute BEAKS and Flow Frequencies Pint Flow EREQUEMCI ES Compute Flaw]JURATION and Exceedence Plot Probability EXCEEDE NCE Curves COMPARE Flow Durations Extract a 1"ROGRAPH Plot a HydroGRAPH Compute MOLUME Discharge BETU{3N to Previous Menu Computc a Flow Frequency Curvc A Flow F'rrrluenr_y AnekI" . ;s .. Time Series File 811S dev Project 1ocation.Sea-Tac --Annual Peak Flow Rates---- ----Flaw Frccruenc:y Analysis ---- Flow Rate Rank Tire o= Peak - - Peaks - - Rank Retuxr Prob (CFE) {CFSj Period 1 34 6 8121l01 18 Go 3.79 1 LOG -00 0.990 0,934 8 9/17/02 17 45 2 73 2 2E.00 0 96C 2 73 2 12r0E1-02 17 15 1 85 3 1G 00 0 900 1 08 7 8i23iO4 14 30 1 S6 4 5.00 0.800 1 47 5 10,,26,,04 16 00 1-47 S 3 00 0 667 1 56 4 10127z0S 10 45 1.34 6 " 00 0.500 1 B5 3 10/25/06 22 45 1 08 7 1 30 0 231 3 74 1 1/05/08 6 30 0 934 9 1.10 0 091 ;Cnxyuted Yaacs 3.44 50.00 0.980 P - _ r it-af£a Version 5 00 All files will be read written in the Working Direc:ory WorkinS Directory C ',kc_svda',output. KCR S Command - inter tte Analysis TUNS Nodule Aralvs3,s Toots Command ---------------------- Coxpute PEARS any Flou Frequencies L*odirg Tine �erics Pile ally vxlstandrow.tsf Flow Frequency Analysis ----_.. --------------..-------_--_--_------------- Tixe Se�n1es File 8115.existandrow.tsf Project %acation:Sea-Tac Frequencies S P_aks sav--1 to File R115 exist 091909 PVS ----------------- —--------------- -------------- ------ 4rmlysis TnnIx Clnxpanri --------------------- RLTURN to Previous Menu - - ---- kCRTS :..apmand -- CREATE d new ime dries Production of Runoff Time Series Pro7xt Locaticn L Sca-Tac Computing Series $115 exist ;Reginnr.l Scale Factor 1.00 Data Type Reduced Creating lb -minute TINE 5ernes File Loading Tip- Seer -as File C \KC-SIUN\RC_DATA\STTGLSR.rnf ;Till Grass 0,87 acres Scaling Yr 8 Loading Time Series File C.\KQ-S0H\RC_DATA\STE1lSR.rnf Impervious 2 87 acres Adding Vr, 9 Total Area 3.74 a --Yes Ptdk Discharge 3 83 CFS at S 30 un Jan 9 in Year 8 Storing Time Series File.811S.esist Time Series Caaputexi e Project iaceEion:Sea-Tac ---Annual Peak Nlov Rates --- Flow Rate Rank Time of Peak (CES) 1.37 6 8/27JO1 13-00 0 9S4 B 9i17/02 17:45 2-78 2 121081'02 17:IS 1..10 7 A/73/:14 14 30 1 . S0 5 LO%211iO4 16 00 1.59 4 10r27; 05 10:45 1 88 3 10z25106 22 45 ! 07 1 1/09/00 4 30 Computed Peaks a E -----Flea r'reqzency knalyszs---� - - peaks - - Rank Retirn Prop (CES) Period 3.83 1 100-00 C 990 2.78 2 25 go C.960 1 88 3 10 00 C 900 1 59 4 5 go C.800 1.So S 3 00 C 667 1.37 6 2.00 C Soo 1.10 7 1 36 C 231 0 954 8 1 LO L 091 3.48 5U UU C 980 I r 0 (v 0 CV w {S��) a6�ey5s�p M LTS p 0) 0 w? JZ till" Ocl� OR z Q 6 i I I � F [ ■ ■ t �T =y 0 € QQ°Qp� d Z 5° a s 7. %N 506 .kVMHDIH AIVIS1 INI \S Z W tt f- l7 z wc i i I ti C�Pry 1 d •8- TH i W J 1N A PORTION OF SECTIONS 29 & 32, TOWNSHIP 24 N., RANGE 5 E, Wm. �1 ttw; SF F � KUML zit � � � v _ � i� .A 10 1 Z 13r f MAY Y, r SCAe r - so' I;l� j ij J NORTH - �__.__ — % • mound Development Croup".w rp.0 HAWK'S LANDING �LL 4B HOURS S I BEFORE YOU O3G E+G s4mvara a �.ura orv¢oae,Tssr»s uw.Ho it rre}uw ouNuc uxr SITE O7M7:NS70iv PLAN aac�er rsevEVH fOR 1-800-424-5555 — _ �,,,,�. s��.,a� ALF'EIpT INTERNATIONAL YE Kme .?». Md-�w-m:n - MlF FNY1EOl AIAM]Yq mxws,yM MN[IfL wpv T OF T EXHIBIT 6 EXHIBIT 7 r3 3 3 d n - � a 3 s _51«e as H 1�1 m F�1 x W ------ IN A PORTION OF SECTIONS 29 & 32, TOWNSHIP 24 N., RANGE 5 E., WA4 0.AIRIOL4T4A as rJ IN � may_ 1 ,,I, i I +I ! I -li i" .� � ti��� - d.R�om, j •, n ! d �, 1i �I.(„J'II �"� l' F,(I HeCT 5Ti7Rnnwn7EA RAfNGARDEN aa' • � � 1 i� � I�.'i f1 � S�dR�iWAT£R \` f, 1, 01 i' •f vnlehr.ATTloA _ -Y i1 al� �, i � , i f; 50 so'J NORTH R E=B Sound Development Group r ee riAu A LANOINert cvamer. rsnsrm iI W 5scx,h arcsw�rx�arx..lrro vxvars FORtau "w -t P.o J�r70. o, n..a�..� I—,� SITE UTILITY PLAID oAnm er. rsEvner e�m " —Fllj .92°°°°�"� ALPERT INTERNATIONAL 550-�Os-1014 Fa.:.'60-�b-x'J Rfh .,uYw9 �.n waemrramuo.em,R mxw�un awns[ w.w .and �.nveemv 7 OF 7 EXHIBIT 9 IN A PORTION OF SECTIONS 29 & 32, TOWNSHIP 24 N., RANGE 5 E., W.M. i♦ II r i II I. V m I 1I ��l�� jjll V�II� 'l� - +B t _ _• ,�. �x GENERAL 4 ES, �,llr jl c.wc �I T'l III t zl i I�J,r i `` F Pw �+ sca« r = soy NORTH - CREEK YVFl �SCRPItpV _ — — — — — ; Y w 50' 11P,7�[C7 '• cnu as HOURS - — -- Sound Development Group ew PUS HAWKS LANDING , BEFORE YOU DIG' svovran�surervrauwuonrnrserrca �as�s rsfvscr+ ' --' - -- GRADING PLAN o�x� er. rsRvaM FOR aaaa2a•5555 "° ""^�' ° a2^- ` "' AL PERT INTERNATIONAL w.^�^ w� awz,� nen eorwma� y --—_--...--..-._ ,r: �w-,�i-.u,o ,.u-..,.-;�:, enm ,a•tr zan n. nr,a.w�a>ecm�nror�nw•v,v�c ww, .a+-ixo.woor r of r EXHIBIT 10 NU. I .1 z 0 RIP Iil I LU (7E o L z l!iJil 13 , O."j, RL VAR 7111211 arr E at wra iE M) HAWK'S LANDING RENTON. WASHINGTON EXHIBIT 13 '(.q�/ l EAST ELEVATION SOUTH ELEVATION S. & E. ELEVATIONS SCALE. 3132" ='' - 0" APRIL 13, 2009 WN _..O ■1! �.f Wm Cx Ift IN AM RAN ME ll !i■ _ I �i 1'■i ARE I . .0 E to ®®i I■E z joy �•��a za' G Q - _- � O �� Sq � c � � a I+ b drn lV El I i 1 1 � J I 1 ■ � ■ ■ K. M ■u �L 1� x W No K, s Jh T cc { `. 2 x W LU CYCE K, SOUND DEVELOPMENT GROUP, LLC. Engineering, Surveying, GPS Construction Modeling and Land Development Services P.0, Box 1705 • 11 1 1 Cleveland Avenue, Suite 202, Mount Vernon, WA 98273 Phone (360) 404-2010 9 Fox (360) 404-2013 • E-Mail: office4sdg-I1c.com TECHNICAL INFORMATION REPORT HAWK'S LANDING - CROWNE PLAZA HOTEL For Hawk's Landing L.L.C. April 28, 2009 Prepared By: Sound Development Group, L.L.C. 1111 Cleveland Ave., Suite 202 Mount Vernon, WA 98273 Phone: (360) 404-2010 Fax: (360) 404-2013 Email: office@sdg-lic.com Project No. 8115 I HEREBY CERTIFY THAT THIS DOCUMENT WAS PREP SUPERVISION, AND THAT I AM A DULY REGISTERED PI LAWS OF THE STATE OF WASHINGTON. DATE: BY: xn B OR UNDER MY DIRECT E S ENGINEER UNDER THE F rr ff 141 M3SnG12OWSI 15 - Hawi*s Lan6ing - Hawks LanMn9kdrainitir.doc 1 TABLE OF CONTENTS SECTION 1.0 Project Overview............................................................................................................... 1.1 Purpose and Scope................................................................................................ 4 1.2 Existing Conditions................................................................................................. 5 1.3 Post -Development Conditions................................................................................ 6 2.0 Conditions & Requirements Summary... ............................................. 2.1 Core Requirements................................................................................................ 7 2.1.1 C.R. #1 — Discharge at the Natural Location ............................................... 7 2.1.2 C.R. #2 — Off -site Analysis.......................................................................... 7 2.1.3 C.R. #3 — Flow Control................................................................................ 7 2.1.4 C.R. #4 — Conveyance System.................................................................... 8 2.1.5 C.R. #5 — Erosion & Sediment Control........................................................ 8 2.1.6 C.R. #6 — Maintenance & Operations.......................................................... 8 2.1.7 C.R. #7 — Financial Guarantees and Liability .............................................. 8 2.1.8 C.R. #8 — Water Quality............................................................................... 9 2.2 Special Requirements............................................................................................ 2.2.1 S.R. #1 — Other Adopted Area -Specific Requirements ................................ 10 2.2.2 S.R. #2 — Floodplain/Floodway Delineation ................................................. 10 2.2.3 S.R. #3 — Flood Protection Facilities............................................................ 10 2.2.4 S.R. #4 — Source Controls........................................................................... 10 2.2.5 S.R. #5 — Oil Control.................................................................................... 10 3.0 Off -Site Analysis............................................................................................................... 11 3.1 Downstream Analysis............................................................................................. 11 3.1.1 Task 1 -- Study Area Definition and Maps ................................................... 11 3.1.2 Task 2 — Resource Review.......................................................................... 12 3.1.3 Task 3 — Field Inspection............................................................................. 12 3.1.4 Task 4 — Drainage System Description and Problem Descriptions ............. 12 4.0 Flow Control and Water Quality Facility Analysis and Design ........................................... 13 2 5.0 Conveyance System Analysis and Design........................................................................ 13 6.0 Special Reports and Studies............................................................................................. 14 7.0 Other Permits.................................................................................................................... 14 8.0 CSWPPP Analysis and Design......................................................................................... 15 8.1 Construction Sequence and Procedure................................................................. 15 8.2 Soil Stabilization and Sediment Trapping............................................................... 16 8.3 Permanent Erosion Control and Site Restoration .................................................. 16 8.4 Geotechnical Analysis and Report ......................................................................... 16 8.5 Inspection Sequence.............................................................................................. 17 8.6 Control of Pollutants Other Than Sediments......................................................... 18 8.7 Utilities................................................................................................................... 18 8.8 TESC Conclusion................................................................................................... 18 9.0 Bond Quantities, Facility Summary, and Declaration of Covenant .................................... 19 10.0 Operations and Maintenance Plan................................................................................... 19 11.0 Conclusion........................................................................................................................ 19 F....,h]C8lK AppendixA — Exhibits.................................................................................................................. 20 FigureA-1 — Vicinity Map.................................................................................................. 21 Figure A-2 — Flood Insurance Rate Map — Firmette.......................................................... 22 Figure A-3 — Pre -Developed Condition Map..................................................................... 23 Figure A-4 — Developed Condition Map............................................................................ 24 Figure A-5 — NRCS Soil Survey Information..................................................................... 25 Figure A-6 — WSDOT Basin Map...................................................................................... 26 Figure A-7 — Downstream Aerial....................................................................................... 27 FigureA-8 — TIR Worksheet............................................................................................. 28 Figure A-9 — Facility Summary (not included)................................................................... 29 Figure A-10 — Bond Quantity Worksheet (not included) .................................................... 30 Figure A-11 — Draft Declaration of Covenant Form (not included) .................................... 31 Appendix B — Geotechnical Report.............................................................................................. 32 Appendix C — Water Quality Calculations (not included)............................................................. 33 Appendix D — Maintenance and Operations Plan (not included) ................................................. 34 Appendix E — Legal Description................................................................................................... 35 Appendix F — Conveyance Calculations and Detail (not included) .............................................. 36 3 1.0 PROJECT OVERVIEW 1.1 Purpose and Scope The purpose of the proposed 3.06-acre project is to demolish the existing structures within the current project boundary, relocate existing onsite utilities and construct a 5-story 122,000 square foot hotel. Associated utilities will be provided to the new hotel to accommodate required fire, water, stormwater, power, cable and sanitary sewer requirements. Existing impervious areas within the development area will be demolished and re-used/recycled or removed. It is assumed that the site will not provide flow control, as required under KCSWDM 1.2.3.1.A, due to the decrease of impervious area after development. The project site within the work limits is currently almost completely impervious (85%) with the exception of a few small landscaping islands. The developed project will provide a maximum of 85% of impervious surface. Therefore, the peak discharge from the developed condition will be less than that of the existing site conditions. The developed runoff from the pollution generating impervious areas will be treated with Low Impact Development: rain gardens. The Western Washington Hydrology Model will be utilized to determine the required treatment stormwater runoff to size the proposed rain gardens, and can be found in Appendix C. As discussed with Alex Jones, with the King County Surface Water Department, the KCRTS is not appropriate to size rain gardens. Modifications will be made to the existing on -site Washington Department of Transportation conveyance system to re-route the existing system around the new building structure and site improvements. 'I 1.2 Existing Conditions The site is located at 4350 Lake Washington Boulevard North, Renton, west of Highway 405. King County parcel number: 3224059049. (See Appendix A, Figure A-1, for the Vicinity Map.) The project site basin is approximately 3.06 acres. Existing soils onsite consist of Norma Sandy Loam, with a Hydrologic group of "D", per the NRCS soil survey, A geotechnical engineering study was prepared by Earth Consultants, Inc. in February of 1991 and is attached to this report as Appendix B. This report describes the soils on -site, and will be updated upon site design. An on -site topographic survey was conducted by Bush, Roed & Hitchings, Inc, in 1995. This survey was used as a base map to delineate the on -site drainage and grading for the new site plan. Sound Development Group has verified that there are no apparent major modifications to the existing on -site conditions. This office also completed an off -site topography to be utilized in the proposed off -site road improvements, in January, 2009. The project site currently supports four separate buildings, vehicle parking, utilities and associated landscaping. The existing buildings will be dismantled, recycled/re-used and removed from the site. Currently, the site is approximately 85 percent impervious. The majority of the 15 percent pervious area includes the landscaped road frontage along Lake Washington Boulevard. 5 1.3 Post -Development Conditions Upon completion of construction, the proposed project site will consist of a new 5-story, 29,412 square foot footprint hotel, with underground parking garage. The new hotel will be provided with proposed storm and sanitary sewer, water and other appropriate utilities. Road improvements will be completed along Lake Washington Boulevard to include curb, gutter and sidewalk. Stormwater runoff from the site development will be treated with rain gardens. A portion of the southern entrance to the site, from Lake Washington Boulevard will be conveyed through a proposed basic treatment system in compliance with the King County Stormwater Design Manual, prior to discharging to the proposed public storm system. 0 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Core Requirements 2.1.1 C.R. #1 — Discharge at the Natural Location Currently, based on the topographic survey information and records, stormwater from the majority of the existing site sheet flows to the north and west. The water is captured within the roadside ditch along Lake Washington Boulevard, or within an existing onsite storm system, and discharged to said ditch. The water captured within the tight -lined system is conveyed discharged off -site to the existing ditch. The ditch conveys the stormwater south to an existing 24" culvert, which discharges to May Creek. Discharge from the developed site will occur at approximately the same location within the existing roadside ditch, utilizing the existing culvert to May Creek. 2.1.2 C.R. #2 — Off -site Analysis A Level 1 Upstream / Downstream Analysis, is discussed in Section 3 of this report. The analysis, upon site design, will include: • Defining and mapping the study area; • Reviewing available information on the study area; • Field inspecting the study area; and • Analyzing the existing drainage system including its existing and predicted problems, if any. 2.1.3 C.R. #3 — Flow Control The site will not provide flow control, as required under KCSWDM 1.2.3.1.A, due to the decrease of impervious area after development. The project site within the work limits is currently almost completely impervious (85%) with the exception of a few small landscaping islands. The developed project will provide a maximum of 85% of impervious surface. Therefore, the peak discharge from the developed condition will be equal or less than that of the existing site conditions. 7 2.1.4 C.R. #4 — Conveyance System The existing WSDOT drainage system onsite will be relocated within the public ROW of Lake Washington Boulevard, while the existing private systems will be demolished / removed. Due to essentially equivalent impervious areas in the pre -developed and developed conditions, flow characteristics should be unchanged. The proposed storm conveyance system will be analyzed and sized to convey the proposed and future basin. 2.1.5 C.R. #5 — Erosion and Sediment Control An erosion and sediment control plan will be developed for this site in accordance with the KCSWDM and the City of Renton requirements. The existing paved northern entrance to the site will be used as the construction entrance. Construction work limits will be determined and shown in Appendix A, Figures A-3 and A-4, upon design. The erosion and sediment control plan will be included in Section 8 of this Technical Information Report. 2.1.6 C.R. #6 — Maintenance and Operations See Appendix D of this report for further discussion on maintenance and operations requirements. 2.1.7 C.R. #7 — Financial Guarantees and Liability Financial guarantees meeting King county guarantee requirements will be provided under separate cover. See Appendix A in the future, Figure A-7 for the Bond Quantity Worksheet. 0 2.1.8 C.R. #8 — Water Quality Water quality treatment, as required by Core Requirement #8, will be implemented and designed to target pollution -generating impervious surfaces (PGIS) and a portion of the non -pollution -generating impervious surface (NPGIS). It is intended to capture the proposed roadway/parking runoff, as well as a good portion of the NPGIS, within several individual rain gardens. The rain gardens will be designed utilizing Western Washington Hydrology Model, Version 3, to treat 91% of the site runoff. The proposed rain gardens will meet the requirements of the Low Impact Development Technical Guidance Manual for Puget Sound, Section 6.1. Z 2.2 Special Requirements 2.2.1 S.R. #1 — Other Adopted Area -Specific Requirements NIA. 2.2.2 S.R. #2 -- Floodplain/Floodway Delineation FEMA Map Panel No. 53033CO664 F, dated May 16, 1995, was consulted and shows that the site is not within a 100-year floodplain. Note that the site is located in a Zone K (see Appendix A, figure A-2). 2.2.3 S.R. #3 — Flood Protection Facilities To our knowledge, the existing site does not contain flood protection facilities, nor does the proposed project intend to construct any. 2.2.4 S.R. #4 — Source Controls This project does not require • Source controls; therefore, Special Requirement No. 4, Source Control, does not apply. 2.2.5 S.R. #5 — Oil Control This project does not fit the classification of a high -use site; therefore, Special Requirement No. 5, Oil Control, does not apply. 10 3.0 OFF -SITE ANALYSIS 3.1 Downstream Analysis 3.1.1 Task 1 —Study Area Definition and Maps The project site represents a portion of the May Creek watershed basin. (See Appendix A, Figure A-1, for the Vicinity Map.) The site currently drains south to May Creek, and eventually to Lake Washington. A boundary and topographical survey of the project site has been completed and is included in the project submittal. A Pre -Developed Condition Map is included in this report in Appendix A, Figure A-3. An upstream and downstream inspection 1 site visit was conducted to determine the relative basin that contributes to the shared discharge location. The contributing basin appears to include a portion of Interstate 405, associated on -ramps, Lake Washington Boulevard and the project site. The approximate 1-405 basin has been included in Appendix A — Figure A-6. The 1-405 basin is captured in a series of ditches, culverts and catch basin — pipe networks, and conveyed west to ex CB 2604 per the attached Developed conditions map. It is then tightlined south and west to the existing roadside ditch along Lake Washington Boulevard. The ditch conveys the water south, approximately 450' to an existing 24" CPP culvert. The culvert discharges the stormwater directly into the buffer of May Creek. May Creek flows to the west from the above discharge point, beneath an existing Lake Washington Boulevard bridge, beneath an existing railroad trestle, then south and west to discharge to Lake Washington. The downstream flow path of May Creek has been included in Appendix A — Figure A-7. May Creek appear to be well vegetated, with no conveyance or erosion problems. 11 3.1.2 Task #2 — Resource Review The following resources were reviewed to discover any existing or potential problems in the study area: 1. FEMA Maps. 2. Critical Areas Map and Wetlands Inventory Map: A critical areas report is being prepared. 3. Soils Information: The geotechnical report for the project site was consulted, and no special conditions apply. (Refer to the Geotechnical Report in Appendix B.) 4. Drainage Complaints: City records will be consulted to determine if any drainage complaints are on file. 5. Erosion Problems. There are no erosion problems at the site due to the fact that it is almost 100 percent impervious. 3.1.3 Task #3 — Field Inspection Sound Development Group staff walked the project site on March 12, 2009. There was no rain at the time of this inspection. The site was observed to be comprised of primarily concrete, asphalt, and buildings. Minimal landscaping in the parking area was observed. 3.1.4 Task #4 — Drainage System Description and Problem Descriptions The drainage system consists of sheet flow to an existing roadside ditch and catch basins to a closed conveyance systems. The existing roadside ditch appears to have standing water during times of no precipitation. The existing discharge culvert from the ditch has a higher inlet elevation than the inlet culvert, as well as several of the upstream catch basins contributing to the ditch. This will contribute to conveyance problems, ditch and pipe siltation, and possible clogging of the existing system, and should be remedied. There are no known overtopping problems at this site, or within May Creek. 12 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN This site is will meet flow control requirements. See Section 2.1.3 for further discussion. Sizing calculations and design will be provided upon site design. This site is will meet the Water Quality Core Requirement. See Section 2.1.8 for further discussion. Sizing calculations and design will be provided upon site design. 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The existing WSDOT drainage system onsite will be relocated within the public ROW. Due to no change within the WSDOT basin, flow characteristics should be unchanged, and existing sizing will be utilized. The proposed storm conveyance system will be analyzed and sized to convey the proposed and future basin upon site design. 13 6.0 SPECIAL REPORTS AND STUDIES Critical Area Investigation by Graham and Bunting. 7.0 OTHER PERMITS SEPA Checklist - City of Renton Building Permit — City of Renton Notice of Intent to Discharge (NOI) — DOE Clearing and Grading Permit — City of Renton 14 8.0 CSWPPP ANALYSIS AND DESIGN 8.1 Construction Sequence and Procedure The proposed project will include an erosion/sedimentation control plan designed to prevent sediment -laden runoff from leaving the site during construction. Currently, the site is approximately 85% percent impervious. Maintaining existing surfacing where construction allows, will help ensure erosion/sedimentation control. Additional control can be achieved by cover measures and construction practices that are tailored to fit the specific site. Prior to the start of any construction activity upon the site, erosion control measures shall be installed in accordance with this plan and the construction documents. The best management practices will be employed to properly clear and grade the site and to schedule construction activities. The planned construction sequence for erosion control is as follows: 1. Stake and flag the clearing limits. 2. Schedule and attend a pre -construction meeting with the City of Renton, the Owner, and Engineer. 3. Identify existing entrance(s) to be used as construction entrance(s). 4. Provide catch basin sediment protection. 5. Provide miscellaneous demolition within the clearing limits as necessary to construction project. 6. All on -site erosion and sediment control measures shall be inspected at least once every 5 working days, each working day during a runoff producing rain events, and within 24 hours after a runoff producing rain event. The contractor shall repair or replace erosion control measures as required. 7. As necessary, adjust temporary erosion control measures as work progresses. 8. Install stormwater facilities, fine grade areas to receive surfacing and provide the surfacing indicated on the plans. 9. Stabilize all remaining disturbed areas. 10. Contact the City of Renton for final inspection. 11. Remove sediment from catch basin sumps. Remove remaining temporary erosion control devices when the area has been permanently stabilized with vegetation and surfacing, and the removal is approved by the City and the Owner. 15 8.2 Soil Stabilization and Sediment Trapping Structural control measures will not be used on this site due to the fact that it consists almost entirely of existing concrete, asphalt, and buildings within the work limits. Specifically, during the period of May 1 through September 30, the contractor will not be allowed to leave soils unprotected for more than 15 days, and immediate seeding will be required for areas brought to finish grade with no further work planned for the next 30 days. Areas to be paved may be armored with crushed rock subbase in place of other stabilizing measures. The area of clearing will be limited to the amount that can be stabilized by September 30 of that year. During the period of October 1 through April 30, all disturbed soil areas will be covered or stabilized within 2 days or 24 hours when a major storm event is predicted. Cover measures may include mulching, netting, plastic sheeting, erosion control blankets, or free draining material. The extent of clearing shall be limited to the amount of land that can be covered or stabilized within 24 hours. Soil stockpiles shall be stabilized by plastic covering. In order for the TESC facilities to function properly, they must be maintained and sediment removed on a regular basis. Inspection and sediment removal shall be performed on all TESC facilities as described in the inspection schedule located in Section 9.4 of this report. 8.3 Permanent Erosion Control and Site Restoration Permanent site stabilization and erosion control will be accomplished through the following measures: 1. Paving of driving and parking surfaces. 2. Landscaping (including hydroseeding). 8.4 Geotechnical Analysis and Report Geotechnical analysis has been completed for this site and is contained in Appendix B. 16 8.5 Inspection Sequence The Contractor shall inspect the temporary erosion control facilities prior to commencement of construction. During construction, the Contractor shall be responsible for inspecting and maintaining TESC facilities. Erosion control facilities shall not be allowed to fall into disrepair. All TESC facilities shall be inspected, as a minimum, according to the following schedule. • Dry Season: Once a week. • Wet Season: Daily, and after every storm event that produces runoff. Needed repairs shall be made within 24 hours or immediately, if possible. If necessary, the Engineer or City will instruct the Contractor to provide additional facilities as warranted during field inspections. The Contractor shall provide the name and contact information for the designated Certified Erosion and Sediment Control Lead to the City of Renton prior to beginning construction. Additionally, the following inspection/maintenance schedules shall be utilized to ensure the TESC facilities are functioning as designed. Plastic Covering: • Plastic sheeting shall be inspected once a week during both the wet and dry season. + Torn sheets must be replaced and open seams repaired. • If the plastic begins to deteriorate due to ultraviolet radiation, it must be completely removed and replaced. • When the plastic is no longer needed, it shall be completely removed. • If tires are used to weight down the plastic sheeting, they must be disposed of properly. Inlet Protection: • Catch basin filter inserts shall be inspected frequently, especially after storm events. If the filter becomes clogged, it should be cleaned or replaced. + Inserts shall be replaced when tears are detected. If the erosion control facilities are damaged, or if the CESCL, project Engineer or City determines that existing controls are inadequate, the contractor shall install additional measures as required. 17 8.6 Control of Pollutants Other Than Sediments The contractor shall be responsible for controlling pollutants at the work site. Key elements such as centralized areas for equipment and concrete truck washing and temporary storage of debris and other stockpiled materials are the responsibility of the contractor. The contractor may elect to follow the detailed guidance on control of non - sediment pollutants as outlined in the Stormwater Management Manual for the Puget Sound Basin, Department of Ecology, February 1992, Section II-3 (included as Appendix E). 8.7 Utilities In general, in order to prevent conflicts between the utilities, the sanitary sewer system shall be installed first due to the depth of the installation. The storm system shall then be constructed and the water system shall follow. During trenching activities, no more than 500 feet of open trench shall be allowed at any time. Excavated material shall be placed on the uphill side of the trench except where limited by safety or space requirements. Trench dewatering, if required, shall discharge to a sediment -trapping facility. 8.8 TESC Conclusion Erosion control procedures as described in this report and illustrated on the design plans, if properly implemented, should mitigate anticipated erosion effects from the development of this project. 18 9.0 BOND QUANTITIES, FACILITY SUMMARY, AND DECLARATION OF COVENANT A Bond Quantity Worksheet, TIR Worksheet, Facility Summary Form, and Draft Declaration of Covenant Form will be provided in Appendix A upon site design. 10.0 OPERATIONS AND MAINTENANCE PLAN Maintenance and operation of storm facilities is the responsibility of the Owner. All drainage facilities must be maintained and operated in compliance with King County maintenance standards. A Maintenance and Operations Plan will be provided in Appendix E upon site design. 11.0 CONCLUSION This site will be designed to meet KCSWDM guidelines for stormwater management. The existing conveyance system will be reused and rerouted as necessary to facilitate the new building footprint. The storm drainage calculations and modeling provided in this report will meet King County standards for sizing stormwater conveyance systems and treatment facilities. This analysis is based on topographic surveys, supplied data and records. These documents are referenced within the text of the analysis. The analysis has been prepared utilizing procedures and practices within the standard accepted practices of the industry. We conclude that this project should not create any new problems within the existing downstream drainage system. The backwater problem within the existing ditch and it's contributory system should be remedied. This project should not noticeably aggravate any existing downstream problems due to either water quality or quantity. 19 APPENDIX A Exhibits Figure A-1 Vicinity Map Figure A-2 Flood Insurance Rate Map Figure A-3 Pre -Developed Condition Map Figure A-4 Developed Condition Map Figure A-5 NCRS Soil Survey Information Figure A-6 WSDQT Basin Map Figure A-7 Downstream Arial Figure A-8 TIR Worksheet Figure A-9 Facility Summary Figure A-10 Bond Quality Worksheets Figure A-11 Draft Declaration of Covenant Form 20 Figure A-1 Vicinity Map 21 V� SE 76 ST ,.�.�.� KE oPo �P P� NE 447H ST NE 43RD ST Ap is �• -•• �` PROJECT P S1TE N. 40TH ST z q x � z w� N. 38N ST z X&F NONE SD D 1 ent E OT CAL INFORMATION REPORT lws` T � ' UP VIC1N1 TY MAP IM AUAW sm E � �E MAY?A09 I P.O. !f! lid aide " PRO�'CT � D1�1WfMGNAAGE �rr�m sm FORHA WK S LANDING - R WNE PLAZA HOTEL "ravWC Tel; ' - Fw Z!JL HAWK'S LANDING LLC 1 OF T Figure A-2 Flood Insurance Rate Map 22 JOINS PANEL 0675 LIMIT OF I DETAILED STUDY N ZONE X 40TH 51 NORTH 38TH STREET NORTH NORTH 37TH STREET W a NORTH 361`14 STREET NORTH 351H STREET S 4 Z�OfNE X 'J I May RM210 d0 S H z z MEADOW fi�;'E NOgTFi z _ z LU TH STREET 0 w 36TH STREET APPROXIMATE SCALE IN FEET 500 0 500 MI NATIGNAL RAO INSURANCE PNIMM j FIRM FLOOD INSURANCE RATE MAP ONE AE KING COUNTY, WASHINGTON AND INCORPORATED AREAS -ZONE X PANft 04 Of U25 V5EE MAP INDEX FOR PANELS NOT PRINTED) u7 z Q CWAWS: J! O CpMM<lNfiY, NIRARER PANEL 50.171if sW"W caxr VI,ON w, C rnr ORRTEC rnttis enm+ r ntrr, or s�oaee aw r z z 4 MAP NUMBER ° 53033CO664 F z J MAP REVISED: MAY 16,1995 32 KING Federal Emergency Managetneor Agency UNINCORP This Is an official copy of a portion of the above referenced flood map. It was extracted using F-MfT On -floe This map doeq not reflect changes amendments which may have been made subsequent to the date on the ( title Bock. For the latest product information about National Rood Insurance Program Rood maps check the FEMA Flood Map Store at www. mee.fema.gov Figure A-3 Pre -Developed Condition Map 23 SECTION 29, TOWNSHIP 24 NOR TH, RAN / f:k= r. 29 gORTIAIY arm ��� i MOHT-OF-\WAY fI / SHEET DESQUMON �2 TECHNICAL INFORMATION REPORT EXISTING CONDITIONS PLAN SCALE I = 100' PLOW DRAWN er T.ZEMPEL HA WK'S LANDING - CR O V I/NE PLAZA HOTEL � FOR MAY f n4 HAWK'S LANDING. L L C ca Ff?;Nr� J x� DRAWING NAME 8715DR.4IN.DWG SHEET I OF 1 Figure A-4 Developed Conditions Map 24 S N 29, TOWNSHIP 2� NORTH, RANCE 5 EAST, ( ` - DEVEOI1P�R1/{L,J®p[�L MN &Z f' WWW AN I I 1 124RN - P4131 A ! all I F Yt M0511 7, 70.31 ,Y$- 57,61 I - T RY 4I.F7 E,r M - ]7.n ,�F I I I ` ! ' ' '' " _ _ -- _ — • oc W Sam M - 1185 E21'SR-mm � ' `! I� � l� ! � I / / / / / r ^ `r • , E 173 Y Mt - 37a3 EX ? 203 ISI f _ 41.71 PE 1'' ' 16' E - 109E [6'IE-20.E0 EM'S-37A OIL ji 4 1 d f I � I + r + r r If i q !, I i i (fir r 20lEtilE _F 11 \ I . r ,1 r I n Y I! + iEnEu SS SS SS `.,S r ylr � GOPAo(A/ ti c IYDP ♦ A Figure A-5 NCRS Soil Survey Information 25 Hydrologic Soil Group --King County Area, Washington (HAWK'S LANDING - CRQWNE PLAZA) N N ry 559830 559920 5611010 560100 560190 560280 560370 560460 560550 WM40 47. 31' 58" � f 1 y . � 47' 31' ST' off ' — — o O 1t 4111 y rY:�T �W� � � — •4 r A E � N r r � ' � � �.� •� � y y t� 47' 31' 38" 47' 31' 38" 559630 559920 560010 560100 550190 550280 560370 560460 50 56M40 Map Scga. 1 4,220 if printed on A size (8.5" x 11 "} sheet, m N Meters A 0 50 100 200 300 W 1� Feet 0 200 400 800 1,200 USDA Natural Resources Web Soil Survey 2.2 517l2009 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group —icing County Area, Washington (HAWK-5 LANDING - CROWNE PLAZA) MAP LEGEND MAP INFORMATION Area of Interest (A01) Map Scale: 1:4,220 if printed on A size (8.5" x 11") sheet. Area of Interest (Adl) The soil surveys that comprise yourAOI were mapped at 1:24,000. Soils Please rely on the bar scale on each map sheet for accurate map Soil Map Units measurements. Soil Ratings Source of Map: Natural Resources Conservation Service 0 A Web Soil Survey URL: http:l/websoilsurvey.nres,ur-da.gov (] ArD Coordinate System: UTM Zone 10N NAD83 0 g This product is generated from the USDA-NRCS certified data as of version date(s) listed below. 0 BIDthe Soil Survey Area: King County Area, Washington F-1 D Survey Area Data: Version 4, Nov 21, 2006 0 C/D Date(s) aerial images were photographed: 7I24t2006 F--J D The orthophoto or other base map on which the soil lines were Not rated or not available compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting Political Features of map unit boundaries may be evident. p Cities Water Features Oceans Streams and Canals Transportation ... Rails Interstate Highways US Routes Major Roads f Local Roads uSOA Natural Resources Web Soil Survey 2.2 ST712009 "� Conservation Service National Cooperative Soil Survey Page 2 of Hydrologic Soil Group —King County Area, Washington Hydrologic Soil Group HAWK'S LANDING - CROWNE PLAZA Hydrologic Soil Group— Summary by Map Unit — li County Area, Washington Map unit symbol Map unit name Rating Acres in AOI Percent of A01 AgC Alderwood gravelly sandy loam, 6 to 15 percent slopes C 2.1 6.4% Bh Bellingham silt loam D 0.2 1.8 281 0.5% 5.6% Inc Indianola loamy fine sand, 4 to 15 percent slopes Norma sandy loam A No D 87.1% Subtotals for Soil Survey Area Totals for Area of Intarest 32.1 99.7% 32.2 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, B/D, and C/D), The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These sails have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, i or CID), the first letter is for drained areas and the second is for undrained areas, Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources Web Soil Survey 2.2 5/712009 6im Conservation Service National Cooperative Seil Survey Page 3 of 4 Hydrologic Soil Group —King County Area, Washington Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.- None Specified Tie -break Rule: Lower HAWK'S LANDING -CROWN E PLAZA i SDA Natural Resources Web Soil Survey 2.2 517/2009 "� Conservation Service National Cooperative Soil Survey Page 4 of 4 Representative Slope —King County Area, Washington (HAWK'S LANDING - CROWNE PLAZA) 47' 31' 58" 47' 31' 38" Mao Scale. 1:4220 if printed on A size {8.5" x 11 ") sheet. �^ Aj Meters A a 50 100 200 300 J'1y'Feet ❑ 200 400 Soo 1,200 USDA Natural Resources Web Soil Survey 2.2 5f712008 i" Conservation Service National Cooperative Soil Survey Page 1 of 3 47' 31' 57' 47. 31' 3S" Representative Slope —King County Area, Washington (HAWK'S LANDING - CROWNE PLAZA) MAPLEGEND Area of Interest (A01) Area of Interest (AOI) Soils Soil Map Units Soil Ratings 0 0-5 0 5-15 Q 15-30 Q 30-45 F--J 45-60 Not rated or not available Political Features p Cities Water Features Oceans Streams and Canals Transportation i-++ Rails Interstate Highways US Routes Major Roads Local Roads MAP INFORMATION Map Scale: 1:4,220 if printed on A size (8.5" x 1 V) sheet. The soil surveys that comprise your AOI were mapped at 1:24,000 Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map; Natural Resources Conservation Service Web Soil Survey URL: hftp..11websoilsurvey.nres.usda.gov Coordinate System: UTM Zone 10N NAD83 This product is generated from the USDA -MRCS certified data as of the version date(s) listed below. Soil Survey Area: King County Area, Washington Survey Area Data: Version 4, Nov 21, 2006 Date(s) aerial images were photographed: 7/2412006 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. -' Natural Resources Web Soil Survey 2.2 5f712009 Conservation Service National Cooperative Soil Survey Page 2 of 3 Representative Slope —King County Area, Washington Representative Slope HAWK'S LANDING - CROWN PLAZA Representative Slope— Summary by Map Unit -- King County Area, Washington Map unit symbol Map unit name Rating (percent) Acres In AOI Percent of AOI AgC Alderwood gravelly sandy loam, 6 to 15 percent slopes 11.0 1.0 10.0 2.1 0.2 6.4% 0.5% Bh Bellingham silt loam InC Indianola loamy fine sand, 4 to 15 percent slopes Norma sandy loam Area 1.8 5.6% No Subtotals for Soll Survey 1.0 28.1 87 1 % 32.1 32.2 99.7% Totals for Area of Interest 100.0 % Description Slope gradient is the difference in elevation between two points, expressed as a percentage of the distance between those points. The slope gradient is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A "representative" value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used, Rating Options Units of Measure: percent Aggregation Method: Dominant Component Component Percent Cutoff. None Specified Tie -break Rule: Higher Interpret Nulls as Zero: No Natural Resources Web Soil Survey 2.2 617/2009 Conservation Service National Cooperative Soil Survey Page 3 of 3 Erosion Hazard (Road, Trail) —King County Area, Washington (HAWK'S LANDING - CRGWNE PLAZA) M N 559830 559920 560010 560100 560190 560280 W370 47' 31' 5&' 44 Ar r 40 arm • �� ! • � � r rr N r f I P 47' 31' 38" f r 559830 559920 S60010 560100 %0190 560280 %0370 Map Scale, 1 4,220 if printed an A size (8,5" z 11 "j sheet. hN Meters A 0 50 100 200 300 Feet 0 200 400 Boo 1,200 DA Natural Resources Web Soil Survey 2.2 �" Conservation Service National Cooperative Soil Survey T M N r 560550 56%40 �I 47. 31' 57' 0 1 0 f� m N f� 1 0 vow*.. N 47' 31' 38" 560460 560550 560640 w 5M2009 Page 1 of 4 Erosion Hazard (Road, Trai"ing County Area, Washington (HAWK'S LANDING - CROWNE PLAZA) MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Solis Soil Map Units sofa Ratings © Very severe 0 severe 0 Moderate Slight Not rated or not available Political Features Cities Water Features Oceans Streams and Canals Transportation ... Rails ,y Interstate Highways ,v US Routes Major Roads N Loral Roads MAP INFORMATION Map Scale; 1:4,220 if printed on A size (8.5" x 11') sheet. The soil surveys that comprise your AOI were mapped at 1:24,OD0. Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http:itwebsoilsurvey.nres.usda.gov Coordinate System: UTM Zane 1 ON NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: King County Area, Washington Survey Area Data; Version 4, Nov 21, 2006 Date(s) aerial images were photographed: 7/24/2006 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident- LISDA Erosion Hazard (Road, Trail) —King County Area, Washington Erosion Hazard (Road, Trail) HAWK'S LANDING - CROWNE PLAZA Erosion Hazard (Road, Trail)— Summary by Map Unit — King County Area, Washington Map unit Map unit name Rating Component name Rating reasons (numeric Acres In Percent of symbol (percent) values) AOI AOI AgC Alderwood gravelly Moderate Alderwood (95%) Slopelerodibility (0.50) 2.1 6.4% sandy loam, 6 to 15 percent slopes Bh Bellingham silt Slight Bellingham (85%) 0.2 0.5% loam InC Indianola loamy Moderate Indianola (100%) Slopelerodibility (0.50) 1.8 5.6% fine sand, 4 to 15 percent slopes No Norma sandy loam Slight Norma (90%) 28.1 87.1 % Subtotals for Soil Survey Area 32.1 99.7% Totals for Area of Interest 32.2 100.0% Erosion hazard (Road, Trell)— Summary by bating Value Rating Acres In AOI Percent of AOI Slight 28.2 87.6% Moderate 3.9 12.1 % Totals for Area of Interest 32.2 100.0°ti USDA Natural Resources Web Soil Survey 2.2 5/7l2009 aw Conservation Service National Cooperative Soil Survey Page 3 of 4 Erosion Hazard (Road, Trail) —King County Area, Washington HAWK'S LANDING - CROWNE PLAZA Description The ratings in this interpretation indicate the hazard of soil loss from unsurfaced roads and trails. The ratings are based on soil erosion factor K, slope, and content of rock fragments. The ratings are both verbal and numerical. The hazard is described as "slight," "moderate," or "severe." A rating of "slight" indicates that tittle or no erosion is likely; "moderate" indicates that some erosion is likely, that the roads or trails may require occasional maintenance, and that simple erosion -control measures are needed; and "severe" indicates that significant erosion is expected, that the roads or trails require frequent maintenance, and that costly erosion -control measures are needed. Numerical ratings indicate the severity of individual limitations. The ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations between the point at which a soil feature has the greatest negative impact on the specified aspect of forestland management (1.00) and the point at which the soil feature is not a limitation (0.00). The map unit components listed for each map unit in the accompanying Summary by Map Unit table in Web Soil Survey or the Aggregation Report in Soil Data Viewer are determined by the aggregation method chosen. An aggregated rating class is shown for each map unit. The components listed for each map unit are only those that have the same rating class as listed for the map unit. The percent composition of each component in a particular map unit is presented to help the user better understand the percentage of each map unit that has the rating presented. Other components with different ratings may be present in each map unit. The ratings for all components, regardless of the map unit aggregated rating, can be viewed by generating the equivalent report from the Soil Reports tab in Web Soil Survey or from the Soil Data Mart site. Onsite investigation may be needed to validate these interpretations and to confirm the identity of the soil on a given site. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff., None Specified Tie -break Rule: Higher tISDA Natural Resources Web Soil Survey 2.2 5/712009 '� Conservation Service National Cooperative Soil Survey Page 4 of 4 Figure A-6 WSDOT Basin Map 26 I 0 r7 To24Ne9R45Eo,W.Mo c 0 ry OF REmuck'o p.p EllT Ip oF 2 15 jr:a lhhd •a S �+ " '1 ` \ x 1004489.91 P N� yy, r 2 0 Iro .• � QLI 99499.96 P.0.7. `Or�c RC 14 a f 3 PRIMARY 4 CB 1EQUA TOM So r 24" PCssP' -L Le__ 13 C SP i1R t• 1 / f '�` �p\�T `+� �' `�1 t- -_- --_- - - - _ ----------------------------- `� ------------------------------ - =_'-Y - �, ~ ~`:t, 1 ! '� �•` 4� `` 24 AR 5Z+02.OT 30 PAIMARY--"446 aet I �•..t 1, y �. a24'• . 47 2 / Qf� ' S r S.� E 3 LEGEND 3t ABANDON PIPE ® AREA INLET EXST. CO OR CONC. INLET ---Aa-••-• ACP GUTTER i- EXST. DITCHES DETENTION TANK SXSTCI>LVERT\SFORM m DROP INLET TYPE.I EXST1T. DRAINAGE ® DROP INLET TYPE 2 -�- -� BURIED GAS LINE 0 GRATE INLET °"- -�- BIKED POWER CB ❑ PROPOSED CB -IT— -et- BURIED TELEPHONE Cl ❑ PROPOSED CONC. INLET -Or- -a- OPTIC FIBER CABLE PROPOIEO CULVERT -'P- -w- OVERHEAD POWER PROPOSED DRAINAGE -m- -Or- OVERHEAD TELEPHONE PROPOSED MANNOLE SANITARY SEWER PROP. WALL r--�- WATER LINE CPS OEIWATER SEPERATOR •`---• WETLAM BOUNDRY rr--= SLOT DRAIN -Lv-"-'Uu— UNDERDRAIN SR1 9441.30 P.0,7:; j 4 L•h 00 5+53.49 P.I. `` +` �♦ di �' ; BRI 6+54.62 P.C.- L 451041.3 C.S.( 5+32.71 P.T.- :�.r St� j; BRI 54+36.11 P.Q.S. 32.30 P.T.' i i I. k 'I .'+ 21 x 10011471M.T'.i*+f .� 2 �\ `CS3p� q 1 57+34.52 P.0.7.(10' LT) _ = '' `l,' ' i �l �i s1s 557+34 52 P.C. AHD R1. ``4�•`+•� 1', ti '+ ', ; r j t y ; 1. f•• 't' �4 6MAR DR) 57+34.52 P.T. i4 1S 1 +{ � � ` '~ 2 ARI 57+34,52 P.C. S 1D' RT1 AR 04 A , p o {r_.f,b x 1011+3A.Q2- -- - J Yj��-=«---_- ' --------------- .------------ ---'Ib 1 II I 1 I - bCl l IA 58+37J94 P.I. �+ Itl I , tt1 t ;ti 1 FOR "AS CONSTRUCTED l PLANS" ONLY t 1 • l D 50 100 SCALE IN FEET Eo- TAF FED.AID PROJ.iVO. PROGRAM DEVELOPMENT I � - - I SR 405 14 WASH DIVISION �rr4tisn�ngton state TIIKWO s Tn FerTnRiA D14 Figure A-7 Downstream Aerial 27 1% pr dot, Or. • 0* Figure A-8 TIR Worksheet KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part t PROJECT OWNER AND PROJECT ENGINEER Project Owner Port Quendall Company Phone Address 1111 3rd Ave Suite 3400 Seattle, Washington 48101 Project Engineer Pat Severin Company Sound Development Group LLC Phone 360-404-2010 Part 3 TYPE OF PERMIT APPLICATION ❑ Landuse Services Subdivison / Short Subd. / UPD ❑ Building Services M/F / Commerical / SFR ❑ Clearing and Grading © Right -of -Way Use ❑ Other Part 2 PROJECT LOCATION AND DESCRIPTION nawn a aaiiu.L aiy-�.t c�wiiG rtdGd Project Name Hotel DDES Permit # Location Township 24 Range 5 Section 29 Site Address 4350 Lake Washington, Blvd, Part4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ Shoreline ❑ ❑ ❑ COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Management ❑ Structural Rockery/Vault/ ❑ ESA Section 7 ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review Full / Targeted I Type (circle one): Full / Modified I (circle): Large Site Small Site Date (include revision Date (include revision dates): dates): Date of Final: Date of Final: Part 6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication ! Experimental / Blanket Description: (include conditions in TIR Section 2) Date of Approval: 2005 Surface Water Design Manual 1/1/05 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: es / Na Start Date: 10/01/09 _-•_-- Completion Date: Describe: Site will be monitored. Der NOI ra;,,_lspmPnr_�_ Part S SITE COMMUNITY AND DRAINAGE BASIN Community Plan : Special District Overlays: Drainage Basin: May Creek Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other. ❑ Habitat Protection Part 10 SOILS Soil Type Alderwood Gray.Loam ReliinQham Ailr T•nam Indiannlaloamy fine sand Slopes ❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached Erosion Potential 2005 Surface Water Design Manual 1/1105 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PartIll DRAINAGE DESIGN LIMITATIONS REFERENCE ❑ Core 2— Qffsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA ❑ Other 13 ❑ Additional Sheets Attached LIMITATION / SITE CONSTRAINT Bad water in road side ditch May Creek Part 12 TIR SUMMARY SHEET vide one TIR Summary Sheet r Threshold Dlscha a Ares Threshold Discharge Area: name or description) Core Requirements (all 8 apply) Discharge at Natural Location Number of Natural Discharge Locations: t Offsite Analysis Level; 1 / 2 / 3 dated: Flow Control Level: 1 / 2 / 3 or Exemption Number Incl. facility summary sheet Small Site BMPs Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: (Private)/Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Provided: Yes / No Liability Water Quality Type: Basic / Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption No. Landscape Management Plan: Yes / No Special Requirements as applicable) Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac. / None Requirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: 2005 Surface Water Design Manual 111105 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High -use Site: Yes / No Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ❑ Clearing Limits © Stabilize Exposed Surfaces ® Cover Measures ® Remove and Restore Temporary ESC Facilities ® Perimeter Protection ® Clean and Remove All Silt and Debris Ensure ® Traffic Area Stabilization Operation of Permanent Facilities ® Sediment Retention ❑ Flag Limits of SAO and open space ❑ Surface Water Control preservation areas ❑Other ❑ Dust Control ❑ Construction Sequence Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facili Su mary and Sketch Flow Control Type/Description Water Quality Type/Description ❑ Detention ❑ Infiltration ❑ Regional Facility ❑ Shared Facility ❑ Small Site BMPs ❑ Other ® Biofiltration ❑ Wetpool ® Media Filtration ® Oil Control ❑ Spill Control ❑ Small Site BMPs ❑ Other raingarden 2005 Surface Water Design Manual 1/1105 4 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Cast in Place Vault ❑ Access Easement ❑ Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery > 4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other I, or a civil engineer d ineer under y supervision, visited a site. Actual site conditions as observed were incorporated into s sheet and the ac T nical Information Report. To the best of my knowledge th ' for on providqw�e 2005 Surface Water Design Manual 111105 Figure A-9 Facility Summary Oz: Figure A-10 Bond Quality Worksheet 30 Figure A-11 Draft Declaration of Covenant Form 31 Appendix B Geotechnical Report W) PREPARED FOR WELLS DEVELOPMENT COMPANY MAY CREEK BUSINESS PARK RENTON, WASHINGTON GEOTECHNICAL ENGINEERING STUDY E-5144 February 6, 1991 Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 101 Bellevue, Washington 98005 (206) 643-3780 222 East 26th Street, Suite 103 Tacoma, Washington 98411-9998 (206) 272-6608 V, TABLE-0—F CON"TET'T5 I E-51,44 6A PAG INTRODUCTION General................................................................................................................................ ........... 1 IPMject Description .......................................,..................................................................................... 1 SITLECONDITION5........................................................................................................................... 2 rurf c................................................................................................................................................... 2 If Subsurface............................................................................................................................................ 2 _QWn dwater........................................................................................................................................ 2 SeigmicConsiderations.................................................................................................. ............... 3 J DISCUSSION AND RECOMMENDATIONS............................................................................. enrai................................................................................................................................................. Site Preparation and General Earthwork..................................................................................... Pre -Load and Surcharge Pro m.................................................................. ............................ Foundations...................................................................................................................................... Slab -on -Grade Floor .............................. ................................................ ........................................... Excavatians-and„Slopes.................................................................................................................... SiteDraina e....................................................................................................................................... Utilities.................................................................................................................................................. PavementAreas................................................................................................................................... LIMITATIONS.................................................................................................................................. . PAdditional Servjces................................................................................................................. .... APPENDICES LW Appendix A - Field Exploration Appendix B - Laboratory Testing L w 3 a 4 S 7 7 7 9 9 9 10 U Earth Consultants. Inc. L f ILLUSTRATIONS r ]� 4# E-5144 Plate 1 Vicinity Map Plate 2 Test Boring Location Plan Plate 3 Typical Monitoring Plate Detail Plate 4 Typical Footing 5ubdrain Detail Plate 5 'apical Utility Trench Fill Plate Al Legend Plate A2 through A13 Boring Logs 14 Plates B1 and B2 Grain Size Analyses Plate B3 A.tterberg Limits Test Data L r Plates B4 and B5 Consolidation Test Data Lj Earth Consultants, Inc. February 6, 1991 Wells Development Company 11100 Northeast Eighth Street Suite 300 Bellevue, WA 98ON Attention: Mr, David Grein Gentlemen: Eca th Consultants Inc. i111R . 111 411,;41 1e T'1\ :l1i11 gMti K t iIN ul n itim-M I*xYitmj4 E-5144 We are pleased to submit our report titled "Geotechnical Engineering Study, May Creel; Business Park, Renton, Washington." This report presents the results of our field exploration, selective laboratory tests, and engineering analyses. The purpose and scope of our study was outlined in our November 30, 1990 proposal and authorized by W. Wells on January 8, 1991. Our study indicates that the site is underlain by approximately one to three feet of loose to medium - dense fill consisting of silty sand and sand with gravel. Underlying the fill, a soft saturated sandy silt, loose to dense silty sand and some organic silt was encountered to depths of 12 to 16 feet. Below these strata, dense to very dense silty sand and stiff silts were encountered to a maximum exploration depth of 24 feet below the existing ground surface, Based on our understanding of the proposed consm.letion, and the soil conditions encountered, it is our opinion that the proposed structures can be supported on conventional spread footing foundations, provided that a preload and partial surcharge program 'is completed first. All the foundation footings should bear upon at least two feet of compacted structural fill after the fill induced settlements have been completed. 1805 . 130 Place H E , Saiie 101, Bellevue, Wlashiglon 96005 222 E. 261h Slim. Swe 101 T:ccrna. ?:'asl,mglon p8•:119998 GEOTECHNICAL ENGINEERING STUDY A uy k:reek Business Park February b, 1991 E-S 144 Page ? We appreciate this opportunity to have been of service to you during this initial phase of project development, and we look forward to working with you in the future phases. In the meantime, should you or your consultants have any questions about the content of this report, or if we can, be of further assistance, please call. Very truly yours, EARTH CONSULTANTS, INC. /' —M /& Aaron McMichael Staff Engineer i Theodore J. Schepper, P.E. Director, GeotechWcaI Services DB/AM/TiS/ah P144-RDij Enclosure Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY MAY CREED BUSINESS PARK Renton, Washington E-5144 JNTRODUC'I'ION neral 'Ibis report presents the results of the Geotechnical Engineering Study completed by ECI for the proposed May Creek Business Park. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site and, on this basis, to develop geotechnical recommendations for the proposed site development. Project Description At the time our study was performed, the site, proposed building locations, and our exploratory locations were approximately as shown on the Boring Location Plan, Plate 2. From our discussions and review of the project site plan we understand that you intend to construct three warehouse/office buildings. The proposed buildings will consist of first -floor warehouse facilities with second -story office space. The project will also include paved parking areas and paved access roadways to all the warehouse facilities. Based on the preliminary design, the buildings will be constructed at finished floor elevation ;2. The site's present grade ranges from approximately 26.0 to 34.0 feet in elevation from west to east. Based on the building information provided to us, maximum total dead plus live loads are expected to be as follows: o Wall loads - 3 to 4 kips per lineal foot, dead plus live o Maximum Column loads - 150 kips, dead plus live o Warehouse Slab loads - 250 pounds per square foot (psf) If any of the above design criteria change, we should be consulted to review the recommendations contained in this report. In any case, we recommend that Earth Consultants, Inc, (ECI) be retained to perform a general review of the final design, GEOTECHNICAL ENGINEERING STUDY E-5144 .:reek Business Park Page 2 February 6, 1991 SITE COND17ION Surface The proposed site is situated on a parcel of land that is east of Lake Washington Blvd. North, west of interstate 405, north of May Creek, and south of the intersection of Northeast 44th Street and Lake Washington Blvd. The property is approximately 720 feet in length along the west, 745 feet along the cast, 310 feet along the north, and 730 feet along the south. The site is presently occupied' by Pan Abode Inc., as a lumber processing facility. An office, model home, three warehouses, and a production building are located on the site. The remaining area is paved predominantly with asphalt; isolated sections are paved in concrete. The asphalt is in poor to fair condition. Some areas of the asphalt have numerous cracks and show signs of a soft soil subgrade. It is our understanding that the existing structures will be removed in sequence as construction of the new facilities begins. The site is relatively flat and slopes gently from the north and cast to the west sides of the property. Elevations at the site range from 26 to 304 feet above sea level. The adjacent roadways that border the property to the north, east, and west are all higher in elevation than the subject site. The south side of the property parallels May Creel: and is several feet higher in elevation than the creek. Subsurface The site was explored by drilling 12 borings at the approximate locations shown on Plate 2. Please refer to the Boring Logs, Plates A 4 through A 13, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods and laboratory testing program is included in the appendix of this report. The following is a generalized description of the subsurface conditions encountered. In general, during our field study we encountered two to three inches of asphalt pavement that is underlain by one to three feet of loose to medium dense silty sand and sandy silt fill. Below the asphalt pavement and fill, a saturated silty sand with soft seams of sandy silt and organic silt was encountered to a depth of about 12 to 16 feet below the ground surface. Dense to very dense silty Sand and stiff silt were encountered below these soils to a maximum exploration depth of 24 feet below the existing ground surface. Groundwater The groundwater seepage level observed while drilling ranged from approximately 2.0 to 1.5 feet below the existing surface and are shown on the boring logs. Groundwater levels were measured at 4 to 7 feet below the ground surface during an earlier Hart Crowser, Inc. geotechnical study of the site. The Hart Crowser, Inc. study was completed during September of 1955. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Business Para: February 6, 1991 E-5144 Page 3 The groundwater seepage level is not static; thus, one may expect fluctuations in the flow and level depending on the season, amount of rainfall, surface water runoff, and other factors. However, fluctuations in the groundwater seepage flow should be expected, with higher levels typically developing during the wetter winter months. Seismic Conditions The Puget Sound region is classified as Zone 3 by the (UBC) Uniform Building Code. In their present condition, the upper ten feet of some on -site soils do have the potential for liquefaction during a seismic event. However, with addition of the proposed preload fill, we have calculated that the potential for soil liquefaction would be minimal. Our liquefaction analysis was based on an analytical procedure presented in "Soil Dynamics" by 5hamsher Prakash. Additionally, soil conditions are classified as a type & by the UBC with a corresponding S factor of 1.5. DISCUSSION TO RECOMMENDATIONS General Based on the results of our geotechnical study, it is our opinion that the proposed warehouse buildings can be supported on conventional spread footings bearing upon a compacted structural fill, provided that a preload and partial surcharge program is completed first. The preload and surcharge program is designed to induce settlements equivalent to those that are anticipated due to the slab and column loading. These recommendations are based on the amount of structural fill necessary to bring the finished floor slab surface to Elevation 32, Witb current grades, the site will require approximately one to five feet of structural fill to attain the proposed subgrade elevation. A. small section of the parking area in the southeastern portion of the property will require excavation of approximately two feet. No other site cuts appear necessary. If the finish floor elevation of the buildings change, ECI should be notified and allowed to re-evaluate otir recommendations. Due to the poor condition of the site's near surface soils, we recommend that a minimum of two feet of compacted structural fill be placed below all footings. A minimum of one foot of compacted structural fill will be required beneath all slab -on -grade and pavement areas. The majority of the site will require more than two feet of structural fill to obtain the proposed subgrade elevation. Only in the southeast sections of the east and south buildings does it appear necessary to over excavate and replace with structural fill. This requirement should be verified by observation at the time of construction. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY ;i;L. *ecek Business Part: February 6, 1991 E-3I44 Page 4 After the required structural fill has been placed, two feet of surcharge material should be applied to the southeast building areas. The surcharge will be required on areas where less than two feet of fill material will be needed to bring the building pads to subgrade elevation. Groundwater seepage waF encountered during our field study from 2.0 to 3.5 feet below the existing ground surface. Therefore, a subiloor capillary break and perimeter footing drains should be installed. Additionally, the pavement area located centrally between the three buildings and the southeast section of the site should be provided with subsurface drainage to increase the long-term stability of the pavement subgrade soils. Specific details concerning the parking area subsurface drainage is presented in the subsequent Site Drainage Section of this report. This report has been prepared for specific application to this project only and in a manner consistent with that level of care and shill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of the Wells Development Corp. and their representatives. No other warranry, expressed or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. Site PreRaration and General Earthwork The building and pavement areas should be stripped and cleared of all structures, foundations, slabs, existing utilities lines, surface vegetation, all organic matter, and any other deleterious material. Stripped materials should not be mixed with any materials to be used as structural fill. Where structural fill depths will be two feet or greater, it is our opinion that removal of existing asphalt from below slab -on -grade areas would not be necessary. It will be necessary, however, to remove the asphalt from below interior and perimeter footing locations. In these areas the asphalt removal should extend laterally a distance of two feet from the edge of the footing, Following the stripping and excavating operation, the ground surface where structural fill, foundations, or slabs are to be placed should be proofrolled. All proofrolling should be performed under the observation of a representative of ECT. Loose or soft areas, if recompacted and still yielding, should be overexcavated and replaced with structural fill to a depth that will provide a stable base beneath the general structural fill. The optional use of a geotextile fabric placed directly on the overexcavated surface may help to bridge unstable areas. Structural fill is defined as any compacted fill placed under buildings, roadways, slabs, pavements, or any other Ioad bearing areas. Structural fill under floor slabs and footings should be placed in horizontal lifts and compacted to a minimum 90 percent of its maximum dry density in accordance with ASTM Test Designation D-1557-78 (Modified Proctor). The fill materials should be placed within +2 percent of their optimum moisture content. Fill under pavements and walks should also Earth Consultants. Inc. GEOTECHNICAL ENGINT-ERING STUDY Business Park - February b, 1991 E-5144 Page 5 be placed in horizontal lifts and compacted to 90 percent of their maximum dry density, as determined by ASTM D-1557-78. Beneath pavements, the upper 12 inches should be compacted to a minimum of 95 percent per this same standard. Based on our laboratory test results, the moisture content of the on -site soils at the time of our exploration was well above optimum. Thereforc, unless the moisture content can be reduced, it will be necessary to use imported granular soil as structural fill. Ideally, particularly during wet weather conditions, structural fill should consist of a free -draining granular material. This material should have a maximum size of three inches and rio more than 5 percent fines passing the No. 200 sieve, based on the minus 3/4-inch fraction. Given the fine-grained nature of the native soils, it is strongly recommended that earth wort: operations be undertaken and completed during the dry summer months. Pre -load and 53trcharge Program As discussed, we recommend that pre -load and partial surcharge program be implemented prior to construction of the facilities. As indicated earlier in this report, we recommend that two feet of surcharge material be placed above the southeastem building slab areas where less than two feet of fill will be necessary to bring the pads up to the subgrade elevation. In other areas, where the fill depth will range from three to five feet, additional surcharge would not be necessary. The program is designed to pre -consolidate the compressible soils, in a manner that will limit post construction movements to within a tolerable range. Based on our analyses, we estimate that the preload and surcharge fill material will induce approximately two to three inches of settlement across the building foundation area. Based on the results of our laboratory testing of the site soil samples, we estimate that this settlement should take about four weeks to occur. The surcharge material, where placed, may be removed when the required settlement rate has been reached. A smaller settlement than estimated could indicate that the soil conditions are better than anticipated. Conversely,a larger settlement than that estimated could be interpreted as indicating the soil conditions are worse than anticipated, and additional measures, such as more surcharge or a longer surcharge period will be needed to obtain satisfactory results. As stated, it is important to note chat surcharge fill is in addition to the fill required to bring the site to subgrade. 71e surcharge and fill should extend, at full height, a minimum of five feet from the building perimeters, and then slope outward at 1H:IV (Horizontal: Vertical). Earth Consultants, Inc, GEOTECHN1CAL ENGINEERING STUDY �c.., ..reel: Business Psrk February 6, 1991 E•5144 Page G Surcharge fill does not have to meet any specific requirements except that the material should have a total density of one -hundred -twenty (120) pcf. However, if the surcharge material is to be used for structural fill in other areas after completion of the surcharge program, it should meet the requirements for structural fill. The definition for structural fill can be found in the site preparation and general earth work section of this report. Prior to placement of the fill and surcharge, we recommend installation of six settlement markers within each building surcharge area to monitor the magnitude and rate of such settlement. A typical settlement monitor is illustrated on Plate 3. These markers should be protected from disturbance by construction equipment. The settlement markers should be surveyed, as soon as the markers are installed, by Earth Consultants, Inc. personnel or a licensed surveyor. Monitoring should be done during preload fill and surcharge placement at daily intervals, depending on the progress of the filling operation. Readings should then be taken on a weekly basis after completion of the preload fill and surcharge placement until the settlement has stabilized. The initial reading should also show the natural ground elevation, and readings taken during preload, and surcharge placement should also show the changing ground elevation. Settlement readings should be evaluated by Earth Consultants, Inc, if a licensed surveyor performs the settlement monitoring. Foundations Following successful completion of the preload and surcharge program, it is our opinion that the proposed buildings can be supported on conventional, continuous, or individual spread footings. These footings should bear on at least two feet of compacted structural fill. The compacted fill material should extend at least one foot beyond the footing perimeters. For frost protection and support considerations, we recommend that foundation elements be bottomed at a minimum depth of eighteen (18) inches below final exterior grade. interior foundations should be provided with a rltnimum of twelve (12) inches of final cover. The foundation elements can be dimensioned for an allowable bearing capacity of 3,000 pounds per square foot. With foundation elements obtaining support as described, and with structural loading as expected, estimated total post construction settlement falls in the range of one-half inch for the slab areas, and three-quarters inch for the column areas. A one-third increase in the allowable soil -bearing pressure can be used when considering short-term transitory wind or seismic loads. Lateral loads can also be resisted by friction between the foundation and the supporting compacted fill subgrade or by passive earth pressure acting on the buried portions of the foundations. For the latter, the foundations must be poured "neat" against the existing soil or backfilled with a compacted fill meeting the requirements of structural fill, Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY May Creek Business Park February 6, 1991 E-5144 Page 7 Passive earth pressures may be assumed to be equal to 350 pcf equivalent fluid weight. To calculate base sliding resistance, a coefficient of friction equal to 0.36 may be used. Lateral resistance has been calculated for compacted granular fills. Additionally, since movement is required to mobilize full lateral resistance, we have applied a factor of safety of 1.5 and 2.0 for the passive resistance and coefficient of base sliding, respectively. All footing excavations should be examined by a representative of ECI, prior to placing forms or rebar, to verify that soil conditions are as anticipated in this report. Slab -on -Grade Floors With site preparations completed as previously described, suitable support for slab -on -grade construction should be provided. The slab should be provided with a rninimutn of six (6) inches of free draining sand or gravel. In areas where slab moisture is undesirable, a vapor barrier such as a 6-mil plastic membrane may be placed beneath the slab. Two inches of damp sand should be placed over the membrane for protection during construction and to aid in curing of the concrete. E,x:r,.9vaflqns and Slopes Based on the preliminary grading plans, the site would not require cuts except for a small area located in the parldng area of the southeast section of the site. We anticipate that this area will require approximately two feet of excavation and will have enough room to create a gentle slope to the property line. Soil conditions at the site fall into category "C' in accordance with current OSHA regulations. Therefore, temporary cuts greater than four feet in height must be sloped at a minimum inclination of 15:1 (Horizontal: Vertical). If slopes of this inclination, or flatter, cannot be constructed, temporary shoring may be necessary. This shoring will help protect against slope or excavation collapse, and will provide protection to workmen in the excavation. If temporary shoring is required, we will be available to provide shoring design criteria, if requested. Site Drainage The site must be graded such that surface water is directed off the site. Water must not be allowed to stand in any area where buildings, slabs, or pavements are to be constructed. During construction, loose surfaces must be sealed at night by compacting the surface to reduce the potential for moisture infiltration into the soils. Final site grades must allow for drainage away from the building foundations. We suggest that the ground be sloped at a gradient of three percent for a distance of Earth Consultants. Inc. GEOTECHNICAL ENGINEERING STUDY May Creek Business Part: February 6, 1991 E-5144 Paee 8 at least ten feet away from the buildings, except in areas that are to be paved. In paved areas, a minimum drainage gradient of one and one-half percent should be used. We recommend the appropriate locations of subsurface drains, if needed, be established during grading operations by SCI's representative, at which time the seepage areas, if present, be more clearly defined. It is likely that seepage will be encountered in utility trenches excavated approximately two feet below the existing ground surface. If seepage is encountered, we recommend your contractor slope the bottom of the excavations to one or more shallow sump pits. The collected water can then be pumped from these pits to a positive discharge point, such as a nearby storm drain. Depending on the magnitude of such seepage, it may also be necessary to interconnect the sump by a system of permanent connector trenches. We recommend you install footing drains around the building perimeter just below the invert of the footing, with a gradient sufficient to initiate flow. A typical detail is provided on Plate 4. Under no circumstances should roof downspout drain lines be connected to the footing drain system. All roof downspouts must be separately tightlined to discharge. We recommend you install cleanouts at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. As previously mentioned, the parking area centrally located between the three proposed buildings and towards the southeast site corner should be provided with subsurface drainage. This drainage will increase the long-term stability of the pavement subgrade soils. The system should consist of an excavated trench at the base of which a four -inch perforated drain pipe wrapped in fabric is placed. The pipe should be slotted and have a smooth interior surface, and sloped at not less Than one-half percent to a permanent discharge point. The fabric wrap should consist of Mirsfi 140-N filter fabric or equivalent. The pipe should be bedded and backfilled in a clean, free draining aggregate meeting the grading requirements for a class 2 fine concrete aggregate per the Washington State Department of Transportation (WSDOT) specifications. The drain pipe invert should be set at a minimum of four feet below the final pavement elevation. The drainage aggregate should extend a minimum of four inches below the pipe and laterally a rrdnimum of twelve inches to either side of the pipe. Additionally, the drainage aggregate backfill should continue to the pavement subgrade elevation. The proposed grading plan indicates that the storm sewer system includes three lines which span most of the area of concern. Consideration could be given to installing the subdrain system in the same trenches excavated for the storm sewer. Alternatively, a single separate line can be constructed Earth Consultants. inc, GEOTECHNICAL ENGINEERING STUDY May Creek Business Park February 6, 1991 E-5144 Page 9 with collected water taken to a point of permanent discharge. With cuts required in the southeast section of the site, and considering the groundwater level, it would be prudent to install the subdrain in this area prior to excavation. Uti ides 'french backfill beneath building, parking, and roadway areas may consist of native granular soils or imported materials provided they are near optimum moisture content as determined by our field technician. During wet weather, we, recommend using an imported structural fill, as described earlier. Compaction requirements for bedding and backfill are described in detail on Plate 5, Typical Utility Trench Fill. Pavement Areas The adequacy of site pavements is related to the condition of the underlying subgrade. To provide a properly prepared subg ade for pavements, we recommend the top one foot of the existing site Fills and any structural fill that will be added to the site should be compacted to 95 percent of the maximum dry density (per ASTM D-1557-78), as described in the Site Preparation section of this report 'It is possible that some localized areas of soft, wet, or unstable subgrade may exist. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. We recommend the following pavement section for lightly -loaded areas: • Two inches of AC over three inches of Asphalt Treated Base (ATB) material. Heavier truck -traffic areas will require thicker sections depending upon site usage, pavement life, and site traffic. As a general rule, you may consider for truck -trafficked areas the following sections: Three inches of AC over four and one-half inches of ATB. We will be pleased to assist you in developing appropriate pavement sections for heavy traffic zones, if needed. LIMITATION Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided to us by you, and our experience Earth Consultants, Inc. GEQTECHNICAL ENGINEERING STUDY May Creek Business Park February 6, 1991 E-5144 Page 10 and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and shill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the borings. Soil and groundwater conditions between borings may vary from those encountered. The nature and to the extent of variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services We recommend that ECI be retained to perform a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction specifications. We also recommend that ECI be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications, or recommendations, and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. Earth Consultants, InC. 4ir yT„ sT _. l .LPL hG 1 ; , r• JJ1 in �'V�, Yjs"lrZ, IE ssi' ' ]V �,� test SL Siirg ��J- i• w Y �r`IIlL ! � _ � �T N t � •i 1 ,( l7lwf� ttj ` T ,! 1VIIf><7N1{�f ` y i,�O • • h PLFLSURf CnOVFLANLK r..18 �,Ir, Y1�f.. rover OfERFORP `R «. �• sT •. tu1JrC R�JNw t� r � � q g T Si 1i 81 YIM , CRFiT tit ter. Tw I cia ►ARX $; iM T �� f ST E _ IDi y s Zip Tsff rAllri� I � K ���II h tr a-.4j�;r"!t1 ii�iw 6 IJurttfA� �:: ry � ST"t aim It 113l { SDK � e � ` •,�, � i IIIIV7III rl R`-R,rW�N r�l EF 7M ` T 4. i' I " ,L ] :Sys E� •�D ET AI , E '' h I •axis x f7 T N w��O ,SDUTN rDVNT C � D fL NTH ST o i1 tt '•F' NU ST i I � x P1 SE )ON101 III'- S1II E t N L .,:%7, CZAR RI REACH STh N tYe�iH• .i:, . PARR �►j n if f T I FI ]f771 i 57 t '�j if XrNNYDALF OWN lK L 3 M I T ,4f Farm Consultants Inc. l 1 I t(Ij"*4 cruerr w-.O Exww a G"wvrnir,,,,ww,,,-tvN MS:T,nh ?raj. No. 5144 Reference King County / Map 27 By Thornos Brothers Maps Dated 1990 Vicinity Map May Creek Business Pork Renton, Washington I Rate Jan. t91 f Checked DB date 1/24/91 1 Plate 1 P+Wly Lime B•r'; tf�m LEGEND AlImE)urfote LCCO11Grl at [CI E}rxrrl. r'uryj [JO E '.t l•}• .tin 00i 1 m I aM„I,r>t) f!•lilrl�rKj I'rh,c•:•etl Ilmn!�btrt, C � S,�Y fit+fr„r;�o -fc 5Plcas By mq,lalM•1• nnA •i:HAC31PS Lkn,u lfiKf.H:m Brx.mg LI.c0lon Fbr7 IIIc- t.kly Cre^(* Business PCPk FL-nlon, Wclshngtm SCHEMATIC ONLY - HOT TO SCALE HOT A CONSTRUCTION DRAWING SURCHARGE .OR PRELOAD FILL < b rim ,411 �ifina ,,E11t la - NOTES: a Base consists of 34 - inch thick, 2 foot by 2 foot plywood with center drilled 5ia - inch diameter hole. e Bedding material, if required, should consist of Traction Sand. • Marker rod is lit - inch diameter steel rod threaded at both ends. • Marker rod is attached to base by nut and washer on each side of base. s Protective sleeve surrounding marker rod shouid consist of 2-Inch diameter plastic tubing. Sleeve is not attached to rod or base. c Additional sections of steel rod can be connected with threaded couplings. 0 Additional sections of plastic sleeve can be connected with press - fit plastic couplings. • Steel marker rod should extend at least 6 inches above top of plastic sleeve. • Marker should extend at least 2 feet above top of fill surface. TYPICAL SETTLEMENT MARKER DETAIL Fzrh Consullani5 Inc. MAY CREEK BUSINESS PARK `�. {.....wrdlvw.... ,...,w.►r,,.......wA..,..N. A.NTOtd, [;A5HINGTON Praj. No. 5144 Drwn. GLS Date ?:eb' 9? Checked AM Dated 2-1-91 Plate 3 r SCHEMATIC ONLY - NOT To SCALE NOT A CONSTRUCTION DRAWING SLOPE TO DRAIN ' inch train. ,, f. ;' :,•:.., + 4 inch min diameter • . � , �, .. �. •. •!�- a �' + •a .•� Y'•+•� •,t .•. Yam. a � C 71 •,i -�•�•. gyp• -..mot o r 4 r � •. • Opp *e• • �� . ..• 'i a � 4 a a � . n + r a • 2 inch min. / 4 inch max. LEGEND 12 inch min. I =:;:::,•4. Surtace seal; native soil or other low permeability material. Gravel backfill for wails; WDOT Standard Specifications, Section 9-03.1212) , or Fine Aggregate for Portfgnd • ! Cement Concrete ; Section 9-03.1121, nDrain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. —� — Impermeable visgeen barrier or other impermeable material approved by Geotechnical Engineer. TYPICAL FOOTING SUBDRAIN DETAIL s Earth C01-ISUITantS ll']C. PAY CREEK BUSINESS PART: M11 ..r.,,rnvz.�..,.,.�..�k.�,,,,. RENTON, WASHINGTON 18 inch min, 2 inch min. f Proi. No. 5144 1 Drwn. GL5 i Date Feb' 91 I Checked AM t Dated 2-1-91 1 Plate 4 1 Backfill Bedding Non -Load Supporting Floor Slab or Areas Roadway Areas •' , tab• � .. � 90_ . PIPE Olc�� &_rvj-50. ,•Q . o. p pro': °'�Ao,a,6 0: 4i�Q.o., p•o •�. �. O'R�b:a'i °Qp0•' �•'aCn��.,o0°.g•' p"e..Zj!� LEGEND: varies I Fool Minimum Varies faries Asphalt or Concrete Pavement or Concrete Floor Slab e,a e•• Base Material or Base Rock Backfill; Compacted On -Site Soil or Imported Select Fill Material as Described in the Site Preparation of the General Earthwork Section of the Attached Report Text. 95 Minimum Percentage of Maximum laboratory Dry Density as Determined by ASTM Test Method D 1557-78 (Modified Proctor), Unless Otherwise Specifled in the Attached Report Text. Bedding Material; Material Type Depends on Type of Pipe and laying Candttions. Bedding Should Conform to the Manufacturers Recommendations for the Type of Pipe Selected. TYPICAL UTILITY TRENCH FILL .'`.�,��''`.. Fart)-i Coi�sultants inc.!� �.'�.i,` MY CREEK BUSINESS PARK �l'!�. ;�S J �.ti.e+�rrvrra. �casaw,arn..�r.s.*�e„r,.ir.•. RENTON, WASHINGTON Proj. No. 5144 Drwn- GLS fate Feb' 91 Checked A."t Date 2--1-91 Plate 5 APPENDIX A £-514J4 FIELD EXPLORATION Our field exploration was performed on January 15 through. January 17, 1991. Subsurface conditions at the site were explored by drilling 12 borings to a maximum depth of 24.0 feet below the existing grade. The borings were drilled by Subterranean Drilling, Inc., using a track mounted mobile B-61 drilling. Continuous -flight, hollow -stem augers were used to advance and support the boreholes during sampling, Approximate boring locations were determined by taping from existing buildings on the site. Approximate boring elevations were determined by a topographic map provided by Wells Development, Inc. The locations and elevations of the borings should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring Location Plan, Plate 2. The field exploration was continuously monitored by a geologist from our firm who classified the soils encountered and maintained a log of each boring obtained representative samples, measured groundwater levels, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System which is presented on Plate A3, Legend. Logs of the borings represented in the Appendix on Plates A4 through A13. The final logs represent our interpretations of the field logs and the results of the laboratory examination and tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the trawitions may be more gradual. In each boring, Standard penetration Tests (SPT) were performed at selected intervals in general accordance with ASTM Test Designation D-1586, The split spoon samples were driven with a one - hundred -forty (140) pound hammer freely falling thirty (30) inches. The number of blows required to drive the last twelve (12) inches of penetration are called the "N-value". This value helps to characterize the site soils and is used in our engineering analyses. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Earth Consullants. Inc. GRAPH LETTER MAJOR DIVISIONS SYMBOL SYMBOL TYPICAL DESCRIPTION Gravel •``4".e`•• • i �•�• • • �' OW wer�•Gtaoee Gravels, Gravei•Sano And Glean Gravels '• 9W Matures. Lillie Or No Foes a' e• • . OP Poorly -Graded Gravers. Gravek- Gravelly Ilrtile a. no fines 1 Coarse So -is M tF 4 9P Sand Mrxfurea. Lillie Or No Fines Gralnitl • a GM $rny Gravers.Graver•Sanp- Sods More Than 501. Coarse Gravel$ With a 9M Soil M,xiures Fraelron Fines( addrec,a Ole �nlr Clayey Gravels. Gravel- Sano- Rata+nee On amount of Imes I Nd a SreV! +gC Clay Mixtures Sang • �•' • � •• SW Well -Graded Sands, Gravelly Sands. Lillie Or Na Fines AndSanoy Clean Sane •`.� �•�:�•• SW More than (little or na lines I Poorry-Graded Sands. Gravelly 54'r Haler it Sa,rsP Sp Sands. Lche 0r No Fines Larger Than Na 200 Sieve More Than 50% Coarse :•:Y...•...•.i•, l:%:'l ;;�:j M Silty $snos, Sand- Silt Mixtures Site Fricl,on Santls Willi Fines faRpreCradke -.•,,,(.l.r.r., Sm Sieve ^g Na amaunl of lines) .S�i SC Clayey sands. Sand -Clay Mixtures ML Inorganic Shca 8 Very Fine Santls, ROCK Floi,t,Sirly- I Clayey Fine Sends: Clayey Sdts wr Slight Plasbrerty Fine Sit($ Liquid Urn,l CL Inorganic Clays OF Low is Medium Plasticity, Grained Ana Less Tnan 50 Gravelly Clays, Sappy Clays. Silly Clays. Lean Soils Clays OL Organic Sibs And Organic 01 Shcy Clays of Low PlasKrly MH ino%anic Soil. Micaceous Or Aalomaceous Fare More Tnan HH RIM Sand Or Silty Soils SDIMaterial[nth Srhelter Tnan Sifts pr,a Liourd Limit {`,}� Inorganic Clays OF H+gn No. 200 S eve Crays Greater Tnan SO Ch Plasticity. Fat Clays Size ' OH Organlc Clays pl K,ed+vm To Hph ' Oh Plliste—ay, Organic Sells Highly Organic Solis _ '• _ - r.L~ PTPeat. pl Hurnus. Swamp Sons W�7h HV Organic Contents Tooaoil Humus And 0pH Layer Fill Hrgrily Variable Conatiluents The Oiseussion In The Text OI This Rodart Is Necessary For A Prooer Uncerstano.rig OI The Nature 01 The Mater,at Presented In The Attaches Lops Motes Dual symbols are used to indicate borderline soil classiflcation, Upper case letter symbols designate sample classifications based upon lab— oratory testing; lower case letter symbols designate classifications not verified by laboratory testing. I 7-O.D. -SPLIT SPOON SAMPLER T� ZA- I.D. RING SAMPLER OR 11 SHELBY TUBE SAMPLER P SAMPLER PUSHED r SAMPLE NOT RECOVERED g WATER LEVEL (DATE} iWATER OBSERVATION WELL II`'I��J� Ear tIr.�1�1 tl� Consultants Inc. I / I� q,,�M.,,1.,•Kr'•Y� 1a.q".A lVnw,•y�Yq., y. .•M, .�. \p C TORVANE READING, tsi qu PENETROMETER READING, tsf W MOISTURE, percent of dry weight pef DRY DENSITY, pounds per cubic ft. ILL LIQUID LIMIT,percent Pl PLASTIC INDEX LEGrENQ • BORING ��. $- � d nD �99e BY , Date '-`15-91 Bev, 26.5'; Graph us C5 Soil Description Depth � � Sample (N) Blows W S°ir1 ' Ft. SP Gray brown fine to nedJurt SAND with Sravel, trace silt, devise, wet 23 13 I 11 � 10 29 nl v1 ay SILT, riedi= stiff, saturated 10 � 18 sm Gray silty medium SAND, dense, saturated 50 i` -oh Organic SILT, log sm Grav silty nediun SAND, loone, saturated with organics, dense 6 20 Boring terminated at 24 feet below RXistinr, grade. Groundwaer encountered at 2 feet during drilling,. Boring backfilled with cuttings, bentonite and concrete. SAWAM sDnOerOrl d*0=*0 MOM-M l our Oftelft font 31 ins 1rm. •nD lecofrgn p1'Ml 090m m'01Y pea, w0d'W4 W amp, r Mq 1*tq. Ma"ji. bnC N 09V M. They met n01 neCnlaamy rlDir3*M&PrA 01 01h6! M%t I" bCJS10n4. %W CMM AMCM FvJM i4b41ny Our IM lM w mmrp1.S►110h by 01hon1 01 rniOrTalian gesanp Oh Iha fps /^ �j;1. •� BORING LOG Earth Consultanis inn. MAY CREEK nUSINE,s rAR L,!1� �,.r/1',,% r w.snrwdk+R n �=,rwrD3lsak+s.,narrre,ra�.�e,rrw, RENTON, WASHINCTON g8Le 2-1-9) plate A2 Proj.No, 5144 Drwn. GLS Date PF,brgl Checked D9 BORING NO.,3�-e-2 legged By R! Date ]-:5-91 may, 27'a Graph US CS Soil Description Depth (ft.) Sample tM Blows W f°r46} 2" asphalt concrete Sp Light brown fine to coarse SAyD, trace � 15 silt and gravel, nedium dense, saturated 5 -very dense with gravel 40 -grades to gray, dense 10 I 21 ML Gray sandy SILT, medium stif`, saturated I 5 �I 6 � ` I 15 59 sp Gray nediun to coarse SAi+D with gravel, trace silt, very dense 20 sp {very dense) 63 Boring terminated at 24 feet below existing trade. Groundwater encountered at 3 feet during drilling. Boring backfilled with cuttings, bentonite and concrete. Subaurtace OWWAOns OepmAeo MOM04M ow 0*"r W enz in Ow lry* anp wwoon of tftis esblonnM hoe, rlwdd*d by enpneannp imu. anseysii. enc t11fIQe111e1Y. lney ate P& n e"SArMY I&Vr OMeMM pl puler 11111ea enp Jocel.Ons. V& can" mempt Isspomooddy wr the we at llnelpretenpft by Afters 91 mwrmajen pmwvnioc On VM In A`� Earth COIZSU1��MS InC. BORING LOG MAY ckcr.K BUSINESS PARK U!r/ ,.r,f`)1111CAVk<M19M1i"Alft"rs,4eWO0e4%tFm•nWInaYIWVr M* l i.YT: N, 11ASHINGT_)K Prol. No. 5144 =Drwn.GLS Date Feb' 91 1 Checked Dn Date 2-1-91 1 Plate A3 BORING NO. Lagged By D° Date �_'r_91 may, 2E,� Graph us Soil Description Depth Sample (N) Blows W Ft �} sa Gray -brown nedi= to coarse SAND with E'1d silt SAL4:rite ii 'lilliilf� Ml Gray sandy SILT', trace gxavr.l, medium, � g 25 ;Ijlli=l� saturated fi $ �f Bill -lenses of peat I I 7 43 } nl Gray sandy ST:.T, medium --tiff, ! II III saturated 1 S 10 sp Gtra; t�ed�u ,t&goarse SAND with gravel, 23 M. Gray silty medium SAND, nediun dense, ` saturated 12 ••� ii; �I� ff? 1 S ,p Grav nediun SAND with gravel, nedium dense, saturated 13 za sri Gray silty rtediun SANK, trace gravel, 6 }t:s;.; loose, saturated i7 ml Gray sandy SILT, mediur, stiff, saturatedl sm Gra", szl y nedxtxn 5NNDi dense, sat rate LLdC? or Va Boring terninated at 24 feet below existing grade. Groundwater encountered at 2 feet: during drilling. Boring backfilled with cuttings, bentonite and concrete. Sufauflaca canda.Oru OeCrCtco mom"nt our nnar [ ons a'" i,mt aa0,ocatfon w Ihfs aealonblWy nee, hnwdwla by orvin nnp Sam ene"d. ant Nowrnont 7h.ey arc na MCassanfy tmft*nutr•a V other U"*& an0 bC►rmo+H We ealwal acCoul naPdVrWlny W Ina we «vLLarpntM q o1M•L 4)1 ,nrpnnuga pro"Moo on fiR W9 r- .n BORING LOG �i:l, Eartiz Consultants Inc. /, ij ',T.Y CRf:Lt: RI15TIr8SS ARK ti �/YMfYIY C91FnFVrrn �RSyV,II?�i11t1hManiYSeMTr4Vi RENTON, DASHING:-- Prat. No. 5144 Drwn. GLS pate Feh'91. Checked OB Date 2-1-91 plate A4 I. BORING NO..�: � Logged By Date 1_ I a_ g 1 Bev. 2. ' z INGraph UC.SS Sail Description D{1tJ� Sample $lows {%} FL SM Brown fine to medium silt, SF1M with sravel, nediun dense, saturated 5 -grades to dense -grades to gray with gravel ! f nl Gray sandy SILT, trare gravel, }�) medium dense,.saturated � t i 1 sm Gray silty medium SAND, trace gravel, s;, medium dense, saturated uI 15 -grades to gray brown with L gravel, very dense I J 11) 23 20 25 I 5 20 10 Boring terni.nated at 19 feet below existing grade. Groundwater encountered at 3 _eat during drilling. �cring backfilled with cuttings and bantonite. 41 SUM orlaCa eand"ieb dealClee morrMm ow mmrnlwnS al IrK Ume and ftellen W ln.l ex"ISIery We. mddihad b/ aegrna6,rnq w=. aMi rn. and nrOW"iti. 7 hay ark nm netanany represenlarhM W wMe 11WS ane iocni M' Vok Lanrdm accom mapggreriny lot the rrle W Ime,rereial'on b, Imma el mlonnanen yrner on lhn lop BORING LOG Faith Consultants Inc. NLAY CRUX BUSINESS PARK 1 It �i• ; .� RENTON, WASHINGTO { ! %:. f 1 ,! [,AtY+rneye !'Jrgtrrrt (nwy1R.' R ►n..r.wn'+ni1e rKr�Ysr• Praj. No. 5144 Drwn. G L S Date F'eb' 91 Checked Dp I Dale 2-1-91 Plate A5 BORING NO. Logged By DP gate1-15-91 Env. 3 C I U5 Depth (N) W Graph CS S6H Description Sample Blows i96! Ft ;�3 ri• ;lrnwn silty coarse .,,..,v with gravel, Wet to 4 27 i ML Gra'•' ;.tardy S11,T, 3uft, saturated, trace gravel 2 95 LI, 52 oh Brown organic SILT, soft, saturated PL=51 I — — P1= 1 ! nl Gray SILT, medium, dense, saturated 10 s10 Gray medium to coarse SAND with gravel, trace silt, very dense, 38 �:'r:� •' saturated 15 �•;qc sn Gray silty medium SAND with gravel, i;� Ft• dense, saturated 27 Boring terminated at 18 feet below existing grade. Groundwater encountered at 1.5 feet during drilling. Boring backfilled with cuttings and bentonite. snbsunjet Co"00e 4 OepinW RonnerA aweeio Ml Ions 11 the Ii" erA W-Wimn a1 IMs eselpr/laq hyt. MWAIW tor *n WN 9IVM. erle"K, MAC µ+aperrMlr. TMy yre Doi of MJW Im i •na W.4t�onl. Mk ramw •Cro0l lespensiaifAy for Ine Uee er ~prnaj W ar oimn of m1crrMlgn plesemea on Ma kV r Earth Consultants Inc. \�I�J ::.+ ~r• CC01TWCN f,JW9--ft-VQk t'Ll L kA•tir.nMT•W Mxnttal. Proj. No. 5144 Drwn. GLS pate Feb 1 91 BORING LOG MAY CREEK BUSINESS PARK RENTON, WAGNINGTON Checked DP Date 2- ] -91 1 Plate Ab BORING NO. , Logged By op Date _—� - 15-2O Bev. Graph CS Sail Description D(ft) Sample IN1 WOWS F;. 2' asphalt concrete sp Red brown edium to coarse STAND with n gravel, sat-;�ated 2 36 ;i.•al, ;rl!I ,;,1 Gray SILT, ,._.•::I sartd, not, :,aturated 7 52 sn Crades to brown ,i It.- S,i M, marse , saeurarec I I ml Grades to gray with Nand, medium �_•<:' ;�i� s,ki:l:r''F��• sn Gray silty nediiin SAND, trace organics, 1i nediun dense, saturated 10 � B II�Ij ml Gray SILT, nediunn, saturated j, -grades :.o sti�_z T 1S E 15 sM— Gray silty nediun to coarse SAND trace travel, dense, saturated 16 Boring terminated at 19 feet below existing grade. Groundwater encountered at 3 feet during drilling. Boring back,=i'_le6 with cuttings, bentonite and concrete. Sumwnce cofwd, Dapeive miwwwd err oaaaroribnt at w lane amd wwir m P1 inn ■MaMtbry nGre, MOM00 W anpxwr'g W%.' and 000;0"n: Irwr am MI mK0131 r.y froir"Mm" pl CInar lanai an0 W.2601U. V,a tannpt aecarn raaD0n5-b4Ry IOr 1he Val M IMVOMAI-0� by Olnars OI fnrbr1 W1L pfe Amc on toles 10; BORING LOG Earth ConsUltzots Inc. '!pry CREEK BUSI\E-S PARK 4r! .: RENTON, UASliii-L;T ' 1� 1� ,. ��[mvT*n�rf��>,Rnr�nt...ure„•�•AF,•+'rlm+.rnar`++rrue.n Proj. No. 5144 Drwn. GLS Date rt-h' gl Checked nn Date 2-1-91 Plate A7 BORING NO.� Legged By DR Date 1 -16-91 Bev. 31 + = Graph us CS Soil Descaiptian Depth } Sample fM Blows IV W Ft � 2" asphalt concrete it i `V.: z sn Gray silty mediun SAND with gravel, e kettl: loose, saturated T r:: ; � a$�f.e•a{•i IIIj l�li nl Gray brown sandy SILT, tract' organics, �llf�l11 soft, saturated 4 39 40 LL-44 PL-29 Pi=15 sm Gray SILT, loose, saturated i� Ejlf(i E I I ml ter_ Gray -brown ElVil, trace sand and 10 organics, soft, saturated 4 So sn j l 14 Gray silty nedium SAND, trace gravel, medium dense, saturated ' 15 s € :� 1 ?::��3 p i l -grades to dense 15 j.Ti rt€4 20 sn Gray silty SAND with gravel, very dense, T I saturated I 36 subanttaef M 00" EaP+eNo f%Pft%4re txa Cbm*naypna At UN trme ana JMCm n 0 te,a „"lar tory l+We- rr%WdA p pf mr+0'r+mwrrnp Mari. ►mrym.t, mnC tuo"f wr.. 7rwy arm ao: r 823arrry41 01WJenis Ana bGlreni. %% CAnnp. ■t&M omoanmroriay JW She vmm or +n+mrppatatOn bt Wtwn 0 rnlermu4n Prrmemod on h+U by ti BORING LOG l f �"�1l F�2llrtll Consultants Inc. 'ZAY CFiM' BUSINESS PARK r thaw,actWPCMk„WrKtra.cwa*oc^&U1%wWVtrr;,�v�mo. RtATO�L, 1]riSHiNGTf�i1 } Proj. No. 5144 1 Drwn. GL5 Date reb' 91 # Checked DR pate 2-1-91 1 Plate As BORING NO. Lagged By DR Date Elev. 3U'= Graph us CS Sail Description ft� Sample Blows (96) FL Gray brown silty coarse SAND, loose, sm wet I 4 32� mI Gray sandy SILT, soft, saturated f 5 27 19 �•:.: sp Gray medium SAND, dense, saturated 10 w 1 �.., nl Gray brown SILT, trace sand, medium stiff, saturated I 13 15 (grades t:c stiff) I I Bering terminated at 19 ieet below existing grade. Groundwater encountered at 3 feet during drilling. Boring backfilled with cuttings and bentonite. 16 Subaurram Wndle1mv ato wd npryerK our OOaarvargm a me I" ■AO Vasken d Ine emraratory Wt, -004nO by Of9f,"MV lrwU. Arw"a. and M"erner4. f11" Are ►1 . n aa1rrr rMrWj&mwr.. N pllnr IMWS AMC kC p . We Gnna AMOol ft&D A MMY 101 the VIA Or rlller014MVOr4 py 011yrs or 1nN1111a11en prayam�d On"fop, f.. BORING LOG 1 el� Eail�Z Consultants Inc, ?iAY CREEK BU5T_N8SS PARK fo�bWFA W"!b, R819TON, WASHINGTON Proj. No. 5244 1 Drwn. CLS Date Fete' 91 I Checked DE Date 2-1-01 plate A° BORING NO. Logged By DR Date Bev. Graph us CS Soil Descriptionft) I Depth Sample IN) Slows W 1 21' asphalt concrete SID Red -brown coarse SAND with gravel, 100SP VLDRr;-un ri MP, wet I Tit. r, n Brown Silty medium to coarse SAND, �)A: 100sej saturated 33 -9rddes to gray brown, trace 5 silt nl Brown SILT, trace organics, median stiff, saturated 10 L 1., 31 sm Brown silty inL SAND, saturate 1diun ID, loozL-, 25 n1 Gray Medium SILT, trace sand, median stiff, saturated 28 is :44 Sri Gray silty medium SAND, dense, 'X saturated 27 Gray nediun coarse SAND, very dense, saturated 20 , 63 --T Boring terninated at 21.5 feet below existing grade. Groundwater encountered at 2.5 feet during drilling. Boring backfilled with cuttings and bentonite. Sufturima w11046ons ceD10#0 mom cm our o;M-woms it the mw im *:at*n W. %a %Axwomiarf Pxst. "*dif*o by ono~.N irsu, ina".s. ane Wpl"M. They aft n . foCols4fily rroir rnaj" of Vhqr 1m 5 Sna WWW4, VM Cann &Ceojr, (&MXX"jtny jol j" Wj4 gr Mt6jp"j&j,,,n DV jXAeM or Mror"wPon FMMft on trot qp BORING LOG Earth Consultants Inc. MAY CREEr BUSINESS PARK lk RENTON, WASHINGTON Proj. No. 5144 Drwn, GLS Date Feh'91 Chocked DR I TDate 2-1-91 plate BORING NO.B-10 Logged By V E Date 2-16-91Eiev. us Deph Graph CS Wt Description VU Sample BlowsW (%) K aspair cLrcrere Brown SAND with silt 1, -0 F,xvel, loose, wet T'11 Cray -brown sandy SILT, soft, saturated 4 5 2 2 ra 7Gray n -Drown silty -kedium SAND, L_ saturazud Ml I Brown Sir-T, soft, saturated nn Brown silty nediun SAND, loose, s t= rated r 11 sp Brown rudiun SAND -ith silt, nediun dense, saturated 10 ph Brown orqnie SILT, soft, saturatec, trace WC)OQ 89 sTn Gray -brown silty medium SAND, trace gravel, loose, saturated 6 91 0. Brown organic SILT,soft, :saturated h" - RIP 11 I I 15 sm Gray silty medium SAND, nedixm dense, saturated oh Brown organic SILT, dense iii ml Gray SILT, nedium stiff, saturated 20 SIM Grav silt), SAND, dense, saturated 23 Boring terminated at 24 f-f-uht below existing grade. Groundwater encountered at 1,5 feet during d--illing. Boring backfilled with cut-_inq,-,, bentonite and concrete. sublueloem conodons depneo fWaft"M ow W"MItana at She tans &PW sKlwan Of t"L% esporglWy Wt. (noddoc) bp onp%"M4 Usti. otisP"11. one 10(19v" M. They an nol rocessanly iepfasemw� *I 00or tiftwi and g3caloOM. WC "nrWl A=r, r9apatugMny lot tFw use CW 0"09nakalion by 04-ta or 10f"M on tge"MRO On thM kV. BORING LOG Earth Consultants Inc. fSAV CREEK LUSINESS P;lRl; ,7,: RENTON, WASHINGTON NOW Pro]. No. 5144 Drwn, GLS agate FF.-h'91 Checked 0B Date 2-1-91 1 Plate BORING NO. J — Logged By aF Date 3 - : -5l Elev. 2 ; Graph CS 5 Soif Description Depth Sample fNl Blows } Ft. S 2" as; halt concyp,to i << i ;. ..... sn Grav-brown silty fine to nedium SAND, 25 with lenses of silt loose saturated -grades to brown p 1 6 23 4!f{I � I.. jlIl+lIr nl Brown SILT, trace peat, soft, 11lJ,II saturated 10 5 28 • sp Brown oediun SAND, loose, saturated ml Gra}' SILT, median stiff, saturated T 9 �? SM Gray silty medium SAND, loose, saturated 15 m? Gray SILT, soft, saturated and broken 14 sm Gray silty medium SAND, very dense, � 2D saturated I T 40 Boring terminated at 21.5 feet below existing grade. Groundwater encountered at s feet during drilling. Boring, bac}:filled with cuttings and bentonite. suatuftet COMM*ammea A0h4Oal 0W 05+Ormllam al ale tx t An0 lxatbn al Ina 81LPI9/Miary seat, m0011ft0 b1 tngM nnq t*M. smarrM. MftC NO""m!_ In" tft nO: nt[tt54))1y Ikalv"intlr 01 Chet Imes alb WC.tlrana. N! a noOCCCat t6jOanfrtMflV 1w Ine Wig a lnitfPl4l4llan by dhtrl 0, -nkW,,W.0n WasereO0 on Mn kj r, BORING LOG i Earti) consultants Inc. t_�Y CREEK BUSINESS Plkh ' �' i..secr`.wltna•�es.crs+uRal+etn.imm+,4w�e.mels RENTON, WASHINGTON Prej. No. 5:44 Drwn. GLS Date Fr,b' 91 Checked DR Date 2-1-91 plate At2 BORING NO. R-19 Logged By DF Date Bev, Dep W Graph CSus Sail DescriptionSample B117'Ja R. iiij 2" asphalt enne-rote Brown-grzy silty medium SAND with ,ravel, saturated Grey sandy SILT, mudium soft ;n stiff, _ ? 24 saturated Brown SILT loose, saturated ml Brown SILT, soft, saturated 38 U=38 PL=29 13 PI- 9 so I Bro wn nediun SAND, dense, saturated :j 10 it L11 Gray and brown sandy SILT, so'., saturated "f kl'i SM Gray nilty rierlium SAND, mndiom dense, saturated 7!7 �.!. nl I Gray sandy SILT, stiff. saturated T Boring terminated at 19 feet below existing grade. Groundwater encountered at 2.5 feet during drilling. Boring backfilled with cuttings, bentonite and tunc:fete. 23 M =301on Vt 1M,1 6-010talory ft&e. mad-tod Vr 4-"Wwft4q toM, ans"13. ArkC WIC IWWM Wt C&MM MCC= IdBDOu,Cflrly PW the U*M Of Morpro(Ahan by 01mors Ci Veulc 9, V�tl Consultants inc. BORING LOG -k',AY CH'MEY. PWSINESS 7,'�.RX 1 RCNTCN, WAS[ INGTON Prof, No. '. :.; Drwn. ate Checked oB —L-TDI Date Plate Al2 APPENDIX B E-S X 44 LABORATORY TESTING General We conducted laboratory tests on several representative soil samples to verify or modify the field soil classification of the units encountered and to evaluate the material's general physical properties and engineering characteristics. Visual classifications were supplemented by index tests, such as sieve analyses and Atterberg Limits, on representative samples. Moisture determinations and consolidation tests were performed on representative samples. A brief description of each of the tests performed for this study is provided below. The results of Iaboratory tests performed on specific samples are provided either at the appropriate sample depth on the individual boring log or on a separate data sheet contained in this Appendix. However, it is important to note that these test results may not accurately represent the overall in -situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results and their use in guiding our engineering judgement. Earth Consultants, Inc. (ECI) cannot be responsible for the interpretation of these data by others. In accordance with our Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of thirty (30) days following completion of this report unless we are otherwise directed in writing. Soil Classification As mentioned earlier, all soil samples are visually examined in the field by our representative at the time they are obtained. They are subsequently packaged and returned to our Bellevue office, where they are independently reexamined by one of our engineers and the original description is verified or modified, as necessary. With the help of information obtained from classification tests, the samples are described in general accordance with the Unified Soil Classification System, ASTM Test Method D-2487-83. The resulting descriptions are provided at the appropriate sample location on the individual boring log and are qualitative only. The attached Legend Plate A3, provides pictorial symbols that match the written descriptions. Moisture Den itv Moisture content and tests were performed on several samples obtained from the borings. The purpose of these tests is to approximately ascertain the existing in -place moisture content of the soil sample tested. The moisture content is determined in general accordance with ASTM Test Method. Earth Consultants, Inc. The information obtained assists us by providing qualitative information regarding soil strength and compressibility. The results of these tests are presented at the appropriate sample depth on the boring logs. Particle Size Analv i Detailed grain size analyses were conducted on several of the shallow soil samples to determine the size distribution of the sampled soil. The test is performed in general accordance with ASTM Test Method D422-63. The information gained from this combined analysis allows us to provide a detailed description and classification of the in -place materials. The results are presented on Plates B1 through B2, and classification symbols are provided as part of the appropriate individual sample descriptions on the boring logs. Several consolidation tests were conducted on two relatively undisturbed representative samples taken with the Shelby Tube sampler to evaluate the consolidation characteristics of the site soil. In addition, the time readings were taken at several points of loading to evaluate the time rate of settlement. The results of this test are shown on Plates B4 and B5, Consolidation Test Data. Earth Consultants. Inc. o _A Orn Z f1'1 MN r S`tn J H 'Z z y tn x Y� to )Ih 90 -o so m X rn 70 z 71 60 Z m GO to 20 10 0 EVE ANALYSIS IYDROMETER ANALYSIS _ _GtA1NSIZE INM_M__ _ o+ ^ H o o 0 C7 O � 8 Q 0 0 O 4a IBM K� 10 20 '0 m 30 0 In z no O 50 q W in m 60 yo m so go 100 GAIN SIZE IN MILLIMETERS COBBLES COARSEFINE COXIISf MEoi M FINE FINES GRAVEL KEY Boring or rase Ph No. 'DEPTH . uses DESCRIPTION Moisttere {S'o! LL PI 0— - - 13--1 5 SP Gray I,aotrly graded SAND wieh gravel 13 g------ B-2 10 ML Cray sandy SILT 31 I�._....... B--4 2.5 SM Gray silty SAND 23 SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF UPENINT, OF mEso i PER MCH, U.S. STAN BARO GnAIN SIZE 1rit MM W 0 q* a 0 00 a 0 C) EO Rr e) C14 0 M to 0 a ct �r 'di C%r to co =7 j 10 M ti Uri 20 rn :37 m rn 70 30 p z Ci m ur z 40 z C) m 0 > Lr m Rt 40 (D Lr G) 30 7 0 m 0 CL 10 90 0 W 14-r-�l u -I=FTN�l 100 0 in 0 to %p 11 m m 0 to M N W q tq 0 C3 0 co W 'T m N - . . . 0 0 a 0 m a 0 0 0 v- x GRAIN SIZE IN MILLIMETERS Q C! q ct Q 9 m Z 0 t1i to COBBLES 1 COARSE rINF COARSE r—MEDIUNI FINE FINES GRAVEL SAND to N c- m tn > 7 2 Boring or DEPTH moisture F. > KEY Test Ph Na. I (ft-1 uscs DESCnIPTION comem 1. L P[ rn 0 M fn O 0-5 2.5 ML Cray sandy SILT 27 — — — B-12 5 Brown SILT 38 4 We BV x 60 W a z 40 20 4 1 i A -Line I � i f r t � X 1 4 ■ I pc L:-FL I i i 0 24 40 60 80 100 LIQUID LIMIT E Key Boring/1 Depot Sall clossificotiort !Test Pit {ft•) -] 5.5 Gray -brown organic SILT' • =-7 7.0 Grav SILT -'-' S.0 Brown SILT Earth Consultants inc. INWural UScs L.L1 P.L. I P.I. Water Content CH 52 VIL 44 ML 36 51 1 29 15 29 9 Atterberg Limits Test Data !r,AY CREEK BUSINESS PARK RENTON, WASHINGTON Proj. No. 5144 1 Date Feb' 91 1 plate B3 2 C � b d z 8 0 v7 w Cr 10 0 U 12 14 16 2 U9 s m• min II u 0.2 0.4 0.8 1.6 3.2 6.4 12.6 25.6 DENIM PRESSURE, kips 7eo[h U;1 llSCS I Soil Descnpt;on Liquid Limit w Plastic- Limi[ o: Prast+ci[y. Index ai Moisture Content, IV44'% Dry Density. �Pcf } 80.43• Beiore 41.0 1-After 30.0 ' I I _-- `-G i :ark Cray SILT 44 29 15 CONSOLIDATION TEST DATA ; om PIAY CR£ER BUSINESS PARK Eartf7 RENTON, WASHING ON COnsultarltS Inc. . f.. � � _ :it:CC71NG de GCOL6GY Proj. No. 5144 Date x'eb' 91 Plate B4 l LU o14 �12 0.1 0.2 0.4 0.8 1.6 3.2 6.4 12.8 25.6 kilos T fG (�! 2 1 f Bring Depth Key No. [fI.l uSCS p B-12 5-7 ML 0.6 1.6 3.2 6.4 12.6 25.6 PRESSURE, b(laid Plastic . Plasticizy Moisture Dry Soil Descraotron Lma bma Index Consent, W a Denvy Before I Alter iPcf ) Brown SILT ,f Earth ' Consultants Inc. GEOTECHNICAL ENGINEERiNr- & GEOLOGY 36 1 29 1 9 141.0 121.2 183.2 I � , CONSOLIDATION TEST DATA MAY CREEK BUSINESS PARK RENTON, WASHINGTON Proj. No. 5144 Date Feb' 91 Plate B5 Appendix C Water Quality Calculations 33 Appendix D Maintenance and Operations Plan 34 Appendix E Legal Description 35 Form WA-5 (6/76) Commitment EXHIBIT 'A' LEGAL DESCRIPTION: PARCEL A: File No.; NCS-377730-WA1 Page No. 2 THAT PORTION OF GOVERNMENT LOT 1, SECTION 32, TOWNSHIP 24 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON, AND OF VACATED NORTHEAST 44TH STREET (SOUTHEAST BOTH STREET), IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID GOVERNMENT LOT 1; THENCE NORTH 880 47' 36" WEST, ALONG THE NORTH LINE THEREOF, 797.2 FEET, MORE OR LESS, TO HIGHWAY ENGINEERS STATION 4+65.6 AS DESCRIBED UNDER RECORDING NOS. 4210056 AND 7811221071; - THENCE SOUTH 010 12' 24" WEST 30.00 FEET TO THE BEGINNING OF A CURVE ON THE SOUTHERLY MARGIN OF SAID VACATED S.E.' 80TH STREET, THE CENTER OF WHICH BEARS SOUTH 01° 12' 24" WEST 256.50 FEET; THENCE WESTERLY AND SOUTHWESTERLY, ALONG THE ARC OF SAID CURVE, A DISTANCE OF 204 FEET, MORE OR LESS, TO THE X-LINE RIGHT-OF-WAY LINE AS DESCRIBED UNDER RECORDING NO. 7811221071 AND THE TRUE POINT OF BEGINNING; THENCE NORTHEASTERLY, ALONG THE ARC OF SAID CURVE TO THE RIGHT, THE CENTER OF WHICH BEARS SOUTH 590 02' 16" EAST 1,115.92 FEET, TO THE NORTH LINE OF SAID GOVERNMENT LOT 1; THENCE SOUTH 880 47' 36" EAST ALONG SAID NORTH LINE TO THE WESTERLY LINE OF SECONDARY STATE HIGHWAY NO. 2-A AS CONVEYED UNDER RECORDING NO.4664242; THENCE SOUTHERLY ALONG SAID WESTERLY LINE TO THE SOUTHWESTERLY LINE OF A TRACT OF LAND CONVEYED TO PAN -ADOBE INC., BY DEED RECORDED UNDER RECORDING NO.4856255; THENCE NORTH 620 59' 05" WEST ALONG SAID SOUTHWESTERLY LINE TO THE SOUTHEASTERLY LINE OF LAKE WASHINGTON BOULEVARD DESCRIBED UNDER RECORDING NO. 4210056; THENCE NORTHEASTERLY ALONG SAID SOUTHEASTERLY LINE AND THE SOUTHEASTERLY LINE OF A TRACT OF LAND CONVEYED TO THE STATE OF WASHINGTON BY DEED RECORDED UNDER RECORDING NO. 4210056 TO THE TRUE POINT OF BEGINNING; SITUATE IN THE CITY OF RENTON, COUNTY OF KING, STATE OF WASHINGTON PARCEL B: THAT PORTION OF GOVERNMENT LOT 5, SECTION 29, TOWNSHIP 24 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON, AND OF VACATED 44TH STREET NORTHEAST (SOUTHEAST 80TH STREET), IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID GOVERNMENT LOT 5; THENCE NORTH 010 12' 24" EAST 30.00 FEET; THENCE NORTH 880 47' 36" WEST 563.68 FEET TO THE EASTERLY LINE OF A TRACT AS DESCRIBED UNDER RECORDING NO. 7811221071 AND THE TRUE POINT OF BEGINNING OF THE TRACT HEREIN DESCRIBED; THENCE SOUTH 301121' 54" EAST 35.21 FEET TO THE SOUTH LINE OF SAID GOVERNMENT LOT 5; THENCE NORTH 880 47' 36" WEST, ALONG SAID SOUTH LINE 342.24 FEET TO A POINT ON THE ARC OF A CURVE TO THE RIGHT, THE CENTER OF WHICH BEARS SOUTH 440 14' 51" EAST 1,115.92 FEET, SAID POINT BEING ON THE WESTERLY LINE OF SAID TRACT DESCRIBED UNDER RECORDING NO. 7811221071; THENCE NORTHEASTERLY ALONG SAID ARC 201.65 FEET TO THE R-A LINE OF SAID TRACT DESCRIBED UNDER RECORDING NO. 8#1221071; 78 11221071; THENCE SOUTH 320 59' 47" EAST, ALONG SAID LINE, 11.60 FEET; THENCE SOUTHEASTERLY ALONG SAID LINE ON THE ARC OF A CURVE TO THE LEFT HAVING A RADIUS OF First American Title Insurance Company Form WA-5 (6/76) Commitment File No.: NCS-377730-WAI Page No. 3 180.00 FEET A DISTANCE OF 68.23 FEET TO A POINT OF REVERSE CURVE; THENCE SOUTHEASTERLY ALONG SAID LINE ON THE ARC OF A CURVE TO THE RIGHT HAVING A RADIUS OF 120.00 FEET A DISTANCE OF 58.06 FEET TO A POINT ON THE NORTHERLY LINE OF SAID VACATED S.E. 80TH STREET WHICH IS NORTH 880 4736" WEST OF THE TRUE POINT OF BEGINNING; THENCE SOUTH 880 4736" EAST 77.13 FEET TO THE TRUE POINT OF BEGINNING. SITUATE IN THE CITY OF RENTON, COUNTY OF KING, STATE OF WASHINGTON. First American Title Insurance Company Appendix F Conveyance Calculations a M2 ARCHITECTS HAWK'S LANDING RENTON, WASHINGTON WEST ELEVATION! NORTH ELEVATION D CIOTY OF RENTPLANNING j Ifi�G N . & W. ELEVATIONS SCALE: 3132" = 1' - 0" APRIL 13, 2009 [- T� 1 ; T-i _._ ..1 i LTI I- p ' .7 " LI 77�. 3 I� it I ci ..?. 3 �: — — ��ir �. -�,. e R....'�e.w i�i f 7i ee."�� °.��RR�`RI '!g*7'"'71 3--.���--ra'-n�-- aw.�t.. r.. ,.�. "�,4 1� srsry'1 ti r--i 9ay,': :Ja` �— tea. a.• _�I j, Sly = .a--- - #�--� Rl+F1n�k MEMO EAST ELEVATION - W m S, 4 SOUTH ELEVATION HAWK'S LANDING fJi2 ARCHITFC:15 RENTON, WASHINGTON S. & E. ELEVATIONS SCALE, 3132" = 1' - 0° APRIL 13, 2009 Wetland/Stream Study: Hawks Landing Crowne Plaza Hotel Prepared for: Dan Mittel Hawk's Landing LLC 111 i Cleveland Ave. Mount Vernon, WA 98273 Prepared by: �y Graham -Bunting Associates Environmental & Land Use Services 3643 Legg Road Bow, WA 98232 Ph.360.766.4441 Fx 360.766.4443 May 12, 2009 Table of Contents Section/Subsection Pale ProjectSummary---------------------------------------------------------- ii 1.0 Introduction 2.0 Existing Conditions 3.0 Project Description---------------------------------------------------- 3 4.0 Existing Information ---------- ---------------------------------------- 3 4.1 National Wetland Inventory -------------------------------- 3 4.2 Soil Survey of King County -------------------------------- 4 4.3 May Creek Basin Action Plan ------------------------------ 5 4.4 Barbee Mill (BA) --------------------------------------------- 5 4,5 Fawcett Property Wetland Delineation -------------------- 5 4.6 Forest Practice Activity Map ----------- ------ -------------- 5 5.0 Stream Study ------- ---------------------------- --------------------- 5 5.1 Riparian Functions --- ---------------------------------------- 5 5.2 Ordinary High Water Mark -------- --------------------- ---- 7 5.3 Stream Classification and Regulations ---------------- ---- 8 6.0 Wetland Study -------- ----------------------- ------- ------- ----------- 9 6.1 Methodology -------------------------------------------------- 9 6.2 Findings------------------------------------------------------- 10 6.3 Data Summary Table --------------------------------------- 11 6.4 Data Digest ------------ ------------ --------------------------- 11 6.5 Wetland Classification and Regulations ------------------ 12 7.0 Regulatory Summary and Mitigation Measures -- ----- ----------- 13 7.1 May Creek ---------------------------------------------------- 13 7.2 Drainage Ditch (Class 5 Water) ---------------------------- 14 7.3 Wetlands A and B------ -------------------------------------- 14 7.4 Drainage Ditch (nonregulated wetland) ------------------- I4 7.5 Water Quality ----------------- ------------------------------- 14 8.0 Closure ---- ------------------------ ---------------------------- -- ----- — 14 9.0 References ----- —---------------------- -------------------------------- 15 Attachments Wetland Delineation and Stream Study Existing Conditions Site Plan ---- Attachment A Proposed Conditions Attachment B Wetland Field Data Forms ----- ------------------------------------------------- Attachment C (.Traham-BunthtiZ Associates ffawkv Landirkz May 2009 Environmental &Land Use Semices PROJECT SUMMARY Project: Construction of a 5 story, 122,000 square foot, 173 room hotel including underground parking and ground level parking. Pro'e_ _ ct Site: The project site is a 3.06-acre area situated on a triangular shaped parcel of approximately 7.8 acres. The subject property is bordered by Interstate 405 in the cast, Lake Washington Boulevard in the west and an undeveloped parcel to the south. Project Location: The subject property is located at the southwest corner of the Interstate 405 and Lake Washington Boulevard/N,E_ 44`h Street exit at 4350 Lake Washington Boulevard North, within portions of Sections 29 and 32, Township 24 North, Range 5 East, W.M., King County, WA. King County Parcel Number: 3224059049. Project Proponent: Dan Mitzel Hawk's Landing LLC 11 I i Cleveland Ave. Mount Vernon, WA 98273 Methods: Wetland — Routine On -Site Methodology, 1987 Corps of Engineers Wetland Delineation Manual (Technical Report Y-97- 1) - Corps Interim Regional Supplement, April 2008 Washington State Wetlands Identification and Delineation Manual, March 1997, Ecology Publication #96-94 City of Renton Critical Area Regulation: RMC 4-3-050 City of Renton Shoreline Master Program: RMC 4-3-090 Field Dates: March 23, April 8, April 14 and April 24, 2009 Streams & Wetlands: May Creek — Class 1 Water, Shoreline of the State Drainage ditch — Class 5 Water/Nonregulated Wetland Wetland A — 433 square foot Category 2 Wetland Wetland B — 481 square foot Category 2 Wetland Proposed Mitigation: Subject proposal will avoid any direct impacts to regulated streams and wetlands by maintaining setback/buffers that exceed the standards of the City's Critical Area Regulations and Shoreline Master Program. Project Staff Graham-Bunting.l ssociates Hawks Landing,Vav 2009 Patricia Bunting, Wetland Ecologist PWS Oscar Graham, Wetland Ecologist ii Environmental & Land Use Services .�r Graham -Bunting Associates May 12, 2009 Environmental & Land Use Services 3643 Legg Road, Bow, WA 98232 Dan Mitzel Ph.360.766.4441 Fx. 360.766.4443 Hawk's Landing LLC I I I I Cleveland Ave. Mount Vernon, WA 98273 Stream/Wedand Study (Portions of Section 29 & 32 Township 24 north, Range 5 East, W.M., Renton, WA) 1.0 Introduction At the request of Hawks Landing LLC, Graham -Bunting Associates (GBA) have conducted a site investigation and prepared the following report addressing streams and wetlands within and adjacent to the site of the proposed Hawk's Landing Crowne Plaza Hotel. The report addresses the stream and wetland study requirements established under the City of Renton's Critical Areas Regulations (RMC 4-3-050). The report includes a characterization of existing conditions, project description, summary of existing information sources and a narrative description of our investigative procedures and findings. The report includes plan sheets prepared by Sound Development Group depicting existing and proposed site conditions. 2.0 Existing Conditions The subject prope�y is located at the southwest corner of the Interstate 405 and Lake Washington Boulevard/N.E. 44' Street exit at 4350 Lake Washington Boulevard North, within portions of Sections 29 and 32, Township 24 North, Range 5 East, W.M., King County, WA. King County Parcel Number: 3224059049, Figure 1-Terraserver: USGS (1983) Figure 2 - Microsoft Corp.: Virtual Earth (2008) The project site is a 3.06-acre area situated on a triangular shaped parcel of approximately 7.8 acres. The subject property is bordered by Interstate 405 in the east, Lake Washington Boulevard in the west and an undeveloped parcel to the south. The property is currently occupied by Pan Abode Cedar Homes and is developed with metal warehouses used for manufacturing and storing materials associated with the production of cedar homes. An administrative office is also located on the site. The buildings are constructed on a fill pad surfaced with crushed rock and asphalt. The site has been fully developed for industrial purposes. Graham BurMngAssociates 1 Environmental & Land Use Services Hawks L an di Lng Assessment 511 Z109 Little native vegetation exists within the subject property itself The eastern and western perimeters, predominantly within the right of ways of I-405 and Lake Washington Boulevard exhibit a mix of native and invasive plant species. Trees consist of red alder (Alnus rubra), paper birch (Betula papyrifera), black cottonwood (Populus balsimifera) and Western red cedar (Thuja plicata). Shrubs are dominated by Himalayan blackberry (Rubus discolor), red osier dogwood (Carpus stolonif�era), Indian plum (Oemlena cerasiformis), Japanese knotweed (Polygonum cuspidatum) and sword fern (Polystichum munitum). An open drainage ditch located between the project site and Lake Washington Boulevard exhibits a small community of cattail (Typha latrfolia) and a thick mat of reed canarygrass (Phalaris arundinacea). The parcel located south of the subject property includes lower May Creek and its associated riparian corridor. The distance from the subject property to May Creek varies from 235 feet in the east (adjacent to the on -ramp to 1405) to 58 feet in the west (adjacent to Lake Washington Boulevard). A mature deciduous forest consisting of large black cottonwood (16"- 36" dbh), alder and big leaf maple (Ater macrophyllum) dominates the riparian corridor. The understory includes vigorous colonies of invasive blackberry and Japanese knotweed, salmonberry (Rubes spectabilis), reed canarygrass and sword fern. A small community of slough sedge (Carex obnupta) was observed in conjunction with a wetland identified along the right bank of May Creek. The subject property is predominantly flat, however, the northern portion of the site, adjacent to the entrance of the existing Pan Abode facility, resembles a bowl shaped depression designed to receive stormwater runoff from multiple catch basins located along the southbound on -ramp to I- 405 and Lake Washington Boulevard. Stormwater runoff from the catch basins is transmitted to the northern portion of the subject property and discharged to the northern end of the open drainage ditch, located along the eastern right of way of Lake Washington Boulevard. Stormwater from the subject property is also collected and discharged to the ditch at this location. The open ditch extends approximately 500 feet to the south where it enters a buried 24-inch corrugated plastic pipe that flows an additional 60 feet south before discharging to May Creek. Additional drainage enters the ditch from the subject property near the entrance to the buried pipe. May creek flows into Lake Washington approximately .25 miles southwest of the subject property, (Attachment A: Existing Conditions Site Map) Graham-Buntin Associates 2 F,nviron ental & Land Use Services Hawks Landin Assessment 5/12/09 3.0 Project Description The proposal is to demolish the existing structures associated with the Pan Abode facility and utilize approximately 3.06 acres of the subject property for construction of a 5 story, 122,000 square foot, 173 room hotel. The proposed Hawks Landing Crowne Plaza Hotel will consist of: * One level of underground parking with approximately 107 stalls Ground floor hotel reception area with meeting rooms and approximately 742 square feet, 2,152 square feet, and 3,360 square feet for retail, spa and restaurant facilities respectively • Four levels of guestrooms • A total of approximately 126 surface level parking stalls, including five spaces designated for Neighborhood Electric Vehicles (NEVs)) • Two access points along Lake Washington Boulevard • Storm water facilities including rain gardens • Sanitary sewer, water and other utilities Preliminary designs indicate that the hotel will maintain a maximum height of 60 feet. Required land use permits include site plan review, environmental review pursuant to the State Environmental Policy Act (SEPA), building permits and a street vacation. All development including required infrastructure will be located a minimum of 277 feet landward of the ordinary high water mark (OHWM) of May Creek. (Attachment B: Proposed Conditions) 4.0 Existing Information The subject property has been addressed under a number of existing studies. These information sources have been reviewed and synthesized to assist GBA in characterizing the subject property. The sources are summarized as follow: 4.1 National WWWand Inve�rtory The National Wetland Inventory (NWI) is compiled by the U.S. Department of Interior's Fish and Wildlife Service. NWI relies upon visual aerial photo interpretation of wetland indicators including hydrologic, vegetation and topographic signatures. NWI does not identify wetlands within the vicinity of the subject property. It should be recognized however; that the forest canopy associated with the riparian corridor of May Creek would likely obscure the indicators upon which NWI relies. GBA utilize NWI only as a generalized map indication of the possible Graham-BunhggAssociates 3 Environmental & Land Use Services Hawks Lan ding Assessment (S/12/09) presence and extent of wetlands. Reconnaissance and delineation procedures are always based on an on -site assessment. 4.2 Soil SuoLey of King CoM, Area Washin on The Soil Survey is compiled by the Natural Resources Conservation Service and includes mapped soil units registered to detailed descriptions of soil characteristics. The survey identifies one soil unit within the subject property boundaries. The map unit appears to include the entire floodplain associated with lower May Creels. No -Norma sandy loam is a poorly drained soil typically found on floodplains with slopes between 0 and 2 percent. The parent material is alluvium. Minor components include Seattle, Tukwila and Shalcar soils. Norma sandy loam is listed as a hydric soil under criteria L, 2. b) (3) and 3. 1. All Histosols except folists 2. Soil in Aquic suborders, great groups, or subgroups, Albolls suborder, Aquisalids, Pachic subgroups, or Cumulic subgroups that are: b) poorly drained or very poorly drained and have either: (3) water table equal to 1.0 feet from the surface during the growing season if permeability is less than 6.0 inches/hour in any layer within 20 inches. 3. Soils that are frequently ponded for long duration or very long duration during the growing season. I� Figure 3 - National Wetland Inventory http.//wet1andsfW-s.er.uW.,govl Site } zt..:f 4 aR —Nr 0 ' .' -Wi Ar Figure 4 - Soil Survey lilt .//websoilgn �a, nres.usda_ ov/a 4.3 -May Creek Basin A 'on Plan A ril 2001 The May Creek Basin Action Plan was funded by King County and the City of Renton outlines a set of actions addressing the threat of flooding, facilitation of stormwater conveyance to stabilize stream banks and reduce erosion, protect and enhance fish and wildlife habitat and water quality. The plan is intended to prevent existing problems within the basin from becoming worse in the Graham -Bunten Associates 4 Environmental & Land Use Setvtees Hawks Landing Assessment (S/12/09) future. The plan provides baseline information relating to conditions in the basin including a map sheet reflecting the approximate location and extent of wetlands. It is noteworthy that the wetland map identifies a small wetland in the vicinity of the drainage ditch described under existing conditions. 4.4 Biolg cal Assessment: Barbee Mill Preliminary Plat (Apgust 2002) Racdke Associates, Inc. prepared a Biological Assessment (BA) consistent with the requirements of the Endangered Species Act to evaluate potential effects of the proposed subdivision on federal and state listed species. The BA includes a characterization of May Creek and Lake Washington, documents species use, and identifies mitigating conditions to ameliorate project generated impacts to listed species. The Barbee MiII development is located just west of Lake Washington Boulevard adjacent to the subject property_ 4.5 Wetland Delineation Report: FawcettProperty (_December 2000) Associated Earth Sciences, Inc. prepared a Wetland Delineation Report addressing a portion of the area located south of the subject property. While the contiguous area south of the subject property is under the ownership of Dr_ Greg Fawcett, the delineation focused only on the area south of May Creek. The report includes observations relating to May Creek and hydrology, soil and vegetation within the riparian corridor. 4.6 Forest Practice Activity Map The Washington State Department of Natural Resources maps and classifies waters of the state pursuant to WAC 222-16-031 on the Forest Practice Stream Type Maps. The maps were reviewed to assist in characterizing the project area. May Creek is identified as an S (Shoreline) Water of the State. Type S waters are defined as: "All waters, within their bankfull width, as inventoried as `shorelines of the state' under chapter 90.58 RCW and the rules promulgated pursuant to chapter 90.58 RCW including periodically inundated areas of their associated wetlands. No additional Waters of the State were identified on the Stream Type Maps. 5.0 Stream Study May Creek originates from the outlet of Lake Kathleen and flows westerly approximately 8.6 miles to Lake Washington. The May Creek watershed drains approximately 14 square miles of residential, open space, agricultural, commercial, industrial and public infrastructure development including runoff from I-405. The stream reach located south of the subject property lies between the I-405 bridge crossing in the east and the Lake Washington Boulevard bridge crossing in the west. This reach of May Creek is identified as Reach B and characterized in the City of Renton Draft Shoreline Inventory and Analysis as relatively unaltered (Renton Draft Shoreline Inventory, November 2008) 5.1 Riparian Functions Observations gathered during our site investigation, conducted during the early spring of 2009, indicate a high level of in stream and riparian corridor functions. The stream is low gradient { 8%) and displays a complex of low velocity pools mined with swifter moving riffles and runs. In stream structure is provided by naturally recruited large woody debris (LWD) consisting of native deciduous species and installed habitat features including anchored root wads and cabled logs. Riparian functions are closely linked to vegetation along the stream bank and adjacent floodplain. Graham-BuntAgAssociates 5 Environmental & Land (Ise Services 11mvks banding Assessment (5/12109) LWD Recruitment - While large conifers are generally the preferred source of LWD, the presence of mature deciduous species throughout the stream reach provides an ongoing source for recruitment of woody material into the stream. LWD promotes complexity within the stream and provides holding areas for salmonids and resident fish species. Bank Stability — The three strata vegetation community along the riparian corridor promotes bank stability through establishment of deep root systems. The anchored roots help hold the sandy loam of the floodplain intact and minimize the forces of erosion, sedimentation and increased turbidity. Reed canarygrass, often viewed as an undesirable species, is very effective in promoting bank stabilization. Unfortunately it also may colonize aggressively reducing the diversity of native plant species. Shade - The deciduous tree canopy provides shade during low flow surnmer months and helps to maintain cool temperatures and maintain dissolved oxygen levels required by salmonids and resident fish species. Waxer Quality - Emergent vegetation including vigorous communities of reed canarygrass contiguous to the OHWM provide for the filtering of sediments and pollutants. Reed canarygrass is viewed as an invasive species; however, its dense mat like quality provides an excellent filtering function that helps prevent delivery of sediments and pollutants to receiving waters. a�. Photo 5 — View upstream (east) showing LWD and riparian vegetation south of subject Property Photo b — View of installed habitat feature consisting of root wad (right) anchored to rock (left) with chain located near I-405 bridge. Fish and Wildlife Habitat — While no salmonids or resident fish species were observed during our site investigation, May Creek is reportedly utilized by Chinook (Oncorhynchus tsha►wytscha), Coho (Oncorhynchus kisutch) and Sockeye (Oncorhynchus nerka) salmon. Winter steelhead (Oncorhynchus mykiss) and cutthroat trout (Salmo clarki clarla) are also known to utilize the creek. (Renton Draft Shoreline Inventory, November 2008). Puget Sound Chinook salmon and Puget Sound steelhead are listed as threatened under the Federal Endangered Species Act (ESA). Puget Sound/Strait of Georgia Coho salmon are listed as a candidate species under ESA. May Creek does not have a self sustaining Chinook run. Chinook observed in May Creek are likely strays from the Cedar River (Lucchette 2002). Coho are known to utilize Lake Washington and May Creek. Coho runs in Lake Washington are heavily influenced by hatchery production (Raedeke 2002). Puget Sound Steelhead have utilized May Creek on a historic basis and may remain present in depressed numbers (Salmonscape 2009). A Graham-Bunga Associates b Environmental do Lard Use Services Hawks Land in Assessment 512109 review of pertinent literature relating to Lake Washington salmonid stocks indicates a high degree of uncertain", as to the genetic origins of salmonids utilizing May Creek. It is possible that individuals from the Puget Sound and Puget Sound Strait of Georgia Evolutionan Significant Units (ESUs) utilize the habitat provided by the creek. The riparian area provides excellent feeding and cover habitat for birds, including woodland hawks and passerine species. Small mammals such as voles utilize uplands within the riparian area for burrowing. GBA observed blacktail deer (Odocodeus hemionus columbianus) droppings and hoof prints within the riparian corridor. Common snipe (Capella gallinago) were flushed during several site inspections at a location near the bridge crossing at Lake Washington Boulevard. A short tailed weasel (Mustela ermines) was also observed burrowing in the rip rap near the bridge abutment. A pair of Osprey (Pandion hahahis) was observed perched on a nest platform near the mouth of May Creek, Additional species were observed during our site investigation including: song sparrow (Melospiza melodia) house finch (Carpodacus mexicanus) black -capped chickadee (Poecile atricapilla) hairy woodpecker (Picoides villosus) spotted towhee (Pipilo maculates) winter wren (Troglodytes troglodytes) mallard hen and drake (Anas platyrhynchos) unidentified buteo (Buteo sp.) American crow (Corvus brachyrhynchos) gull species (Larus sp.) 5.2 Ordinary High, Water Mark GBA reviewed the location of the OHWM as identified and flagged in the field by David Evans Associates (DEA) in 2006 and Sound Development Group (SDG) in 2009. The guidance contained in the statutory definition was utilized in confirming the location of the OHWM. "The Ordinary high water mark on all lakes, streams and tidal water is that mark that will be found by examining the beds and banks and ascertaining where the presence and action of waters are so common and usual, and so long continues in all ordinary years, as to mark upon the soil a character distinct from that of the abutting upland, in respect to vegetation as that condition exists on June 1, 1971 or as it may naturally change thereafter; PROVIDED, that in any area where the ordinary high water mark cannot be found, the ordinary high water mark adjoining salt water shall be the line of mean higher high tide and the ordinary high water mark adjoining fresh water shall be the line of mean high water." In addition, the definition contained in the Renton Municipal Code under 4-11-010 was also considered_ Review was aided by a series of high water events occurring during the late winter and early spring of 2009. These one to two year flows generally correlated with the physical evidence observed along the bank of the creek. The OHWM was identified based on scour and drift lines, sediment deposits, topographic features and vegetation transitions located at or near the top of the right bank. It was not deemed necessary to adjust any of the flags placed previously by DEA and SDG. The OHWM as flagged was surveyed and is depicted on the map sheets accompanying this report. Graham -Bunting Associates 7 Environmental & Land Use Services Hawks Landing 1 ssessinent (542/09) ti U_: A -{ �,. H f H w x W #r ,s11 � •t� ' Photo 7 — View upstream (east) showing the OHWM located at the landward extent of a sandbar and transition to persistent vegetation. 1.7 Photo S — View upstream showing the location of the OItWM at the top of a cut bank along the line of vegetation. 5.3 Stream Classification and Regulations The City's Critical Area Regulations RMC 4-3-050 classify May Creek as a Class 1 water. Class I Waters are perennial salmon bearing waters classified by the City and State as Shorelines of the State. Subsection L. Streams and Lakes: I. Applicabilil)Aands to Which These Regulations Apply stipulates that the City's critical area regulations do not apply to Class 1 waters which are regulated by RMC 4-3-090, Shoreline Master Program Regulations- Subsection 4-3-090, 5, d. establishes the standard setback for commercial development as follows; "A commercial building should be located no closer than fifty (50') to the ordinary high water mark; however, the Land Use Hearing Examiner may reduce this requirement through the variance process for good reason for those structures that allow public access to and along the waters edge," All development related to the proposed Hawk's Landing Crowne Plaza Hotel will be located a minimum of 248 feet landward of the OHWM of May Creek. The subject proposal is located outside of the 200-foot jurisdictional area of the Shoreline Management Act (SMA) and the City's Shoreline Master Program (SMP) and is therefore compliant with the required 50-foot setback requirement. The drainage ditch located predominantly within the right of way of Lake Washington Boulevard was also assessed in light of the City's Critical Area Regulations and identified as a class 5 water. RMC 4-3-050 L. Streams and Lakes: 1, a. v. (a) (b) establishes the criteria for Class 5 waters as follows: ` v. Class 5, Class 5 waters are non -regulated non salmorud-bearing waters which meet one or more of the following criteria: (a) Flow within an artificially constructed channel where no naturally defined channel had previously existed; and or (b) Are a surficially isolated water body less than one-half (0.5) acre (e.g. pond) not meeting the criteria for a wetland as defined in subsection M. of this section." Grahem-Bu tingAssociates 8 Environmental & Land Use Services H ks digr Assessment .i/12/04 GBA conferred on site i%ith the Area Habitat Biologist from the Washington State Depamnent of Fish and Wildlife (WDFW) on April 24, 2009 wvho provided the following obscrvations and guidance: • The ditch is a man made feature • Work within the ditch itself will not require Hydraulic project Approval (HPA) from WDFW • Work on the outfall to May Creek would require an HPA • Any proposed improvement to the outfall should prevent entry of fish to the ditch Based on observations gathered during our site investigation and consultation with the Area Habitat Biologist, GBA have determined that the drainage ditch is a non -salmon bearing water. The location and profile of the ditch indicate that it is an artificially constructed channel designed and actively maintained to convey stormwater runoff from I-405, Lake Washington Boulevard and the Pan Abode facility. GBA have determined that the drainange ditch satisfies Criteria (a) as a Class 5 Water and is therefore not regulated under the City's Critical Area Regulations. The ditch will be discussed further under the following Wetland Study_ 6.0 Wetland Study The following discussion addresses the procedures and methods utilized in our wetland investigation and provides a summary of our findings. 6.1 Methodoto� GBA utilized the Washington State Wetlands Identification and Delineation Manual (Ecology 1997) which is a revised version of the 1987 Corps of Engineers Wetland Delineation Manual (Technical Report Y-87-1) in the preparation of this report. The Ecology Manual (along with the recent Corps of Engineers regional supplement, April 2008) represents the accepted standard for identifying and delineating wetlands for jurisdictional purposes under the Clean Water Act. GBA considered the new interim regional supplement in the assessment of field data. The Ecology manual has been adopted for use by the City of Renton for use in conjunction with the Growth Management Act mandated Critical Areas Ordinance. Both the Ecology and Corps manuals incorporate the Clean Water Act Definition of Wetlands as follows: "Those areas that are inundated or saturated by surface or groundwater at a frequency and duration sufficient to support and that under normal circumstances do support a prevalence of vegetation typically adapted for life in saturated soil conditions. Wetlands generally include swamps, marshes, bogs and similar areas." The City's Critical Areas Ordinance stipulates additional defining elements as follows: "Wetlands do not include those artificial wetlands created from non-v6etiand sites, including but not limited to, irrigation and drainage ditches, grass lined swales, canals, detention facilities, wastewater treatment facilities, farm ponds, and landscape amenities, or those wetlands created after July 1, 1990, that were unintentionally created as a result of the construction of a road, street or highway. Wetlands may include those artificial wetlands intentionally created from non -wetland areas created to mitigate conversion of Nvetlands." Graham -Bunting Associates 9 Environmental & Land UseServices ffawks Landing. Issessment /SJ -I 9} The definition requires that three interrelated defining elements or parameters be established when identifying wetlands. These parameters are %%etland hydrology, hydric soils and li-,drophytic vegetation. Wetland Hydrology Water is the driving force, which creates and sustains wetlands. The 1987 Manual and subsequent Corps guidance identifies wetlands as areas where soils are inundated or continuously saturated for a minimum of 5% of the growing season (approximately 12,5 days for Western Washington). When direct observation of the water table cannot be made, hydrology is determined by relying upon hydrologic indicators such as hydric soil characteristics, water marks, drift lines, sediment deposits or drainage patterns. Hydric Soils Wetlands exhibit hydric soils. These are soils which are saturated, flooded or ponded long enough during the growing season to develop anaerobic conditions. These are conditions where no free oxygen is present in the upper soil horizons. Typical field indicators of hydric soils are the presence of a thick organic layer, or in predominantly mineral soils such as found on this site, a low chrome matrix (gray color) and/or bright mottling, Soil chromas are determined by comparing soil samples with color chips 'in the Munsell Color Charts. Hydrophytic Vegetation The U.S. Fish and Wildlife Service has classified wetland vegetation according to its frequency of occurrence in wetlands: Obligate wetland species (OBL) occur in wetlands greater than 99% of the time. Facultative wetland species (FACW) occur in wetlands greater than 67% of the time. Facultative species (FAC) occur in wetlands 34°fo-66% of the time. Facultative upland species (FACU) occur in wetlands less than 34% of the time. Upland species (UPL) occur in wetlands less than 1% of the time, Generally the hydrophytic vegetation parameter is satisfied when greater than 50% of the species present at a data collection point have an indicator status of OBL, FACW and/or FAC; when two or more dominant species have observed morphological or known physiological adaptations for - occurrence in wetlands; or when other indicators of hydrophytic vegetation are present. 6.2 Findings GBA conducted the site investigation on March 23, April 8, April 14 and April 24, 2009. Observations were collected over a period of a month during weather conditions that transitioned from cold and wet to sunny and seasonable. Little plant growth was noted during our initial site visit, however, by mid April plants were exhibiting active growth. Indian plum, salmonberry and elderberry were rapidly leafing out and Japanese knotweed colonies along the bank of May Creek was emerging from dormant rhizomes. GBA consider the timing and weather conditions of our investigation to be optimal for the identification of wetlands. Two areas were investigated: 1) The subject property (Pan Abode facility) and its perimeter including the drainage ditch along Lake Washington Boulevard. and; 2) The floodplain south of the subject property to the right (north) bank of May Creek. Both areas were traversed and visually inspected for indications of wetland hydrology and hydrophytic vegetation. The ordinary high water mark of the drainage ditch was identified and flagged on site. A single data point (DP- 7) was established along the top of the bank. A second data point (DP-2) was assessed just east of the ditch along the southern boundary of the subject property. Three rough transects were established in an cast/west aspect between May Creek and the subject property. Six data points Graham-BunnnkAssociates 10 F,nvironmental & Land UseServices Ifawks I..anding Assex"ent 6Lj2: D9} _ -- (DPs 1,3,4,5,6,8) were assessed in the floodplain or riparian corridor of May Creek. Soil evaluation pits were excavated to a uniform depth of 21 inches. Hydrology, soil and vegetation were assessed at each data point. Data collected on site was recorded on data forms and field notes. Photographs documented appropriate visual images. Data collected is summarized in the following table. (Attachment C: Wetland Field Data Forms) 6.3 Data -Summary Table DP H drol Soil Dominant Vegetation Status *oxidized *sandy loam 2.5Y *Populus balsamifera FAC (20%) rhizospheres - 4/2 - rhizospheres - Alnus rubra FAC (20%) 1 fac neutral -- sandy redox Cornus stolonifera FACW (50%) Wet geomorphic Carex obnupta OBL (80%) sition no indicators gravelly loam - *Alines rubra FAC (2%) 2 10YR 4/3 Rubus discolor FACU (25%) Up Phalaris arundinacea FACW (95%) no indicators silt loam - 1 OYR Populus balsamifera FAC (30%) 3 3/3 Rubus discolor FACU (100%) U no indicators silt loam 1 OYR 3/3 *Populus balsami, fera FAC (10%) 4 Alins rubra FAC (10°/a) Up Phalaris arundinacea FACW (100%) no indicators silty clay loam Alnus rubra FAC (60%) 5 i OYR 2/2 Rubus discolor FACU (100%) U *water table , 8" *silty clay loam *Alms rubra FAC (60%) 6 - saturated to 2.5Y 311 - 10% Rubus discolor FACU (60%) Wet surface mettles 7.5YR 4/6 Rubus s ectabilis FAC (30%) Saturation A 15" gravelly silt loam *Populus balsamifera FAC (80%) 7 IOYR 2/2 Rubus discolor FACU (201/6) Up Rununculus repens FACW (5%) saturation below sandy loam 2.5 Y *Alines rubra FAC (20%) 8 20" 4/4 Rubus discolor FACU (20%) Up Cornus stoloni era FACW (20%) *Wetland parameter satisfied 6.4 Data Digest Based on the above data summarized above, two regulated wetlands were identified: Wetlands A and B are small depressional wetlands located within the floodplain of May Creek with areas of 433 and 481 square feet respectively. The wetlands receive their hydraulic charge from a seasonal high water table, precipitation and periodic overbank flooding of May Creek. The wetlands are distinguished from the surrounding uplands because they are distinct topographic features, exhibit saturated soils and are dominated by hydrophytic vegetation. Wetland A is a deep depression with observable hydrology at the soil surface. Soil displays a very dark matrix chroma accompanied by mottles. Vegetation is dominated by a mix of facultative plant species. Wetland B is a gentler depression which exhibits only secondary indicators of wetland hydrology with saturation present well below the soil surface. Soil is sandier and lighter by comparison and vegetation includes a vigorous conununity of slough sedge (OBL), In addition to Wetlands A and B, the drainage ditch along Lake Washington Boulevard was also assessed in accordance with the wetland identification/delineation methodology. Although a data Graham-Runhng,1 ssociates 11 Environmental & Land Use Services Hawks Larding Assessment (5112109) point was not assessed within the ditch itself, the area within the flagged OHWM was determined to satisfy wetland parameters. Standing water was present in much of the 500 linear foot ditch. Soil was silty and likely consists of stormwater sediment from surrounding development. Vegetation is dominated by reed canarygrass. Data point 7, established at the top of bank approximately 20 feet west of the existing Pan Abode facility was assessed to characterize the area lying between the ditch and subject property. No surface water was observed although saturation was present at a depth of approximately 15 inches from the soil surface. Soil consisted of a gravely silt loam, possibly fill from the development of the Pan Abode facility. The soil exhibited a dark matrix chroma (10YR 2/2) but was not accompanied by redoximorphic features. The subsoil was a very light silty sand (2.5Y 6/6). Vegetation was dominated by a mix of facultative trees, shrubs and herbs. Because the hydrology and soil parameters were not satisfied the data point was determined to be upland. 6.5 Wetland Classification.and Repulations Wetlands A and B were classified in accordance with the criteria contained under Subsection 4-3- 050 M. 1. a. ii. of the City's Critical Area Regulations as Category 2 wetlands. Category 2 wetlands are wetlands that meet one of the criteria listed under (a) through (d). Wetlands A and B were found to satisfy criteria (d) below: "(d) Wetlands having minimum existing evidence of human related physical alteration such a diking ditching or channelization... " The majority of the floodplain, including Wetlands A and B, located landward of the right bank of May Creek and south of the subject property has not been subject to human related alteration. The wetlands contribute to the riparian functions discussed under the stream study earlier in this report including LWD recruitment, bank stability, shade, water quality and fish and wildlife habitat. The wetlands functional value, however are limited by their small size which represents a combined area of only 914 square feet in a floodplain parcel totaling over 110,000 square feet. RMC 4-3-050 M. 6. c. establishes the standard buffer width required for Category 2 Wetlands at 50 feet. Required butlers are to be maintained in their natural condition. Buffers are required to be measured from the wetland boundary as surveyed in the field. Wetland A and B are located offsite 117.4 and 63.8 feet south of the subject property respectively, The area between the Graham -Bunting Associates 12 Environmental & Land Use Services Awks Landi:qgAssmsment 5112109 «etlands and the property fine remains in a natural condition and is vegetated primarily X%ith native species. RMC 4-3-050 M. 1. e. i. establishes the basis for rcgulated and non regulated wetlands as follows: N. Regulated and Nonregulated Wetlands — General: Wetlands created or restored as a part of a mitigation project are regulated wetlands. Regulated wetlands do not include those artificial wetlands intentionally created from nonwetland sites for purposes other than wetland mitigation, including, but not limited to irrigation and drainage ditches, grass lined swales, canals detention facilities, wastewater treatment facilities, farm pond, and landscape amenities, or those wetlands created after July 1, 1990, that were unintentionally created as a result of the construction of a road, street or highway. The department administrator shall determine that a wetland is not regulated on the basis of photographs, statements or other evidence." GBA followed the guidance provided above in assessing the regulatory status of the drainage ditch. The following findings were considered: • The Pan Abode facility was constructed on a fill pad during the mid 1950s • The fill pad appears to extend to a point near the road right of way at the top of ditch • The soil profile assessed at data point 7 displays rock typical of pit run commonly utilized as a fill base • The 2:1 bank profile of the ditch is typical of an excavated stormwater conveyance facility • The hydrology that charges the ditch is composed primarily of stormwater runoff from 1- 405, Lake Washington Boulevard and the Pan Abode facility • Unaltered areas within the floodplain south of the subject property do not include natural linear features similar to the ditch • National Wetland Inventory does not identify the ditch as a wetland Based on the above findings GBA determined that the drainage ditch was intentionally created from a nonwetland site for the purpose of stormwater conveyance and is therefore a nonregulated wetland under the City's Critical Area Regulations. While the wetland may not be regulated by the City, the U.S. Army Corps of Engineers and/or Washington State Department of Ecology may assume jurisdiction over the wetland. 7.0 Regulatory Summary/Mitigation Measures The following buffers and setback requirements are registered to proposed project actions. 7.1 Ma Creek May Creek is a shoreline of the state regulated under the Shoreline Management Act and the City of Renton's Shoreline Master Program. The area of jurisdiction under the SMA and SMP extends two hundred feet landward of the OHWM. The closest point of proposed project actions to the OHWM is 277 feet. The setback for commercial buildings from May Creek is currently established under the SNIP at 50 feet. The subject property itself is located entirely outside of the required shoreline setback area. The mature deciduous forest located on the parcel south of the subject property varies in width from 64 feet in the west to 235 feet in the east and provides a full range of protective functions (see subsection 5.1 Riparian Functions). Because the riparian corridor is outside of the Graham -Bunting . i ssociates 13 Environmental & Land Use Services fl awks Landin-v Assessment t5l] 2,09) subject property boundaries and is not owned by the applicant, GBA have refrained from characterizing the area as a buffer. 7.7 Drainage Ditch The drainage ditch is classified as a Class 5 water. It is a non regulated non salmon bearing water within an artificially constructed channel where no naturallv defined channel previously existed. 7.3 Wetlands A and B Wetlands A and B are Category 2 Wetlands which require 50 foot buffers. Both wetlands are located offsite south of the subject property. Wetland A is 117.4 feet south of the subject property boundary and Wetland B is 63.8 feet south of the subject property. The area between the wetlands and the subject property consists of a mature deciduous forest. Although the uplands surrounding the wetlands are not characterized as buffers, the deciduous forest provides a high level of buffer functions. 7.4 Drainage Ditch The drainage ditch is a nonregulated wetland created from a nonwedand site for the purpose of conveying stormwater. 7.5_Water Quality In addition to the distance of project actions from the regulated stream and wetlands, rain gardens are proposed in conjunction with the project's drainage plan. The site will be designed consistent with the King County Storm Water Design Manual guidelines for stormwater management. It is anticipated that the water quality of drainage leaving the site will represent an improvement over the existing conditions associated with the aging Pan Abode facility. 8.0 Closure GBA employed currently accepted methods of delineating wetlands and characterizing aquatic features on the site, In addition we utilized the guidance provided in the City of Renton's Critical Area Regulations and Shoreline Master Program in identifying appropriate regulatory requirements. Consultation with the Washington State Department of Fish and Wildlife was conducted to determine fish use of May Creek and the drainage ditch and to determine potential hydraulic project approval requirements. The findings and conclusions rendered in this report, however, represent our best professional opinion. Concurrence should be obtained from agencies of jurisdiction prior to initiating land use actions or construction. The report will also provide a sufficient source of information in the event that a jurisdictional determination is requested from the Corps of Engineers. Please tali either Patricia Bunting or myself with any questions relating to this report. Sincerely; Oscar Graham Principal Ecologist/Project Lead t iraham-Buntin f. ts:sociates 14 Hawks Landing.Assesssment (5%12,09) Patricia Bunting Wetland Ecologist/PWS Environmental & Land Use Services 9.0 References Associated Earth Sciences, Inc., December 7, 2000. Wetland Delineation Report Fawcett Property; Renton, WA. Cowardin L., V. Carter, F. Golet, E. LaRoe, 1979. Classification of Wetlands and Deepwater Habitats of the United States. U.S. Department of the Interior, Fish and Wildlife Service. Hitchcock C.L. and A. Cronquist, 1973, Flora of the Pacifig Northwest. University of Washington Press, Seattle, 730 pp. King County, April 2001, May Creek Basin Action Plan. Munsell Color. 1994 revised. Munsell Soil Color Charts. Kollmorgen Instruments Corp., Baltimore, MD. Pcjar J. and A. MacKinnon, 1994. Plants of thig Pg&ific Northwest Coast Was ' on Ore n British Columbia & Alaska. Lone Pine Publishing, Vancouver B. C., 528 pp. Raedke Associates, Inc., August 26, 2002. Biological Assessment, Barbee Mill Preliminary Plat, Reed, PB, Jr. National List of Plant Species that occur in Wetlands; Northwest (Region 9) National Wetlands Inventory, U.S. Fish and Wildlife Service Biological Report 88 (26.9) 89 pp. Renton Draft Shoreline Inventory, November 2008. Sound Development Group, LLC. April 28, 2009. Technical Information Report; Hawks Landing — Crowne Plaza Hotel. U.S. Army Corps of Engineers. 2008, Interim Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Western Mountains, Valleys, and Coast Region, ed. J.S. Wakeley, R.W.. Lichvar, and C.V. Noble. ERDC/EL TR-08-13. Vicksburg, MS: U.S. Army Engineer Research and Development Center. Vepraskas, Mike. Technical Bulletin 301, 1999. Redoximorphic Features for Identifying Aquic Conditions: North Carolina State University, College of Agriculture and Life Sciences33 pp. Washington State Department of Ecology, March 1997, Washington State Wetlands Identification and Delineation Manual, Ecology Publication #96-94, Washington State Department of Natural Resources Forest Practice Activity Map, lit Lt L;'ti�M},Ll1Ir %% t.{( Ilusini� s,Penil.t.i/To1)JCS F_of-c5_t_Practiecs_A])[)II atio,is Washington State Department of Fish and Wildlife, I,ittp-/A>ikv %_ Personal Communications Fisher, Larry. Area Habitat Biologist, Washington State Department of Fisheries. On site discussion relating to drainage ditch along Lake Washington Blvd. April 24, 2009. Severin, Pat P.E. Project Engineer, Sound Development Group, Project Meetings March through May 12, 2009. Graham -Bunting Associates 15 Environmental do Land Use Services Hawks Landing.4ssessment 6 /I2109) ` r —NQ OUT FA L L.5 -M TWE�- VITC14 GJIU��`iS 1-iMTftVWa D :;ZZI.1 tiiATM Fbm oar Pay ra�� * �� 4 Tr i f I '/ QI ' t• 11r - I'I Oi IIIW Qe�?{!wjl�R''f �[CafF Mp��r DC; Coµwr�) dF Vtre, CLA55-3 WIA1T4� li ae ' j :� 0! 1 -! z 0; ' �l llr �f !. : F 1ALAV0YS Lily( Legend DP = Wetland Data Point � S Delineated Wetland PC,) Existing vegetation IN A P R TION OF SECTION 29, & 32 TWN 24 N., RANGE 5 t•'. ael Ex ca in) 41.83 24 EIrm-37is Im . 29:0 11J 2 - •% .7 / yyyy ' yip '\ - ElfS 7014 E 77.W 2, Y 1 RW � F;L s 24' N ]r.00 • l" j ry 1MWCF WOM 4MR '• ! E2A'3 9745 '9 Low urn cu OF --b— r�! r 1I 1 11 rlil 1 m LK UMM IV f l OR or +n muff!_.,...�.,�� fAf il' 1 n L` r ya '7 r I'1 r f f'r' f1: li � 1 � �' f I f �..•;���,.�a��~ ___ �, t (C• \ _ lr' _ '� f1l -a sn w—� w a�r•' IN A PORTION OF SECTION 29, & 32 TWN 24 N., RANGE 5 E., W.M. �+ ��' ''ti�;�' - �� 'tip +�'•`' � `' __ A portion of the ditch is proposed to be filled to allow for a sidewalk along Lake Washington Boulevard. Proposed r Building ? Footprint ac ae / i� Construetian Limit i.ine ; �` ` r. • 1.(1 "� i , I. ; End of construction z, n ORDINARY HIGH r' f OL WATER MARK OF l "I DITCH , - ~ 4- i1+ C, I I �,I Of 2 '- Af - / r5� _ sn—so---��—so—so so�--i - se --�--- ss n as ss u` , . GDP 4 GDP 3 op P 1 _� 1 EXISTING ORDINARY HIGH DP 6 WETLAND 'A' + EXISTING WATER MARK OF 433 S.F. f f WETLAND 'B' , CREEK P S CATEGORY '2' I " l CATEGORY Note., This is a reduced site plan of the proposed project. The original drawing should be consulted For any detailed information. + I u I �► REEK CG.gs$ ._ SCALE 1" = 100, Attachment NORTH B l �.. r {� 9 HT AFS(QP7XkV SUIE T' s 11dD' MO,&7 Sound Development Group a"Mor P"U CALL 4$ HOURS �--�.:i.. P P HAWKS LANDING - CROWNE PLAZA HOTEL �''iD BEFORE YOU DIG FRS suWvn7NcawrnonEMoAWrvrsaevXTs afflMID or P-qMINFOK ae�lrws+� ivapommw zAmdUrvSavxm P.O. Box 1705 • It LYeveMnd Avenue. SvYe 202 PROPOSED CONDITIONS sY PSEMIN � 8"3M 1-800-424.5555 HAWKS LANDING, LLC $643I.pRRrrd,EVDw, WA 9�R232 Alount veman, WA 98273 f>riQeaQCIpA(� 91ff7 M.WM4W1 AL3W7"4"3 ref: 360-404-2010 Fox: 360-404-20IJ A471. AMy7, 2W9 Wetland Field Data Forms Attachment C WETLAND DETERMINATION DATA FORM Western Mountains, Valleys, and Coast Supplement to the 198T COE Wetlands Delineation Manual Project Site: Hawks Landing. Crowne Plaza Hotel Sampling Date: 3123/09 Applicant/Owner Hawks Landing, LLC Sampling Point: DP-1 Investigator: Pat/OScar/Jerom City/County: Renton/Kin Section, Township, RangeS29 T24N R5E State. WA Landform (hilfslope, terrace, etc) Floodplain Slope (36) 0-1 Local relief (concave, convex, none) concave Subregion (LRR) A Let �� % .� " Long _ r ." �'� f :: r Datum Soil Map Unit Name No, Norma NWI classification: None Are climahWhydrologic conditions on the site typical for this time of year? X Yes ❑ No (If no, explain in remarks.) Are'Normal Circumstances' present an the site? X Yes ❑ No Are Vegetation ❑, Soil, ❑, or Hydrology ❑ significantly disturbed? No Are Vegetation ©, Soil, ❑, or Hydrology ❑ naturally problematic? No (If needed, explain any answers in Remarks.) mummA1(T ur "nuiNLzz - ^nacn site Hydrophytic Vegetation Present? EX Yes F—EI-1 No Hydric Soils Present? Yes ❑ No Wetland Hydrology Present? Yes p No 0-0 �;wk'zt f%.:.:•f all Y f GETATION — Hao srlanttllr nnrnna nF ninnta Hint locations, transacts, imE=nz Teatures, am. Is this Sampling Point within a Wetland? I -w l Yes 0 No C Tree Stratum (Plot size 20 ft R l Absolute % Dominant Indicator Cover S ? Status Dominance Test Worksheet t r Number of Dominant Species that are OBL, FACW, or FAC: (A) 2. y 3. Total Number of Dominant Species Across All Strata: ' (B) 4- SaplinglShrub Stratum (Plot sine 10 ft R__ ) = Total Cover Percent of Dominant Species that are OBL, FACW, or FAC: �% (Ai B) E ?)Fe I I !7e, f 'd Prevalence Index Woftheet TotaI % Cover of Multiply 081- species x 1 = 2, 3, ki I!!7 `Gt ; c •C.,. i 4_ FACW species x 2 = S. 7 FAC species x 3 = Herb tratum (Plot size 5 ft R ) = Total Cover FACU species x 4 = UPL species x 5 = Column totals {A) B 1. Prevalence Index = B / A = 2. 3. 4. Hydrqphytic V tation Indicators 5. Dominance test is > 60% 6- Prevalence test is s 3.0' 7. Morphological Adaptations' (provide supporting data in remarks or on a separate street) 8. 6, Wetland Non -Vascular Plants ` 10. Problematic Hydrophytic Vegetation ' (explain) 11. • Indicators of hydric soil and wetland hydrology must be present, unless disturbed or proWernatic Woody Vine Stratum Plot size + = Totai Cover Hydrophytic Vegetation Presem? Yes No ❑ 1. 2. eTocal Cover % Bare Ground In Herb Stratu fm i?elna/kS, r7V � rr� `r ,,Y fI F l(r 0 / � f (f L' I r 4 I., .� `; ." ? ./ !P I + y : .. !'. 1,. . t L i E .r`'% :.1 US Army Corps of Engineers Western Mountains, Valleys, and Coast - lntenm Version SOIL SarnDlintt Point DP -I Profile Descri on; tDoscribe to the de th needed to document the Indicator or confirm the absence of Indicators. Depth Matrix Redox Features inches Texture Remarks Color most % Color moist % Type' Loc is 3 /rC� o d + 'Type: C=Concentration, D=Depletion, RM=Reduced Matrx, CS=Covered or Coated Sand Grains 2Loc: PL=Pore Lining, M=Matrix ric Soil Indicators; (Applicable to all LRRs mess otherwise noted.) ❑ Histosol (Al) Sandy Redox {S5) Indicators for Problematic Hydric Soils' 2cm Muck (A10) Histlo Epipedon (A2) ❑ Stripped Matrix (56) Blade Histic (A3) Loamy Mucky Mineral (171) (except MLRA 1) ❑ Hydrogen Sulfide (A4) ❑ Loamy Gleyed Matrix (F2) ❑ Depleted Below Dark Surface (A11) ❑ Depleted Matrix (F3) Thick Dark Surface (Al2) Redox Dark Surface (F6) Sandy Mucky Mineral ($1) Depleted Dark Surface (F7) ❑ Sandy Gleyed Matrix (S4) ❑ Redox Depressions (178) Red Parent Material (TF2) Oftw (explain in remarks) s Indicators of hydroph* vegetation and wetland hydrology must be present, unless disturbed or problematic Restrictive Laver (if Dresent): Type. Yes No Hydric soil present? Depth (inches): Remarks: L1c`r !/w :..CL (. L3IE/fir?��.. s7r[.: l) C dX a ! lrl rr".w I is k'FCU . CJI17/ )c2 , . 7- ��_,--3 HYDROLOGY Wattand Hydrology Indicators: Primary Indicators (minimum of one requfred. 0 a# that app)y): 5ecaondary indicators (2 or mops required). Surface water (At) ❑ Sparsety Vegetated Concave Surface (Be) Water -Stained Leaves (09) (MLRA 1, 2, 4A 48) Nigh Water Table (A2) Water -Stained Leaves (except MLRA 1, 2, IA A 48) (Be) Drainage Patterns (Bi 0) Saturation (A3) Salt Crust (a11) Dry -Season Water Table (C2) Water Marks (01) Aquatic Invertebrates (B13) Saturation Visible on Aerial Imagery (C9) Sediment Deposits (B2) ❑ hydrogen Sulfide Odor (C 1) IFAC-Neub-A Geomorphic Position (D2) Drift Deposits (83) Oxidized Rhizospheres along Living Roots (C3) Shallow Aquitard (D3) A M Mat or Crust (B4) Presence of Reduced Iron (C4) Test (135) Iron Deposits (B5) Recent Iron Reduction in Tilted Soils (C6) Raised Ant Mounds (D6) (LRR A) ❑ Surface Soil Cracks (Be) Inundation ► isible on Aerial Stunted or Stressed Plants (Di) (LRR A) Other (explain in remarks) Frost -Heave Hummocks Imagery (87) Field Observadoes Surface Water Present? = Yes Water Table Present? Yes Saturation Present? ❑ Yes (includes capillary fringe) No Depth (m): r Na Depth (in): � 2[j No Depth (in): '7 Z 6 Wadaed Hydrology Present? Yes No ❑ Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), If available: Remarks. l�� 7 t✓Ei' c iG? 4) `. / i 7-0—SPLI N'� lL /� : '.. �! ��� �'r l .l e-r t .e-yJ US Army Corps of Engineers Western Mountains, Valleys, and Coast - Interim Version WETLAND DETERMINATION DATA FORM Western Mountains, Valleys, and Coast Supplement to the 1987 COE Wetlands Delineation Manual Project Site: Hawks Landing, Crowne Plaza Hotel Sampling Date: 418/09 Applicant/Owner. Hawks Landing, LLC Sampling Point: OP-2 Investigator Pat/Oscar/Jerom City/County Renton/Kin Section, Township, Range: S29 T24N R5E State: WA Landform (hitlslope, terrace, etc) : { , , : r f : r'� Slope (°1°] Local relief (concave, convex, none) • j , ; , y „ 4 Subregion (LRR) A Lat 47.533$ Long—122.19487 1Datum Soil Map Unit Name No, Norma NWI classification: None Are climatirdhydrologic conditions on the site typical for this time of year? x Yes ❑ No (If no, explain in remarks.) Are 'Normal Circumstances" present on the site? X I Yes ❑ No Are Vegetation ❑, Soil, ❑, or Hydrology ❑ so ficantlydisturbed? No Are Vegetation ❑, Soil, ❑, or Hydrology ❑ naturally problematic? No (If needed, explain any answers in Remarks.) SUMMARY Ut` ttittolNub — Attach site etc. HydrophAa Vegetation Present? Yes ❑ No Is this Sampling Point within a Wetland? 0 Yes No Hydric Soils Present? ❑ Yes No Wetland Hydrology Present? ❑ Yes No Remarks: VEGETATION — Use scientific names of plants, Tree Stratum (Plot size 20i� j Absolute % Dominant Cover S 'es? Indicator Status Dominance Test Work~ 1 Number of Dominant Species that are VOL, FACW, or FAC: (A) 2. 3. Total Number of Dominant Species Across All Strata: (Bi 4_ Sapling/Shrub Stratum (Plot size 1Qft R`)OfAqb4 Total Cover Percent of Dominant Species a. d that are OBL, FACW, or FAC: — M (A/g) S D � Prevalence Index Worksheet Total % v of Multiplyb OBL species x 1 2 3. 4. FACW species x 2 = 5. FAC species x 3 = Herb Stratum (Plot size 5 tt R ) [" = Total Cover FACU species x 4 = UPL species x 5 Column totals (A) B 1. S fl 6 I • •� a oe Prevalence Index = B 1 A = 2. r 3. A,: r 4. Hydrophytic Ve tatlon Indicators 5. Dominance test is s 50% 6 Prevalence Oast is s 3.0 ' 7. Morphological Adaptations ' (provide supporting data in remarks or on a separate sheet) 8. 9. Wetland Non-Vascuilar Plants. 10 Problematic Hydmphytic Vegetation' (explain) 71. " Indicators of hydric soil and wetland hydrology must be resent unless disturbed or pfoblematic W Vine Stratum Plot size = Total Cover Hydrophytic Vegetation Pint? Yes No ❑ t. 2, = Total Cover % Bare Ground in Herb Stratum Remarks. US Army Carps of Engineers Vv*stem Mountains, Valleys, and Coast -- lntenm Version SOIL C�mnlinn DiarnF nn � Profile Deser pyon: Describe to the depth needed to document the Indicator or confirm the absence of Indicators. Depth Matrix Redox Features inches Texture Remarks Color moist % Color moist % Type' Loc _ _ a 'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains 21-oc: PL=Pore Lining, M=Matrix dric Soil Indicators: (Applicable to all LRRa unless otherwise noted.) indicators for Problemattc Hydric Soils' ❑ Hislosol (Al) ❑ Sandy Redox (S5) 2cm Muck (A10) Histic Epipedon (A2) ❑ Stripped Matrix (S(i) ❑ Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (171) (except MLRA 1) ❑ Other (explain in remarks) ❑ Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) ❑ Depleted Below Dark Surface (Al 1) ❑ Depleted Matrix (F3) Thick Dark Surface (Al2) ❑ Sandy Mucky Redox Dark Surtaoe (FB) 3Indicators of h ro yd phytic vegetation and wetland hydrology must Mineral (S 1) ❑ Depleted Dark Surface (F7) be present, unless disturbed or problematic ❑ Sandy Gleyetl Matrix (S4) Redox Depressions (F8) RestrIctive Laver (if Dresent): Type. Depth Yes ❑ No Hydrtc soil present? (inches): /7 7 Remorks:/Iyd�l �i'iP /r'7r; •' GC i:�l�! Ulft1 //U� %la HYDROLOGY Wetland Hydrology Indicators: Primary lndicabm (minimum of one required: check all that apply). SecorJdary Indicators (2 or more required): Surface water (Al) Sparsely Vegetated Concave Surface (B8) Water -Stained Leaves (B9) (MLRA 1, 2, 4A & 48) High Water Table (A2) Water -Stained Leaves (except MI -RA 1, 2, 4A 3 48) (89) ❑ Drainage Patterns (1310) Saturation (A3) Bait Crust (811) Dry -Season Water?able (C2) Water Marks (B1) Aquatic Invertebrates (B13) ❑ Saturation Visible on Aerial Imagery (C9) Sediment Deposits (B2) hydrogen Sulfide Odor (Cl) ❑ Geomorphic Position (D2) Drift Deposits (133) Oxidized Rhimspheres along Lining Roots (C3) Shallow Aquilard (D3) Algal Met or Crust (134) ❑ Presence of Reduced Iron (C4) FAC-Neutral Test (135) Iron Deposits (85) Surface Soil Cracks (BB) Recent Iron Reduction in Tilled Soils (CO) Stunted or Stressed Plants (Di) (LRR A) Raised Ant Mounds (DO) (LRR A) Frost -Heave Hummocks Inundation Visible on Aerial ❑ Other (explain in remarks) Imagery (87) Field Obsarratlofm Surface Water Present? Yes Water Table Present? Yes No Depth (in): No Depth (in): '7 Z4 Wetland Hydrology Present? Yes ❑ No Saturation Present? Yes No Depth (in): f (includes capillary hinge) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: • US Army Corps of Engineers Wesfem Miourttains, Valleys, and Coast — Jrtten"m Version WETLAND DETERMINATION DATA FORM Western Mountains, Valleys, and Coast Supplement to the 1987 COE Wetlands Delineation Manual Project Site: Hawks Landin , Crowne Plaza Hotel Sampling Date: 4/8109 Applicant/Owner: Hawks Landin , LLC Sampling Paint: DP-3 lnvestjgator Pat/Oscar/Jerom City/County: RentonlKin Section, Township, Range: S29 T24N R5E State: WA Landform (hillslope, terrace, etc) �;.:, , , �. ^, Slope (%} - Local relief (concave, convex, none) Subregion (LRR) A Lat 47.5338 tong-122.19487 Datum Soil Map Unit Name No, Norma i NWI classification: None Are dimaWhydrologic conditions on the site typical for this time or year? X Yes ❑ No (lf no, explain in remarks.) Are "Normal Circumstances" present on the site? X Yes ❑ No Are Vegetation ❑, Soil, ❑, or Hydrology [Inifi significantly disturbed? No Are Vegetation [I, Soil, ❑, or Hydrology ❑ naturally problematic? No (If needed, explain any answers in Remarks) SUMMARY OF FINDINGS Attach site map showing sampling nt locations, transacts, Inn nt features, etc. Hydrophytic Vegetation Present? Yes No Is this Sampling Point within a Wetland? © Yes Qp No Hydric Soils Present? ❑ Yes No Wetland Hydrology Present? ❑ Yes No Remarks: VEGETATION — Use scientific names of plants. Tree stratum (Plot size 20 It R Absolute % Dominant Indicator Cover S 'es? Status Dominance Test Worksheet I. i fry "' , ; t ^r Number of Dominant Species I that are OBL, FACW, or FAC: (A) 2, AV 3- Total Number of Dominant Species Across All Strata: (B) 4, Sapling/Shrub Stratum (Plot size (Lft R__) = Total Cover Percent of Dominant Species �-- that are OBI-, FACW, or FAC: Sd I (AlB) Prevalence Index Worksheet T I l i t b OBL species x 1 = 2. 3. 4. FACW species x2 = 5. FAC species x 3 = Harts Stratum (Plot size = Total Cover FACU species x 4 = UPL species x 5 = Column totals (A} B 1. Prevalence Index = B I A = 2. 3, 4. Hydrophyti"c Vegetation Indicators S. Dominance last is > 50% 6. Prevalence test Is s 3.0 * T Morphological Adaptations' (provide supporting data in remarks or on a separate sheet) B. 9. Wetland Non -Vascular Plants' % Problematic Hydrophytic Vegetation * (explain) 11, • Indicators of hydric soil and Weiland hydrology must be p�mnt,unless disturbed or problematic Woody Vine Stratum Plot size = TOW Cover Hydruphytic Vegetation Pint? Yes ❑ No-1K 1- 2. = TOW Cover % Bare Ground in Herb Stratum Remarks: L.X, / 71 US Army Corps of Engineers Western Mountairl5, Valleys. and Coast - Interim Version SOIL Profile Descrl on: IDescribe to the d th needed to document the Indicator or confirm the absence of Indicator. Depth Matrix Redox Features inches Texture Remarks Color moist % Color mast % T L 1/ . , 'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains 21-oa PL=Pore Lining, M=Matrix r1c Soli IndW4*m: (Applicable to all LRRs unleas oilrerwise noted.) Histosol (All) ❑ Sandy Redox (S5) Histio Epipedon (A2) ❑ Stripped Matrix (S6) Black Histic (A3) ❑ Loamy Mucky Mineral (F1) (except MLRA 1) Hydrogen Sulfide (A4) Loamy Glayed Matrix (F2) Depleted Below Dark Surface (Al 1) Depleted Matrix (F3) Indicators for Problematic Hyddric Soils' 2crn Muck (Al0) ❑ Red Parent Material (TF2) Other (explain in remarks) Thick Dark Surface (Al2) Sandy Mucky Mineral (S 1) Sandy Gleyed Matrix (S4) ❑ Redox Dark Surface (F6) Depleted Dark Surface (F7) Redox Depressions (FB) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic Restrictive Laver fif oresentl: Type: Depth {inches): Hydric soil present? Yes Na Remarks: Ll- ,t:.:;Gi% HYDROLOGY Weiland Hydrology Indicator: Primary indicators (minimum of one required.• check aN that apply): Secondary Indicators (2 or more required): Sur%wvraiter (Al) High Water Table (A2) Sparsely Vegetated Concave Surface (BB) Water -Stained Leaves (except MLRA 1, 2, 4A ale 4B) (80) Water -Stained Leaves (B9) (MLRA 1, 2, 4A & 4B) Drainage Patterns (1310) Saturation (A3) Water Marks (131) Salt Crust (B11) Aquatic Invertebrates (B13) Dry -Season Water Table (C2) Saturation Visible on Aerial Imagery (CO) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Geomorphic Position (D2) Drift Deposits (B3) Oxldized Rhizospheres along Living Roots (C3) Shallow Aquitard (D3) A19M Mat or Crust (84) ❑ Presence of Reduced Iron (C4) FAC-Neutral Test (1135) Iron Deposits (135) Surface Soil Cracks (BB) ❑ Recent Iron Reduction in Titled Soils (CO) Stunted or Stressed Plants (131) (LRR A) Raised Ant. Mounds (DB) (LRR A) Frost -Heave Hummocks Inundation Visible on Aerial Other (explain in rernarks) Imagery(B7) Field Observations Surface Water Present? ❑ Water Table Present? ❑ Saturation Present? Yes No Depth (in): r I Yes No Depth J% Yea No Depth Wetland Hydrology Proem"? Yes ❑ Nc (in): � (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial/ photos, previous inspections), if available: Remarks. A'i.f OS Army Corps of Engineers Westem Umnlains. Valleys, and Coast - Interim Version WETLAND DETERMINATION DATA FORM Western Mountains, Valleys, and Coast Supplement to the 1987 COE Wettands Delineation Manual Project Site: Hawks Landing, Crowne Plaza Hotel Sampling Date: 4/8109 Applicant/Owner: Hawks Landing, LLC Sampling Point: DP-4 Investigator: Pat/Oscar/Jeram City/County: Renton/Kin Section, Township, Range S29 T24N R5E State WA Landfonn (hillslope, terrace, etc) f Slope (°!°j Local relief (Concave, oonvex, none) Subregion (LRR) A Lat 47.5338 Long —122.19487 "alum Soil Map Unit Name No, Norma NWI classification None Are dimatic/hydrotogic conditions on the site typical for this time of year? R Yes 01 No I (If no, explain in remarks.) Are 'Normal Circumstances" present on the site? X Yes ❑ No Are Vegetation ❑, Sail, ❑, or Hydrology ❑ significantly disturbed? No Are Vegetation ❑, Sail, ❑, or Hydrology ❑ naturally problematic? No (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS - Attach site p showing sampling int locations, transacts, lme2rtant Features, etc. Hydrophytic Vegetation Present? Yes EMNo Is this Sampling Point wlthln a Wetland? MJ Yes ANO Hydric Soils Present? Yes No Wetland Hydrology Present? ❑ Yes Xf No Remarks: VEGETATION — Use scientific names of plants. Tree Stratum (Plot size o t R ,} Absolute % Dominant Gover Species? Indicator Status Dominance Test Worksheet 1 ! I, i^ Number of Dominant Species that are OBL, FACW, or FAC: (A) 2. P1 t �� r ,+ 3. Total Number of Dominant Species Across All Strata. (S) 4, Sapling/Shrub Stratum (Plot size IQft R ) = Total Cover Percent of Dominant Species that are 08L, FACW, or FAC, (Att3) 1. Prmlence Index Worksheet Toial Cover Q1 Multiply 081- species x 1 = 2. 3. 4 FACW species x = 5. FAC species x 3 = Herb Stratum (Plot size 5 It R ) =Total Cover FACU species x 4 = UPL species x 5 = Column totals (A) B 1 • 1r ?11CG47C�L4ht cE Prevalence Prevalence Index - B / A = 2. 3. 4• HvdropNTc Y etation Indicators S. Dominance test is > 500h S. Prevalence test is s 3.0 " 7. Morphological Adaptations' (provide supporting data in remarks or on a separate sheet) B. ti. Weiland Non -Vascular Plants ' 10. Problematic Hydrophytia Vegetation " (explain) 1 t. • Indicators of hydrie soil and wetland hydrology must be resent unless disturbed or pmblernabc Woody Vine SbvWm Plot size = Total Cover Hydrophytic Vegetation Present? Yes No ❑ 1. 2. = Total Cover % Bare Ground in Herb Stratum Remarks. fps/ -, %{ rl r} , L t ; �(1'.•i. .. r9: r�rr !' Cr G� !J.24 US Army Corps of Engineers Western Mountains. Vaheys. and Coast — lntenm Version SOIL R-finn 93Mno fin n Profile Descrt on: Describe to the depth needed to document the Indicator or confirm the absence of Indicators. Depth Matrix Redox Features inches Texture Remarks Color moist % Color mast °hI TvvelLox Z, .P) a �Gc frl 7y 'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains 2Loc: PL=Pore Lining, M=Matrix dric Soli Indicators: (Applicable to all LRRs unless otherwise noted.) Indk hors for Problematic Hydric Soils' © Histosol (A1) Sandy Redox (85) ❑ 2cm Muck (AID) ❑ Histic Epipedon (A2) ❑ Stripped Matrix (S5) rO 1 Red Parent Material (TF2) © Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) FMOther (explain in remarks) ❑ Hydrogen Sulfide (A4) ❑ Loamy Gleyed Matrix (F2) Depleted Below Dark Surface (A11) ❑ Depleted Matrix (F3) ❑ Thick Dark Surface (Al2) ❑ Redox Dark Surface (Fe) 3Indicators of hydrophytic vegetation and wetland hydrology must Sandy Mucky Mineral (Si) Depleted Dark Surface (F7) be present, unless disturbed or problematic ❑ Sandy Gleyed Matrix (S4) ❑ Redox Depressions (F8) Restrictive Laver (if oresent): Type. Depth Hydric soil pnesent? Yes ❑ No (inches): HYDROLOGY Wetland Hydrology Indicators: Primary indicates (minimum of one required: check all that apply): Surface water (A4) Sparsely Vegetated Concave Surface (BB) High Water Table (A2) Water -Stained Leaves (except MLRA 1, 2, 4A d, 48) (BO) Saturation (A3) Sell Crust (811) Water Marks (B1) Aquatic Invertebrates (B13) Sediment Deposits (B2) Hydrogen Sulfide Odor (Cl) Drift Deposits (83) Oxidized Rhizospheres along Living Roots (C3) Algal Mat or Crust (84) Presence of Reduoatl Iron (C4) Iron Deposits (85) [Fill Recent Iron Reduction in Tilled Solis (CB) Surface Sal Cracks (BB) Stunted or Stressed Plants (D1) (LRR A) Inundation Visible on Aerial ❑ Other (explain in remarks) Imagery (137) Secondary Indicators {2 or mare requfredJ: ❑ WaterSlained Leaves (B9) (14LRA 1, 2, 4A 48) Drainage Patterns (B10) Dry -Season Water Table (C2) Saturation Visible on Aerial Imagery (C9) Geomorphic Position (02) Shallow Aquitard (D3) FAC-Neutral Test (D5) ❑ Raised Ant Mounds (DB) (LRR A) LQ Frost -Heave Hummocks Field Observations Surface Water Present? Yes Water Table Present? Yes Saturation Present? Yes (includes capillary Binge) L!l No Depth (in): No Depth (in): No Depth ^7 1 ft (in): V&ffand Hydmkgy Present's Yes ❑ L Describe Recorded ata (stream gauge, monitoring well, aerial photos, previous inspections), if available: OU&4,h .. oew S! s c, Rema*s: US Army Corps of Lcng—rs Western Mountains, Valleys, and Coast — lnferim Version WETLAND DETERMINATION DATA FORM Western Mountains, Valleys, and Coast Supplement to the 1987 COE Wetlands Delineation Manual Project Site: Hawks Landing, Crowne Plaza Hotel Sampling Date: 4)8109 ApplicantlOwner: Hawks Landing, LLC Sampling Point: OP-5 Investigator: Pat/OSCar/Jerom City/County _ Renton/Kin Section, Township, Range: S29 T24N R5E State: WA Landform (hillslope, terrace, etc) Slope () Local relief (concave convex, none) Subregion (LRR) A Lat 47.5338 Long-122.19487 Datum Soil Map Unit Name No, Norma NWI classification: None Are climatic/hydrologic conditions on the site typical for this time of year? X Yes ❑ No (if no, explain in remarks.) Are 'Normal Circumstances' present on the site? X Yes ❑ No Are Vegetation ❑, Soil, ❑, or Hydroiogy ❑ significantty disturbed? No Are Vegetation ❑, Soil, ❑, or Hydrology ❑ naturally problematic? No (If needed, explain arty answers in Remarks.) SUMMARY OF FINDINGS - Attach site map showing sam2ling point locations, transacts, Ire Rant features, etc. Hydrophytic Vegetation Present? Yes No Is this Sampling Point within a Wetland? 0 Yes No Hydric Soils Present? ® Yes No Wetland Hydrology Present? ❑ Yes No Remarks: VEGETATION — Use scientific names of plants. Tree Stratum (Prot size 2ft R } Absolute % Dominant Cover Spades? Indicator Status Dominance Test Workshest 1 v Number of Dominant Species that are OBL, FACW, or FAC: (A) 2. 3. Total Number of Dominant Species Across All Strata: (B) 4. SaplinglShrub Stratum (Plot size 1Cft R__) = Total Corer Percent of Dominant Species that are OBL, FACW, or FAC; µ) (AIB) i r Prevalence Index Workshest 7 I %,Cover multipl 081- species x 1 = 2. s 4, FACW species x 2 = 5. FAC species x 3 = Herb Stratum (Plot size R } = Total Cover FACU species x 4 = UPL species x 5 = Column totals (A) jB 1- Prevalence Index = B 1 A = 2. 3. 4. Hydr9phytic Vegetation Indicators 5. Dominance lest is > 50% 8. Prevalence test is 13.0 ' 7. Morphologirat Adaptations ' (provide supporting data in remarks or on a separate sheet) B. 9. Welland Non -Vascular Plants ' 10, Problematic Hydrophytic Vegetation ' (explain) 11. ' Indicators of hydric soil and wetland hydrology must be resent unless disturbed or roblematic Vine Stratum Plot size = Total Cover Hydrophytic Vagetatlon Pmont? Yes El ND L 2. = Total Caner % Bare Ground in Herb Stratum Remarks: C � . 4k°f / US Army Corps of Engineers Westem Mountains, Valleys, and Coast - interim Version SOIL Samnlinn Pnlnf TSP_q Proffis Descri on: Describe to the depth needed to document the indicator or confirm the absence of Indicators. Depth Matrix Redox Features inches Texture Remarks Color mois % Color (moist)—. % Type, Loc /DYQ?. . 'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS --Covered or Coated Sand Grains 2Loc: PL=Pore Lining, M=Matrix rlc Solt Indlators: (Applicable to all LRRs unless otherwise noted_) Indicators for Problematic Hydric "193 Histosol (Al) Sandy Redox (S5) ❑ 2cm Muck (A10) Histic Epipedon (A2) ❑ Stripped Matrix (se) ❑ Red Parent Material (TF2) ❑ Black Histic (A3) ❑ I Loamy Mucky Mineral (F1) (except MLRA 1) ❑ Other (explain in remarks) ❑ Hydrogen Sulfide (A4) ❑ Loamy Gleyed Matrix (1172) EM Depleted Below Dark Surface (Al 1) Depleted Matrix (F3) ❑ Thick Dark Surface (Al 2) ❑ Sandy Mucky ❑ Redox Dark Surface (F6) a Indicators of hydrophytic vegetation and wetland hydrology must Mineral (Si) ❑ Depleted Dark Surface (F7) be present, unless disturbed or problematic ❑ Sandy Gk M Matrix (S4) Redox Depressions (F6) Restrictive Laver (if oresent): Type' NydYes ❑ Ac soil present? Depth (inches): Remartrs. f,w fit'}''� GII'� HYDROLOGY Wetland Hydrology Indicators, Primary Indicators (mirNmum of one required: check aN Lhal apply): Secondary lndicefors (2 or more required): Surface water (Al) Sparsely vegetated Concave Surface (BB) Water -Stained Leaves (Bg) (MLRA 1, 2, 4A & 46) High Water Table (A2) ❑ Water -Stained Leaves (except MLRA 1, 2, 4A b 4B) (89) Drainage Pattems (810) Saturation (A3) ❑ Salt Crust (8i 1) Dry -Season Water Table (C2) Water Marks (B1) ❑ Aquatic Invertebrates (B13) Saturation visible on Aerial Imagery (C9) Sediment Deposits (B2) 0 Hydrogen Sulfide Odor (131) Geomorphic Position (D2) Drift Deposits (83) Oxidised Rhmospheres along Living Roots (C3) Shallow Aquitard (D3) Algal Mat or Crust (84) ❑ Presence of Reduced Iron (04) FAC-Neutral Test (D5) Iron Deposits (85) ❑ Recent Iron Reduction in Tilled Soils (CB) Raised Ant Mounds (D6) (LRR A) Surfsoe Soil Cracks (B6) Stunted or Stressed Plants (D1) (LRR A) Frost -Heave Hummocks Inundation Visible on Aerial Other (explain in remarks) Imagery (B7) Fleid Observatlons Surface Water Present? ❑ Yes Water Table Present? Yes No Depth (in): No Depth (in): f, Wedand Hydrol9y Prownt? Yes ❑ No Saturation Present? Yes No Depth (in): (includes capillary hinge) Describe Reco Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Gi•� ' Cep. sry Remarks: US Army Corps of Engineers Western Mountains, VaNeys, and Coast — Interim Version WETLAND DETERMINATION DATA FORM Western Mountains, Valleys, and Coast Supplement to the 1987 COE Wetlands Delineation Manual It wawaaaa, au.. Hydrophytic Vegetation Present? Yes 0 No Is this sampling Point within a Wetland? Yes ® No Hydric Soils Present? rKIJ Yes Na Wetland Hydrology Present? Yes ❑ No Remarks. // VEGETATION — Use scientific names of niants_ Tree Stratum (Plot size 20 R R Absolute % Dominant Indicator Dominance Test Worksheet Cover S ies? Status Number of Dominant Species that are OBL, FACW, or FAC: (A) 2, I Total Number of Dominant 4. Species Across All Strata: (8) Total Cover Percent of Dominant Species C that are OBL, FACW, or FAC: Sapling/Shrub Stratum (Plot size 1_ft R� t ` c I' {". ` Prevalence index Worksheet Total Cover of Multiply by OBL species x 1 = 2. s. 4. FACW species x 2 = s FAG species x 3 = =Total Cover FACU species x 4 = UPL species x 5 = Herb Stratum (Plot size §AR } Column totals (A) g t. Prevalence Index = B J A = 2. 3. 4. dro h is Vegetation Indicators 5" Dominance test is > 50% e' Prevalence test is r. 3.0 7• Morphological Adaptations ' (provide supporting data in remarks or on a separate sheet) 8. 9. Wetland Non -Vascular Plants . Problematic Hydrophytic Vegetation • (explain) it. • Indicators of hydric soil and wetland hydrology must be = Total Cover present,unless disturbed or problematic Wood Vino Stnrtum (plot size Hydroponic Vagefatlon Yes �Q No Present? El t. 2. = Total Cover % Bare p� Ground in Herb Stratum Remarks. �%ef- ��1�f��C�f p .`}.'4 /fU%i� .lk a-.• eyw i.rJ en L; + l.I - US Army Corps of Engineers Westem hftntains. Valleys. and Coast - Interim Version SOIL Sampling Pnint TV-6 Profile Descrt lion: Describe to the depth needed to document the Indicator or confirm the absence of Indicators. Depth Matrix Redox Features inches Texture Remarks Color moist % Color moist �o T e Loc 7, S P } 0 'Type C=Concentration, D=Depletion, RM=Reduced Matrix, CS --Covered or Coated Sand Grains 21_oc PL=Aare Lining, M=Matrix rlc Soil Indicators: (Applicable to all LRRs unless otherwise noted.) ❑ Histosol (Al) ❑ Sandy Redox (SS) ❑ Histic Epipedon (A2) ❑ Stripped Matrix (SG) ❑ Black Histic (A3) ❑ Loamy Mucky Mineral (F1) (except MLRA 1) ❑ Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Indicators for Problematic Hydric Soils' ❑ 2cm Muck (AlD) ❑ Red Parent Material (TF2) ❑ Other (explain in remarks) ❑ Depleted Below Dark Surface (At 1) Depleted Matrix (F3) Thick Dark Surface (Al2) ❑ Sandy Mucky Mineral (S1) ❑ Sandy Gleyed Matrix (S4) ❑ Redox Dark Surface (FG) ❑ Depleted Dark Surface (F7) ❑ Redox Depressions (FS) Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic Restrictive Laver (if oresent): Type. Depth (inches): Hydric soil present? Yes No ❑ Remarks:- {7J�1�','. HYDROLOGY Wattand Hydrology indicators: Primary indicators (minimum al one required: check aN that apply): Secondary Indicators (2 or more required): Surface water (At) ❑ Sparsely Vegetated Concave Surface (B8) Waler•Stained Leaves (89) (MLRA 1, 2, 4A a 413) igh Water Table (A2) ❑ Water -Stained Leaves (except MLRA 1, 2, 4A & 4B) (B9) ❑ Drainage Pattems (1310) ❑ Saturation (A3) Water Marks (131) Salt Crust (811) Aquatic Invertebrates (013) Dry -Season Water Table (C2) Saturation Visible on Aerial Imagery (C9) ❑ Sediment Deposits (B2) Drift Deposits (93) Hydrogen Sulfide Odor (CI) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Shallow Aquitard (03) Algal Mat or Crust (94) ❑ Presence of Reduced Iron (C4) FAC-Neutral Test (D5) Iron Deposits (85) Surface Soil Cracks (BB) ❑ Recent Iron Reduction in Tilled Solis (CG) Stunted or Stressed Plants (D1) (LRR A) Raised Ant Mounds (DB) (LRR A) Frost Heave Hummocks Inundation Visible on Aerial ❑ Other (explain in remarks) Imagery (67) Field Otxservations Surface Water Present? FU7 Yes FW Water Table Present? Yes No Depth (in). - No Depth (in): $ Wetland Hydrology Present? Yes No ❑ Saturation Present? Yes n No Depth (in): fit,) ram, (includes capillary hinge) riled Describe Data (streamgauge,m�onitoring well, aerial photos, previous inspections), if available: ✓ Remarks: 11 �� �" - I��.0 � i [ `(.--. lil.iGl.CC'-!f GCf' ��� �-rt� ��. � ( �? � •C rz. C.- -fa/-6 .z_, ?c {f G US Army Corps of Engineers Western Mountains, galleys, and Coast — interim Version WETLAND DETERMINATION DATA FORM Western Mountains, Valleys, and Coast Supplement to the 1987 COE Wetlands Delineation Manual Project Site: Hawks Landing, Crowne Plaza Hotel Sampling Date: 4/lr{/09 Applicant/Ownev Hawks Landing, LLC Sampling Point. OP-7 Investigator: Pat/OsCar/Jeronn City/County: Renton/Kin Section, Township, Range: S29 T24N R5E State: WA Landform (hillslope, terrace, etc) Slope {°!°) Local relief (concave, convex, none) Subregion (LRR) A Lat 47.5338 Long-122.19487 Datum Soil Map Unit Name No, Norma NWI classification None Are climatirlhydrologic conditions on the site typical for this time of year^? X Yes ❑ No (If no, explain in remarks.) Are "Normal Circumstances" present on the site? x Yes ❑ J No Are Vegetation ❑, Soil, ❑, or Hydrology ❑ significantly disturbed? No Are Vegetation ❑, Soil, ❑, Or Hydrology ❑ naturally problemabc? No (If needed, explain any answers in Remarks) 5UMMAKT Ur FINUINCi5 - Attacn site map snovAnG SamDlinu Dotnt locations. transacts. imoortant trltatures, etc. Hydrophytic Vegetation Present? 0&1 Yes © NO Is this Sampling Point vvltirin a Watiand? 0 Yes M�No Hydric Soils Present? r M Yes UZI No Wetland Hydrology Present? = Yes L3Z No Remarks: r' I� /'•_ f VEGETATION — Use scientific names o1 plants. Tree Stratum (Plot sine 20 ftR , Absolute % Dominant Cover S ? Indicator Status Dominance Test Worksheet ;' ! r i"F l ; r r Number of Dominant Species that are OBL, FACW, or FAD. (A) 2 3. Total Number of Dominant Species Across All Strata: (s) 4. SeplingfShrub Stratum (Plot size 10 ft R-_) = Total Cover Percent of Dominant Spades that are 08L, FACW, or FAC: R ' 4 (A/B) 1 - / c ¢. [".' Prevalence index Worksheet T I ° over of Multiply DIAL species X S= 2. 3 r r"t L d 4. FACW species x 2 = 5. FAC species x 3 = Herb tsatum (Plot size 5 LR• ) rr7 Total Cover FACU species x 4 = UPL species x 5 = Column totals (A) B Prevalence Index = B / A = 2. 3. 4. Hydrophytic Vegetation Indicators 5. tC'/� . i a • L (j Dominance lest is } 50% 8 Prevalence best is:- 3.0 7, Morphological Adaptations' (provide supporting data in remarks or on a separate sheet) a. 9. Welland Non -Vascular Plants' 10. Problematic Hydrophytic Vegetation ' (explain) 11. • Indicators of hydric soil and wetland hydrology must be resent, unless disturbed or problematic wowy Vine Stratum Plot size = Total Cover Hydrophytic Vtegafation Present? Yes No ❑ 1. 2. = Total Cover % Bare Ground in Herb Stratum US Army Corps of Engineers Western Mountains. Valleys, and Coast - Interim Version SOIL Sampling Point DP-7 Profile Descr ption: describe to the depth needed to document the Indicator or confirm the absence of Indicators. Depth Matrix Redox Features Inches Remarks Color moist % Color moist % T LOCITexture 0 y A L7 14 'Type. C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains 2Loc: PL=Pore Lining, M=Matnx H drfc Soft Indicators: (Applicable to all LRRs unless otherwise noted.) ❑ Histosol (Al) ❑ Sandy Redox (55) Indicators for Problematic Hydric Soils' FM2cm Muck (A10) ❑ Histic Epipedon (A2) Stripped Matrix (SB) LM Red Parent Material (72) ff Black Histic (A3) ❑ Loamy Mucky Mineral (F1) (except MLRA 1) 1❑ Other (explain in remarks) Hydrogen Suffde (A4) Loamy Glayed Matrix (F2) ff Depleted Below Dark Surface (Al 1) ❑ Depleted Matrix (173) Thick Dark Surface (Al2) Sandy Mucky Mineral ($I) Sandy Glayed Matrix (S4) Redox Dark Surface (FB) Depleted Dark Surface (F7) ❑ Redox Depressions (F8) 3 indicators of hy9rophytic vegetation and wetland hydrology must be present, unless disturbed or problematic Restrictive Laver (if Dresent): Type. Yes No Hydric soil prseent? Depth (inches): f2ema/ks:/�, y, // Qli4 HYDROLOGY Wetland Hydrology indicators: Prrinary indicators (minimum Orono raquired: check all that apply): Secondary lndlcahus (2 or more required). Surface water (Al) 0 Sparsely Vegetated Concave Surface (B8) Water -Stained Leaves (139) (MLRA 1, 2, 4A & 48) High Water Table (A2) ❑ Water -Stained Leaves (except MLRA 1, 2, 4A & 48) (B9) Drainage Patterns (B10) Saturation (A3) Salt Crust (811) Dry -Season Water Table (C2) Water Marks (B1) Aquatic Invertebrates (013) Saturation Visible on Aerial Imagery (CO) Sediment Deposits (B2) ❑ Hydrogen Sulfide Odor (C1) Geomorphic Position (D2) Drift Deposits (B3) ❑ Oxidized Rhizospheres along Living Roots (C3) Shalrow Aquitaird (D3) Algal Mat or Crust (64) ❑ Presence of Reduced Mon (C4) FAC-Neutral Test (D5) Iron Deposits (BS) ❑ Recent Iron Reduction in Tilled Soils (CS) Raised Ant Mounds (DB) (LRR A) Surface Soil Cracks (BO) ❑ Stunted or Stressed Plants (D1) (LRR A) Frost -Heave Hummocks Inundation Visible on Aerial ❑ Other (explain in remarks) Imagery (87) Field Obsenndions Surface Water Present? Yes Water Table Present? Yes No Depth (in): No Depth (in): Yes ❑ No Wetland Hydrology Preserd? Saturation Present? Yes No Depth (in): (includes capillary fringe) he Recorded fta (stream gauge, monitoring well, aerial photos, previous inspections), if available- Ltl ill!• �:7 I � •��, � .:, • c'�� . 1 f2emarks• �, U5 Army Corps of Engineers Western Mountains, Valleys, and Coast - Interim Version WETLAND DETERMINATION DATA FORM Western Mountains, Val toys, and Coast Supplement to the 1987 COE Wetlands Delineation Manual Project Site. Hawks Landing, Crowne Plaza Hotel Sampling Date: ApplicanUOwner. Hawks Landing, LLC Sampling Point: 1✓r-8 Investigator. Pat/OscarlJerom City/County: Renton/Kin Section, Township, Range: S29 T24N R5E State: WA Landform (hillslope, terrace, etc) �f�':; . t , Slope (%) 1 _.-, I Local relief (concave, Convex, none) Subregion (LRR) A Lat 47.5338 Long—122.19487 Datum Soil Map Unit Name No, Nomura T NWI classification: None Are climatic/hydrologic conditions on the site typical for this time of year? X Yes No (If no, explain in remarks.) Are `Normal Circumstances" present on the site? X I Yes No Are Vegetation C), Soil, ❑, or Hydrology ❑ significantly disturbed? No Are Vegetation ❑, Soil, ❑, or Hydrology ❑ naturally problematic? No (If needed, explain any answers in Remarks) bUMIMAKY ur I-INUINUZ$ — AUaCn Sete map snowing sampung point locations, tr'atlsecm, important reatures, OTC. Hydrophytic Vegetation Present? Yes ❑ No Is this Sampling Point wlthtn a Wetland? ® Yes o Hydric Soils Present? Yes 5K No Wetland Hydrology Present? Yes No Remarks A y f— 7 '/ o ✓ J ���•( "J LiC� ��`, ' � J rL i �' �(%S1 Vu i i 4' i '',, � Fs �e VEGETATION — Use scientific names of olants. Tree Stratum (Plot sire 20 ft 9 Absolute % Dominant Indicator Cover S * s? Status Dominance Test Worksheet i- �.)� F Number of Dominant Species that are OBL, FACW, or FAC: C�2— (A) 2 3. Total Number of Dominant Species Across Ail Strata 4 = Total Cover SapiingrShrub Stratum {Plot size 70 ft R---) Percent of Dominant Spades=,-�O' that are OBL, FACW, or FAC: 7(A/g) �.- . .r`. L Prevalence Index Workshoot T % Cover of Mulfwly species x 1 = 2 t r i' , 4. r r �.. c FACW species x 2= 9.r FAC species x 3 = Herb Stratum (Plot size 5 tt R = Total Cover j FACU species x 4 = UPL species x 5 = Column totals (A} g i. Prevalence Index = B I A = 2. 3, 4. Hydrophytic Veptation Indicators 5. Dominance test is ? 50% B. Prevalence test is s 3.0 ' 7, Morphological Adaptations ' (provide supporting data in remarks or on a separate sheet) B. 9. Wetland Mon-VascularPiants' 10. Problematic Hydrophytic Vegetation ' (explain) 11. • indicators of hydric soil and wetland hydrology must be resent unless disturbed or protblematic Woody Vine Stratum Piet size = Total Cover Ji Hydmphytic Vegetation Yes No ❑ Present? 1- 2. = Total Cover % Bare Ground in Herb Stratum Remarks:r ! , �r;•. r` ..• ,.:1 �- y . v4 ,: Li F �� ` ". r i ' /"� y i {. : i US Army Corps of Engineers Western Mountains. Valleys, and Coast— Interim Version SOIL. Qemnii.,., Gnrn4 t7P_R Profile Descri ion: Describe to the epith needed to document the indicator or confirm the absence of indicators. Depth Matrix Redox Features inches Texture Remarks Color moist % Color moist % Type Loc r a 4 'Type C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains 2Loc: PL=Pore Lining, M-Matrix dnc Soil Indicators: (Applicable to all LR-0 unfaas o erwlso noted.) Indicators for Problematic Hydric Bolls' Hlstosol (Al) Sandy Redox (85) ❑ 2crn Muck (A10) Histic Epipedon (A2) Stripped Matrix (S8) Red Parent Material (TF2) ❑ Black Histic (A3) ❑ Loamy Mucky Mineral (F1) (except MLRA 1) Other (explain in remarks) Hydrogen Sulfide (A4) ❑ Loamy Gleyed Matrix (F2) ❑ Depleted Below Dark Surface (Al 1 ) Depleted Matrix (F3) ❑ Thick Dark Surface (Al2) ❑ Sandy Mucky ❑ Redox Dark Surface (FB) 3 Indicators of h ydrophytic vegetation and eland hydrology must Mineral (St) ❑ ❑ Depleted Dark Surface F7 (} i •unless disturbed or problematic Sandy Gleyed Matrix (S4) ❑ Redox Depressions FS Restrictive Laver (if oresentl: Type: Yes ❑ Hydrlc Boll present? No Depth (inches): !/�.rii ��. �'li T �',` .''W f-E` �r� %i •��: :� i.'. /�` , ,j•.. /✓�f•��`�• ., ,,, � f'; ,:%r'r � ,,,r, .r HYDROLOGY YYetland Hydrology Indicators: Primary (ndkators (minimum of one required: Surface water (Al) High Water Table (A2) Saturation (A3) Water Marks (81) Sediment Deposits (62) Drill Deposits (63) Algal Mat or Crust (64) Iron Deposits (B5) Surface Soil Cracks (BB) Inundation Visible on Aerial Imagiary, (67) check aR b+af apWY1' Secondarylndicelars (2 or more required): Sparsely Vegetated Concave Surface (88) Water -Stained Leaves (Bg) (MLRA 1, 2, 4A d 4B) Water -Stained Leaves (except MLRA 1, T, 4A 3 46) (89) Drainage Patterns (B10) Saft Crust (1311) Dry -Season Water Table (C2) Aquatic Invertebrates (B13) ❑ Saturation Visible on Aerial Imagery (C9) Hydrogen Sulfide Odor (Cl) Geornorphic Position (02) Oxidized Rhizoapheres along Living Roots (C3) Shallow Aquitard (133) Presence of Reduced Iron (C4) FAC-Neutral Test (D5) Recent Iron Reduction in Tined Soils (Ce) Raised Ant Mounds (DO) (LRR A) Stunted or Stressed Plants (Di) (LRR A) Frost -Heave Hummocks Other (explain in remarks) Fleld Olmerva; a Surface Water Present? E Yea Water Table Present? YesWNO Present? YesNa (includes capillary fringe) Depth (in): No Depth (in): Depth (In): •w„ Wetland Hydrology Present?NoSaturation Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspectkm), if available: Remarks: 1 -• f US Array Corps arEngineers Westem Mountains, Valleys, and Coast — interrm Version Form WA-5 (6/76) File No.: NC5-377730-WAI Commitment Page No, 1 First American Title Insurance Company} National Commercial Services m :� 818 Stewart Street, Suite 800, Seattle, WA 98101 (206)728-0400 - (800)526-7544 FAX (206)448-6348 Donna F. Koerber (206)615-3021 dkoerber@firstam.com To: Vulcan 505 Fifth Avenue S, Suite 900 Seattle, WA 98104 Attn: SCHEDULE A 1. Commitment Date: December 03, 2008 at 7:30 A.M. 2. Policy or Policies to be issued: 3. 4 Ce Nedra Van Why (206)615-3131 cvanwhy@firstam.com File No.: NCS-377730-WA1 Your Ref No.: Pan Adobe AMOUNT PREMIUM TAX Extended Owner's Coverage $ $ To Follow $ To Follow Proposed Insured: To Follow 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 (formerly known as Jag Development Inc.), a Washington corporation 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 Amprlr-An Tir/p TnS7lrr7nr'p r'mmnanv Farm WA-5 (6/76) Commitment EXHIBIT 'A' LEGAL DESCRIPTION: PARCEL A: File No.: NCS-377730-WAl Page No. 2 THAT PORTION OF GOVERNMENT LOT 1, SECTION 32, TOWNSHIP 24 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON, AND OF VACATED NORTHEAST 44TH STREET (SOUTHEAST BOTH STREET), IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID GOVERNMENT LOT 1; THENCE NORTH 880 47' 36" WEST, ALONG THE NORTH LINE THEREOF, 797.2 FEET, MORE OR LESS, TO HIGHWAY ENGINEERS STATION 4+65.6 AS DESCRIBED UNDER RECORDING NOS. 4210056 AND 7811221071; THENCE SOUTH 01" 12' 24" WEST 30.00 FEET TO THE BEGINNING OF A CURVE ON THE SOUTHERLY MARGIN OF SAID VACATED S.E. 80TH STREET, THE CENTER OF WHICH BEARS SOUTH 01° 12' 24" WEST 256.50 FEET; THENCE WESTERLY AND SOUTHWESTERLY, ALONG THE ARC OF SAID CURVE, A DISTANCE OF 204 FEET, MORE OR LESS, TO THE X-LINE RIGHT-OF-WAY LINE AS DESCRIBED UNDER RECORDING NO. 7811221071 AND THE TRUE POINT OF BEGINNING; THENCE NORTHEASTERLY, ALONG THE ARC OF SAID CURVE TO THE RIGHT, THE CENTER OF WHICH BEARS SOUTH 590 02' 16" EAST 1,115.92 FEET, TO THE NORTH LINE OF SAID GOVERNMENT LOT 1; THENCE SOUTH 880 47' 36" EAST ALONG SAID NORTH LINE TO THE WESTERLY LINE OF SECONDARY STATE HIGHWAY NO. 2-A AS CONVEYED UNDER RECORDING NO. 4664242; THENCE SOUTHERLY ALONG SAID WESTERLY LINE TO THE SOUTHWESTERLY LINE OF A TRACT OF LAND CONVEYED TO PAN -ADOBE INC., BY DEED RECORDED UNDER RECORDING NO. 4856255; THENCE NORTH 620 59' 05" WEST ALONG SAID SOUTHWESTERLY LINE TO THE SOUTHEASTERLY LINE OF LAKE WASHINGTON BOULEVARD DESCRIBED UNDER RECORDING NO. 4210056; THENCE NORTHEASTERLY ALONG SAID SOUTHEASTERLY LINE AND THE SOUTHEASTERLY LINE OF A TRACT OF LAND CONVEYED TO THE STATE OF WASHINGTON BY DEED RECORDED UNDER RECORDING NO. 4210056 TO THE TRUE POINT OF BEGINNING; SITUATE IN THE CITY OF RENTON, COUNTY OF KING, STATE OF WASHINGTON PARCEL B: THAT PORTION OF GOVERNMENT LOT 5, SECTION 29, TOWNSHIP 24 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON, AND OF VACATED 44TH STREET NORTHEAST (SOUTHEAST 80TH STREET), IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID GOVERNMENT LOT 5; THENCE NORTH 010 12' 24" EAST 30.00 FEET; THENCE NORTH 880 47' 36" WEST 563.68 FEET TO THE EASTERLY LINE OF A TRACT AS DESCRIBED UNDER RECORDING NO. 7811221071 AND THE TRUE POINT OF BEGINNING OF THE TRACT HEREIN DESCRIBED; THENCE SOUTH 300 21' 54" EAST 35.21 FEET TO THE SOUTH LINE OF SAID GOVERNMENT LOT 5; THENCE NORTH 880 47' 36" WEST, ALONG SAID SOUTH LINE 342.24 FEET TO A POINT ON THE ARC OF A CURVE TO THE RIGHT, THE CENTER OF WHICH BEARS SOUTH 44° 14' 51" EAST 1,115.92 FEET, SAID POINT BEING ON THE WESTERLY LINE OF SAID TRACT DESCRIBED UNDER RECORDING NO. 7811221071; THENCE NORTHEASTERLY ALONG SAID ARC 201.65 FEET TO THE R-A LINE OF SAID TRACT DESCRIBED UNDER RECORDING NO. 811221071; THENCE SOUTH 320 59' 47" EAST, ALONG SAID LINE, 11.60 FEET; THENCE SOUTHEASTERLY ALONG SAID LINE ON THE ARC OF A CURVE TO THE LEFT HAVING A RADIUS OF First .QmPrit-An Tirla Incomptira Cmmnanv Form WA-5 (6J76) Commitment File No.: NCS-377730-WAI Page No. 3 180.00 FEET A DISTANCE OF 68.23 FEET TO A POINT OF REVERSE CURVE; THENCE SOUTHEASTERLY ALONG SAID LINE ON THE ARC OF A CURVE TO THE RIGHT HAVING A RADIUS OF 120.00 FEET A DISTANCE OF 58.06 FEET TO A POINT ON THE NORTHERLY LINE OF SAID VACATED S.E. 80TH STREET WHICH IS NORTH 88° 47' 36" WEST OF THE TRUE POINT OF BEGINNING; THENCE SOUTH 880 47' 36" EAST 77.13 FEET TO THE TRUE POINT OF BEGINNING. SITUATE IN THE CITY OF RENTON, COUNTY OF KING, STATE OF WASHINGTON. JCirct dm.�rir'.gn TiNo Tnr rranra rmmnmnv Form WA-5 (6R6) File No.: NCS-377730-WA1 Commitment Page No. 5 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: 2100 For all transactions recorded on or after July 1, 2005: • A fee of $10.00 will be charged on all exempt transactions; is A fee of $5.00 will be charged on all taxable transactions in addition to the excise tax due. 2. Notice of tap or connection charges which have been or will be levied against the land as disclosed by recorded instrument. Inquiries regarding the specific amount of the charges should be made to the City/County/Agency- City/County/Agency: King County Water District No. 107 Recorded: September 19, 1991 Recording No.: 9109191394 Easement, including terms and provisions contained therein: Recording Information: October 8, 1975 under Recording No. 7510080738 In Favor of: City of Renton For: Public utilities (including water and sewer) Affects: Portion of Parcel A as described herein 4. Easement, including terms and provisions contained therein: Recording Information: February 26, 1976 under Recording No. 7602260427 For: Utility and related purposes Affects: Portion of vacated North 44th Street (S.E. 80th Street) 5. Easement, including terms and provisions contained therein: Recording Information: November 22, 1978 under Recording No. 7811221071 For: Closed pipe drainage system Affects: Portion of Parcel B 6. Relinquishment of access to Secondary State Highway No. 2-A and of light, view and air by deed to the State of Washington recorded February 15, 1956, under Recording No. 4664242. (Affects access to SR405, and not to Lake Washington Blvd.) Relinquishment of access to Secondary State Highway No. 1 and of light, view and air, except reasonable ingress and egress to, from and between the RA -Line ramp as constructed at the Northerly margin of said vacated Southeast 80th Street and the X-Line right-of-way Southwesterly of a line drawn radially Southeasterly from HES L/A X 1001+25 on said X-Line survey, by deed to the State of Washington recorded January 15, 1964, under Recording No. 5687408 and amended under Recording No. 7811221071. (Covers portion of Parcel B Northerly of the Southerly margin of vacated S.E. 80th Street) Firc! Amnriran 77Hl Tnc-ranr-a 1-nninnni/ Form WA-5 (6J76) File No.: NC5-377734-WA1 Commitment Page No. 6 8. A record of survey recorded February 9, 2000 under recording no. 20000209900005 said survey discloses the following matters: a. 6 foot high cyclone fence encroaches up to the 12.3 feet Northerly of the property line and up to 8.3 feet Northwesterly of the property line; b. Signs encroach Northerly of the property line; c. Asphalt concrete curb encroaches Northerly and Northwesterly of the property line; d. Possible interest of parties in possession as evidenced by sanitary sewer (8" PVC) line running across the property and across the Southwesterly property line without benefit of easement; e. Possible interest of parties in possession not disclosed of record as evidenced by storm drainage line (24" CMP) across Northerly property line and extending outside of easement area, and encroachment of drainage ditch across the Northwesterly property line; f. Impairment of easement shown at Paragraph 5 by model home, hopper and concrete shown therein; 9. A document entitled "Nonresponsibility Note", executed by and between Port Quendall Company and Rental Service Corporation recorded January 12, 2004, as Instrument No. 20040112000561 of Official Records. 10. Evidence of the authority of the officers of Port Quendall 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. 11. Terms, conditions, provisions and stipulations of the Partnership Agreement of Alpert Internationall, LP. A copy of the current agreement and any amendments must be submitted pLior to -closing. Any conveyance or encumbrance of the Partnership property must be executed by all of the General Partners. 12. Matters which may be disclosed by a search of the records against the name(s) of the general/managing partner(s) of the partnership named below, provided said matters represent partnership obligations. Partnership: Alpert International, LP 13. Unrecorded leaseholds, if any, rights of vendors and security agreement on personal property and rights of tenants, and secured parties to remove trade fixtures at the expiration of the term. Frrst AmPrh-,=?n Trt/v Incifranrn (-nmr)anv Form WA-5 (6/76) Commitment INFORMATIONAL NOTES He No.: NCS-377730-WA1 Page No. 7 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. 13. Any sketch attached hereto is done so as a courtesy only and is not part of any title commitment or policy. 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 upon it. C. rol E. F The description can be abbreviated as suggested below if necessary to meet standardization requirements. The full text of the description must appear in the document(s) to be insured. Ptn Govt Lt 1, Sec 32, Twn 24N, Rge 5E and Ptn Govt Lt 5, Sec 29, Twn 24N, Rge 5E APN: 322405-9049-03 General taxes for the year 2008 which have been paid. Tax Account No. 322405-9049-03 Amount: $24,689.92 Assessed Land Value: $5,048,000.00 Assessed Improvement Value: $1 000.00 According to the application for title insurance, title is to vest in Alpert International, LP. Examination of the records discloses no matters pending against said party(ies). 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 6 F"irct Amariran Tifk, tncrira»rA rmmri-4nv Form WA-5 (6/76) Commitment First American Title Insurance Company National Commercial Services COMMITMENT Conditions and Stipulations File No.: NCS-377730-WAI Page No. 8 The terra "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 affecting 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. 3. 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 Policy 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. 4. 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. Frr_stAmeriean Tit/P InquranCe Comnonv Form VJA-5(6/76) Commitment The First American Corporation First American Title Insurance Company National Commercial Serv.-ces PRIVACY POLICY We Are Committed to Safeguarding Customer Information File No.: NCS-377730-WA1 Page No. 9 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. It 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 website 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 companiesr or others; and• Information we receive from a consumer reporting agency. Use of Information We request information from you for our own legitimate business purposes and not for the benefit of any nonaffiliated party. Therefore, we will not release your information to nonaffiliated parties except: (1) as necessary for us to provide the product or service you have requested of us; or (2) as permitted by law. We may, however, store 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 nonpublic personal information listed above to one or more of our affiliated companies- Such affiliated companies include financial service providers, 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 if 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 reguiations to guard your nonpublic personal information. c 2001 The First American Corporation - All Rights Reserved First AmPriran T"itl,- TngijranrP rnrnnanv VESTING Form WA-5 (6/76) Commitment SCHEDULE B - SECTION 1 REQUIREMENTS The following are the Requirements to be complied with: File No.: NCS-377730-VVA1 Page No, 4 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, claims 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 Rights, 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 insured acquires of record for value the estate or interest or mortgages thereon covered by this Commitment. grr:f drni rrr.-4n TrFlp 1 mmnanv • a mm UOoi MM IRTME TO t POSTER PRPMR f. ZHEPTJa W PLLC 1111 Third Avenue, Suite 3400 Seattle, Washington '98101 Attention: Bruce A- Coftoy STALTV"RY lavxAwn DIM (Pan Abode Site) 13 F����b�u�14i3i Glraatora +yr jam L. =BMW and JAN= P. XUBRbkDr husband and mils UtZIMeas 10911 Descriptions C3 s� a h Ob Asssxworrs Tax parcels m pan QCXRDASL CcwANr (formorly known as am DSPi60P svT iaC.). a Ukshiagtoa oorporation Portion Of Government Lot 1 in Section 23, ToWnship 24 iorthr Range 5 Resat M.R. and partion of 6ovsrmaat Lot 5 in 6tction 29, TowaabiP 14 morthr Range 5 Mast, N.M. (coagleto daaaziptioa attacaad as iY /may 324405-9049-03 TM GRWMR, JO= L. RMIM and diRCT V. NWAB D, husband and wife, for and in consideration of TR8 DOLLARS ($10.00) Am OTJM GOM AM VALUABLE CORSI ER&TIO& in hand paid. conwsys and wasrauts to POD[ WMALL CO"MM (10rperly known as SAC DEMA)PPONT, INC.! , s waslLington corporation. Me real estate situated in the County of King, State of Washington described in Rxhihit A attached hereto, subject to the encumbrances set forth is �1bit p attached hereto. Dated this 9 < day of March. 1998. ��t.E;, Fu3i k�tt)`�L r; Iht iiEU(iE5T GFL 8U98AAD z�L.4SsL'piT f;!J INSURANCE CO ` uxt- t&L !�a jam= P, AU88ASiD 17"It i -1- �7 Description: Ktng,WA Document -Year,Mcnth. Day.DoclD 2998.326.839 Page; a of 6 Order: jkjk Comment. e M STATE Or WASgiHGTM } ss. COUNTY or ✓_,. } I certify tbAt I lmo.r or nave satiRfactory evidence that JOHN 14, RUBBWM and JAb= F. HUBBARD are the persons woo appeared before we, astd said Pe""a arJmowledged that they signed this Inerr„rsavt and acknowledged It to be their free end voluntary act for the nave and Puspvees nKmULaned in 1,he instant. Dated this: d4y of Is�lon �[ rvusY7 C -u t 11'g3P1Y �riat a " a— Y1 MKaq� Notary public in and for the etate,of Washington, residing at iplrr-.., ^�� - My aPPoiatmeut expires i�awy a -z- - r Deecrlj t,ion. ICing.WA J)ocUment-Year.Month.Dsy.D'OcXD 1998.326.839 Page: 2 of 6._.. l ordex: jk_lk Comment: w if%SIBIT A TO STATU70RY NARRRVM DEM (Pan Abode Site) (PraPerty Deecriptign] The real estate is situated in King Cotaty, Washington. and is described as follmm : PARCEL A. 19IT►T PMION OF 0MEMOIENT LUr 1 = SECTI0N 32, TOiiMMP 24 NORTE, RANGE 5 ZAST M.N. AND OF VACA= NORTHEAST 44TH SYREBT (S0OMMAST BOTH STREET) AS VACATED V9DER.RE00RDINO 90. 7b02260427, VEOCRIM AS FOLLOWS. BEGIWING AT THE NORTHEAST CO IMER Or BALD GUVEREMT LOT 1; THM NORTH 08047*36' WEST, ALONG TM NORTS I,= THIMUOF, ►'9 797.2 FEET,PKME CPR LESS. TO HIGHWAY 9MIKEERS SIMOK 4"5.6 n AS IMSCRIEKED UNDER RBCORDtPG NOS. 4210056 AND 7811221071; TKERM SOUTH 01°12'24. WEST 30.00 FM TO M SDOIT U G OF A sJ C'0M ON THE SOUTHERLY MDIRGIN OF M D VACATED S.E. AOTS Ct MEBT, Ti0< CENT OF 1AHICH SEARS SOUTH 01.12'24' WM 256.M � PF+ET F THENCE WESTERLY AM SLY, AL0WvTHE ARC OF SAID Ti CURVE, A DISTANCE OF 204 FE$T, "Ow OR LEBB. TD THE X-LINE RIGHT-OF-WAY LIM A9 IDIRIBEO UNDER RECOPDWG 90. 781=21071 AND THE TROB PDXNr OF DWI1IS M; THIOCIS NORTRE49TERLY, ALORG THE ARC OF SAID CuRVB 10 THB &IGRT 7= CENTER OF WHICH SUM 50VM 59002' 16' EAST 1,115.92 FEET, 70 THE NOME LINE OF SAM GOVZVJDMNr TOT 1; THEIRM SOUTH 88647'36' RKST, MONO SAID Ii0RT8 L=, TO THE WESTERLY LIRE OF SBCONDARY 9TATE EIiHMhY NO. 2-4 AS CONVEM On= IZCORDLM NOS, 4664242, TIC SOU'I7iMY, AWM SAID WESTERLY LINE, 710 THE S0UTHWESTERLY LINE OF A TRACT OF LAND CONVEYED TO PAN -ABODE, INC., BY DEED RECORDED ONDEk RMMRDIP6 NO. 4856255; 7'HM= NORTH 62•59'05' WEST, ALONG BALD B0UMMESTERLY LINE, TO THE SOUTHMSTEELY LINE OF LAKE MAGM130:I'01B BOULEVARD AS DESCRIBED UNDER RECORDYR9 00. 4210056; TMXCE 1R0R71ASTMLT, ALOBG SAID SOUTHEAUrERLY LXIM AND THE SOUTHEASTERLY LINE OF A TRACT OF LAM COBVEYBO TO THE STATE OF SON BY DE= RBCO WZD VNOF3R RECORDIM NO. 4210056 TO TM TROD POI3iT OF BEGIIH MIGF BITM77 IN THE CITY OF RENTVN, WOMY OF xrw, STATE OF WASH11CIOM. unr..- Page A-1 of 2 -F &-- Description: TCjng,VVA DpeWgeat-Yeur.Month.Dey.DocID 1998.325.839 Page: 3 of 6 -- J order: jxjx Comment: aF 0 L ? PARCH. B: TR1lT PORTION OF Q0VZWVWWr LOT 5 IN 3SCYION 29, TVWMZP 24 90M. RUM 5 ZKOT U.N. AND OF YACATIW 44T8 BTFJWT PORTHERM (SOMIUMST BOTH MUST) AS VACATZD DKDM RSCORDM VD. 7602260427, DEECRIM AS FOLSO"i 98GlRkI n " AT THE ABT C1 OF SAID (aOVEltNh M LOT 51 TwWm WGUR 01012'34" BUT 30.00 FM(sT� TBERE NO(tTH 969471361 W68T 563.68 FERI T@ Tw 6ABTSIU,Y um OP A TPJCr AS VESCRIH80 DBE RZOMIM NO. 7824223.073. AMD TAM TMM 1POnIT OF MINNI86 OF T86 TRACT N=nN DE Ds TIDMTCE 300= 3012I FS4' &%= 35.21 PMET TO TB$ BMW LIFE OF ra SAID 90Y63009= LOT Si TM= ITS SB•47136' XWT, ALOW LUZ SOOTR LINM, 342.24 p FRET TO A PDXFT (8R TIM ARC (W A CXM TDiTBB RICMT. T= iCESUR OF MCK 8MAR8 SORTPB 44v14'5I• EAST 1,115.92 PM, n BAZD POINT 21M ON MM ELT LDM OF SAID TRACT DZSCRIBED D II ccrd) NC NO. 7013221071, TRB= VORTgM&STERLY. ALM SAID ARC, 201.65 FBBT 10 TEE R-A V. LINM OF S M TRACT DRSMZM WM RMC!tld01DF3 NO, 7611221071; TWWM SOiM'H 32GS9149• SM, ALOM BASD I.M, I3.68 FBBT; THESCE 8DVr0lASTZ9LT, ALOE SAID To= CR THE ARC OF A CSSlVE T) THE LYFl JWVl Ci A RADID® OF iSO.00 FZ=, A V167AHM OF 68.23 FOP TO A P03INT OF REYMRSB CtR[VE; TKmcz S0UTKNA3TMW r Al+ m SAID LINM ON Tu ARC Cds A C1GfM9E TO Tft MIGHT UVIM A 1tMM OP 120.00 P88r, A DI3TM= OF Sa . a6 FSST To A POINT ON "m NORTIWJ Y XXPE OF SA.'m VACLTW B.B. 907H oTRBFT' MMCR I8-NOR= 09147136" immix OF TEE TM POINT OF aI '1'MW SOUTH 90`47`361 EAST 77.13 FEET TO T='YRDE 1powr or mmullmml BITUATM rN THE CITT OF PJW7 +N. CGUM or MSG, STATE OV NAMINGTCM. n4m.a Page A-7 of 7 Description: Aing,WA DOCumen t -Year. Month. Day. DOCID 1998.326.839 Page: 4 of 6 Order. lkjk Comment: \A s s c*wI8I7 B i 3'O STA79jTpay iiANNAtrI1f bEEo Pan Abode 51tel ! I9Aeumbzmcea i The zeal prcpercy described in £xbihic-A Is subject to the followicg eneumbranaesu i 1- Genaral TasaB, as followl outer with Interest, penalty Gad (� zodftawore oorta. of amy. afesr r w Hay 1J 3ad hal.E delingen mt on Sorwher. if '�, Tyac atcyuati 60. Iw mad Said � 37z405-9049-0) 3.19G Sza.s26.09 S.oG ��*Z6.09 �.y The levy coda for the 9rdpsrty bnxein described is 21ao frn 1999. ?. Coeaex�atiam CCLIDrI Swvica A -,,, aG fallare, to@.cltar ,.it8 interest, p al peney and statsetoni-eptory foaBaser, i1 atey, K%tar ftlirweaty, N 11at halt d9lfngne(Ot Ge nay li 2nd boat dalira44aat Ga Novesbes 1) t+j Tae_A z2m mg. YEar Shied 32i105-901943 1999 $5.00 $.Do �,pp J. Y=CZ or 3BS' (a COlIDO;C Cw C1i7f9M I=139 Ehvx 31M OR WILY, DR LEY= Aokte= ta£ Law Its aiSCLQMW 5Y IsmR10m 1rWTmw T. >1XIA1tg CiTt/Ca�tl'Y/A(�1MLY. C &%01str cy TM3E Cif XWD= HE M= To Toe tI'!'i1 jAfYCRLTiisig tonntY %atcr a stwict 60. 107 aeatoarber t9, I99} PW40RDIc NO.; 91 9i913sa 4. BASEMENT AM TM .0m AM COMYSTI4V1'e Tom: Gram ; Cit of ke"m � i ;2-e utilities [iacluding rater ana Barer! AREA AP6'ECT£br 1Ertica Of FazCel A a9 ducribed therein RSCW MNG VD.: 753.000o730 S. EASEMWT Am T= TEMS JUW CUMMMw T=p7DF: LIBLWSPD RT: IaBtrukent recorded under Retox" No. 7iC776447: pvglP 5E: Utility and tulatad p ea AY.SA A£FSLTM: Portion of nc�atad 99 lath street [N.C. 004h Btsecc) ' past 8-1 of 2 f 1 Deacrigtion: King,WA DoCument-Yeat.Xonth.Day. Doc2D 1998.326.639 Wage: 5 of 6 Q>"der: jk]'k Cprnrnen t : a G. 2.A92K2 4'P Ate-' _�:.. 7TWO AND CmMMZM TR=ae, DISCtJSM By: InstrIMMt recorded ,miler Raeezding lb. 7s11221r71 A M.W! Portiion. 0 Paarrcel winaa °�cem 7. Yeauquisbaent of —con to 6e6cadary State 8ighvay xo. 2-A cad of M.new and air by deed to tbn mate of AaphimgtoA recorded Y 15, 195e', umdet ash ao, 46Ca047. lrffeeto Rec"s to SR406, and mot W La1cs Uaabingtoa II1'd,) >tcliaqu"31 of eves■, to state -9tway 310. i and of � s- yy Cr Sight, vier ■rA air, a:aiepc rawsonable ingrea■ and g,. to, from and 'v7 bet„eC. the IAA -Line r� ae Constructed at the uertlarly sargja of sa-'A vacated Scutheest lC" Street and the X-Gina right-of-way southwesterly CC a 2ina draws radial''y Soatheaatsrly fr', WS IWA X 2001*25 on a" X-Lisa survey, by deed to the stare at record" Jam yary 15, 7.964. ilnder Ozoording No- 5667sos and Mmuled oadar secwdiag Po. 732=2107i. LCoverw ppoortion of parcel a sartbprly of the southerly margin of vamtftd 8.a. a0th street) 9 . Mv7i8RS AP.LLTM 710 =fmg F.D OMM's COVMM AS DISCfA = BY ALTR MMM KME BY BM. RM r. HiTCBow, ze.. W= AMM 1, 1996, LA= RSVISM ADM= I5, 1996, OW HO. MOM). AS PC) =nz al G foot blob cyclone fence emcroacbas up to 17.3 feet 6ortharpy of the l�property line wd up to a.3 feet soma eeterly of CbA property b) Sigav encroach Northerly of the prvpeny it,. e1 Asphalt concrete curb v4="vhae avrtkemly and Wortbwecterly oS the p--operty 11ae: d1 possible interevt of partlea in poeaeaaicn as evidenced by sanitary serer Is• NYC) line rvUMing errors the prvpurtY and acxosa the 5ouLbre■te_ly px'Qperty lace witbca,G beuaf it of easement; al Poeaible interest of partles fA poaseeaivn not dibc1osed of record ae evidenced by norm draioage line 12i• CA') .cross Cro.,71Y .-o,e:typ 1-as and extending outside of aazemsnt area, and eacroachoent o-` drainage ditch aerc■s the wcrth'a6terly p:-operty I ice; 1 aid concrete� oshova aDgment b°YA at nsragtah p5 by model boee. boyper thur 0 Description; Kl=g,WA Document -Year. Month. Day.Dor2D 1998.326.839 Page: 6 of 6 Order: jkjk Comment: EXCEPTION 42 r4 Filed for Record at Request of: Icing County Water District No. 107 7415 129th S.E. Renton, iTA 98056 ]NOTICE 4 ! ADQP,TXCN OF BENCj2 GENERAL FACILITIES CHARGE King County Water District No. 107, icing County, Washington, hereby gives notice of the adoption of certain sewer g©neral facilities connection charges pursuant to Resolution No. 1310 adopted by the Board of Commissioners on August 14, 1991 applicable to the areas shown on the map attached hereto as Exhibit "A." Elmer F. Foster, Secretary Board of Commissioners King County Hater District No. 107 ck; =Sn Ga�J Xd 2pp SOM84MI9igf1 weuasfsiro Aso-ar6ur6 O • m EXCEPTION 03 SJ E A S 8 H E N T -0 THIS INSTRUNIM, made this 2v day of JUIr 19T5i -n by and between PAt-j Aitirf i.. x . Non PRES T QEha - — -- and r Wand and ; hereinafter called "Greotor(a)," and the CITY OF R`JI7'G11, a lhtniclpal Corporation of !Gins County, Washington, hereinafter called "Grantee." YITUMM" H: That said Grantor(*), for and in Consideration of the sum of $ ry* rptiz'D r,,c, n)_ Deld by Grantee, and other valuable consideration, do ES j by these presents, grant, bargain, aell, conrOy, and varramt unto the said Orantee, its auecesnora and assigns, on eueneot for public utilities (including water and serer) with necessary spFwokarasocoo over,-throuor, across and upon the following described property in King County, Washington, awn particularly described as follows: SEE EX11BIT !'A" ATTACHED TO AND A PART OF THIS EASEMENT TOGETHER WITH A 7tWWY CGNSTRUCTIGH LASEKNT AS SHOWN OW 0HIBIT "A" ATTAOIEa TO AM A PART OF THIS EASV4EN7. :;alai t-enpvrnrf cr,rr2truct1Q1d enaement shrill renaln Su Parve- durinr; cnngtrvctfon and until t'yCh tine bU the otiltti<<: and appurtenances have- been accepted for the operatl,ri and maintenance by the Crontee but not later than ilavembor 30, 1975. - Y------- Description: King,TPAi Document- Year . Month - Day. Doc2D 1975,1009.738 Page: 1 of 4 Order: 3 Ccnm®nt: Ll�u�i+TS TFiRW,I THAT PORTION OF GOVERTY•L'lal LOT 1, SECTION 32, TOWNSHIP 24 'IOrr,-i RANGE j EAST, W.M., EYING SOU f OF THE SOU771 LINE OF S.E, RUITH SUELI NND SOUTHEASTERLY wN:) SOUTOFRLY OF THE SDUTHEASTCRLY LINE OF LAKE WASHINGTON 3VVL�V.'-4) Ai0 OF THAI CERTAIN PARCCL OF L.MID HERETOFDRE CONVEYED TO THE STATE rn OF WA5r1IrvGTOV eY DEEp RCCORDED UNDER AUDITOR'S FILE NO. 112100%, IN THE COL►iTY ')F Kli:G, STATC OF NASHINGTOIN, AND LYING WESTERLY OF THE WEST LINE OF SEOXAARY STAT2 HILA-MAY N). P-A AS DESCRIBED IN OEED RECORDED IN SAID UKLNTY UNDER A101TOR'S ti FItE INO. 46614?, :.vJ LY1t1G N1RTE-ASTERLY OF A LINE DESCRIBED AS FOLLOWS: DEGINITNG AT A Pmorr UH THE EAST LINE OF SAID GOVEF"CNT LOT 1 FROM Ni1CM POINT fl THE NORTItEAST CORNER OF SAPV LOT 4EARS NORTH 104211Y" EAST A DISTANCE OF P 9&;.85 FEET, THENCE NORT1r 6:1059105" WEST 1:90.28 FEET TO THE SOVTH'�MTERLV LNJIZ OF LA&L KASHINGTON DOVLEVARD. �1 EASE'MEIVT NIAP . 0 r, (I-aDsf v I Description: King,WA Document -Year. Month. Day.DocSD 1975,1008.738 Page: 2 of d_ Order: I Comment: said heretofore r"ntioned grantee. Its suCcessOM or assigns, shall have the right, without prior notice or proceeding at law, at such times as may be necessary to enter upon said )Dove described property for the purpose of constructing, maintaining, repairing, altering or reconstructing said utility, or making any connections therewith, without incurring any legal obligations or liability therefore, provided, that such conStruction, rxain- taining, repairing, altering or reconstruction of such utility shall be acconplisned in such a manner that the private improvements existing in the right right(s)•of-woy shall not be distorted or damaged, ar in the event they are disturbed or damaged, they will be replaced to as good a condition as they were irmediately before the property was entered upon by the Grantee. The Grantor shall fully vse anc enjoy the aforedescribed premises, including the right to retain the right to use the surface of said right -of -ray of if such use does not interfere with installation and maintenance �f the utility �- line, timm Teri the grantor 0411 not erect buildings or structures over, under or *cross the right-of-way during the existence of such utility, This easement, Shall be a covenant running with the land anu shall tw bind- ing on the Grantor, his ivecdtsors, heirs and assigns. Grantors covenant that they are the lawful owners of the above properties and that they have a good and ljwfvl t'lght to execute tnls agrec-raent, �r lr_c�j t' C. [ /- ���'��,:. • and and and add STATE OF WASHINGTON } 55 COUNTY OF KING i on this -�f day of `C, , 197.L berere ■e. the under■ignd, a Notary Public in and for the Sl to of�lsahinetoh, duly tearetsatoMd and avurn Farnorolly appeared 4,11&'�" �r" "s' and to N knosm tq be the r and raspectivaly, o• .. �'. thm corporation Mot aeeeutsd the foregoing instrument, and Acknowledged the wid inetnusiont to too the free and voluntary act end dead of said corporation, for the unto and purposes therein centioomd, and on oath stated that f/-' --s autherind to oaecuta the said instrusmat and that the seal affixed An tho corporate meal of Hid Corporation. WzTM17SS .y hand end ofticlsl noel hereto effia:ed the day and year in thin certificate ■boron written, o ary Public n an ar. Qr ate o '"i. Washington, residing At % ' r �� , Descxiptionr ICing,WA Dact=aret-Yaar.Month.Day. DoclD 1975.1008.738 Page: 3 of d_ Order: 1 Comment: Order: 2 Comment: EXCEPTION 04 CITY OF RENTON, WASHINGTON ORDINANCE NO. 3QQ1 AN ORDINANCE OF THE CITY OF RENTON, WASHINGTON VACATING A PORTION OF NORTH 44TH STREET, RENTON, h- KING COUNTY, WASHY*' -TON C` WHEREAS a proper petition for vacating a portion of North 44th Street, Renton, King County, Washington, was duly filed N with the City Cleric on or about November 8, 1975, and said petition having been signed by owners representing 100% of the property abutting upon such street sought to be vacated; and WHEREAS the City Council by Resolution No. 2011 passed and approved on December 15,1975.,and after due investigation, t did fix and determine the 5th day of January, 1976, at the hour of s:00 P.M. in the City Council Chambers of the City of Renton to be the time and place for a public hearing thereon, and the City Clerk having given due notice of such hearing in the manner provided by law, and all persons having been heard appearing in favor or in opposition thereto; and WHEREAS the Department of Public Works and the Planning Department of the City of Renton having duly considered said petition for said vacation, and having found same to be in the public interest and for the public benefit, and no injury or damage to any person or properties will result fro:a such vacation; NOW THEREFORE, THE CITY COUNCIL OF THE CITY OF RENTON, WASHINGTON, DO ORDAIN AS FOLLOWS: SECTION I: The following described street, to -wit: All that portion of N. 44th Street (S.E. 180th St.) having a width of 60 feet, lying westerly of the westerly right-of-way line of Primary State Highway No. 1 (F.A.I. 0405) as described in a deed recorded in King County under Auditor's File No. 4664242 and lying easterly of the easterly right-of-way line of secondary State Highway No. 2-A extended, said easterly aright -of -way line being 30 feet easterly of as measured at right angles to the centerline thereof and together with all that portion of land heretofore conveyed to the Slate of Washington by deed recorded under Auditor's File No. 4210066 lying easterly of the east line of said Secondary State Highway No. 2-A, extended. -1- a As situated within the SW 1/4 of Section 29, Township 24 N., Range 5 East W.M. and the NW 1/4 of Section 32, Township 24 N., Range 5 East W.M., King County, Washington r` BE AND THE SAME IS HEREBY VACATED, SUBJECT, HOWEVER to an easement over, across, under and on all of the aforedescribed property in favor of the C_ty for utility and related purposes. SECTION II- The City Council hereby elects to charge a fee of $3,518.75 to Petitioner -Owner, said amount not exceeding one-half of the City's appraisal of the right of way interests herein vacated, and such charge being reasonable and proper. SECTION IIIt This Ordinance shall be effective upon its passage, approval and five days after its publication. A certified copy of this Ordiance shall be filed with the Office of Records and Elections, King County, and as otherwise provided by law. PASSED By THE CITY COUNCIL this 26th day of January, 1976 Delores le rrt. APPROVED BY THE MAYOR this 26th da of Jairs% . , v gdriy, - r Charle De auren i, Fnvts A ved as t f Gerard a an, City ttorney bate of Publication. 1-30-76 -2- C3 ,'PROPOSED STREET VACATION OF NORTH 61STING CITY LIMPrS%-,, i ily EXCEPTION 05 N O_ CV GRI aq gv_ir CLA,Iit nsLo 1M M I0ATr12 (W SA 405 (rSR No. 1), lento% to Le%nydale (Excess tight of fray) . EJIw ALL mu sy rma FNfslmTS, that the STAI[ OF UASNINGTO11. for and in consideration of TW THOUSAKD. SIM RUMMER, VIM 00 001100 ($2.M.O0) DDLLAII hereby conveys and quitclafae Sato FAN -About;. MCaRfOUTW. a Washiattao corporation, all.its right, title ad' latest, to and to the folloving described real property spurted in Ring County, State of Washiagtons ilwse porttoom of Goverment Lot 1. Section 12. Township 24 North, Range S Ent. W.M., and of favermeot Lot 5, Section 29, said Tovashlp mod Range, described os follow s gginulmg at a point on the earth Ilse of said Goverment Lot 1 Nortb 88447136' Peet 791.2 foot, more or lose, from the northeast corner thereof. asld point bolsg at lligbsay flagim*er's Station (hereinafter referred to as WS) 4+65.6 on the Temporary Coomaetion survey of State Itigbvay lost* No. 4O5 (180 No. 2-A). Iemydale iortb, the specific details eonreralng all of whleh may be foul on &beet 1 of the plan Hereof mow of record and on file is the office of the Secretary of Treaspbrtstion at Olympia. Yaabiogtom. Luring date of approval Eebtuary 7, 1%01 tbeace South 01%2124' VW 30 feet to the southerly margin of vacated Southeast IM Street ez the point of curve of a curve to the left, this radial center of ebich bears South Ot'V'24' West 2%.5 feet; thence westerly and atutbwesterly, paralkel with said ieoporary connection mnrvey, to intersect tLe I -Line right of way line of State Rdgbway gouts No. 405. Rentoe to Konsydals; doses martkreastarly, along meld I -Live tight of wry line, being a curve to the Tight bavfrg a tadiss of 1115.92 feet to Serenest tie RF-Line right of my lice of said Nithemy at a point 50 test southeasterly, when measured radially, from said I -Line survey and at ■ polst 437.56 feet sortbemoterly. wlmn messored along amid I -Line tight of wry line, from a point Opposite EMS I 999*05.% and South 59*02*16' Last 30 feet tberefrom; thence South 32059147' East, aio" said ILA -Lint eight of may line, 11.W feet to the point of carve of a carve to the Left having a relies of 160 fast; thence contlanimg on said IA -Liao right of way Itm■. aloft an" carve, as ore distsnce of 63.23 feet to the point OF curve of ,, carve to the Fight haviss a radius of 120 feet; t!eeot:e eostiasiag on said Ikties right of way line. alt'fg said crrvv, an are distance of 62.60 fast to the northerly msrgie of ,,aid vacated Southeast $01h Street; trots South 98479341 East 70.46 fact sloog said mortberly margls. boas¢ also a right of way lime of said lighvay; thence Sand 30621'54' Lint, along a right of My live of sold UStmay, to ON earth time of Said Government Lot 1; tbemce North 59•47'36' West. alien wad mortk tins, to the point of beginning, together with nay additloaal portion of sold vacated Soatbeast SOth Street tlwt aotaehes to the above described property by operation of lay. I.C. /7-A-02311 1'0 :7tCf5' ICY t'Q�'1FQUD9EA rage 1 of 3 rages Description: Icirig, WA Document - Year _ Mon th.Day .DoCID I978.1122.1071 Page: I of order: I Comment: t Keserwing unto the stale of Vashlustom, its successors or assigns, an eaeament for the operation, mmtmtrwanta, r*cons tructLois and teapaceloo of a closed pipe drainage system to bf installed by the grantee hereto over, Wader, across *md upon that portion of the above dsac rlbsd property lying within a strip of land 20 feet in width, betog 10 fact is width on each side of the following dasertbed tauter lime: bsgiastag at a point opposite M I 1002+42.3 on salt I -Lice survey of said ltigbwtl and 109.5 feet soutbesoterly therefrom; tbsoae Sootl. WA S'S1' West, through a point os raid =-Line rUtt of way line apposite US 11000*23.0 on said i-Llor survey and 36.5 feet rootbeasterly therefrom, 250 feet to the and of this tooter line description, it being ardrrstood mad agreed that no permanent structure will be located on the above described easement premises. The grantee herein, its successors at assigns, stall have so right of ingressand agrees to, from and between said St 405 sad the lands herein conveyed; nor shall the grantee %*refs, its successors or assigns, lot entitled to compan" LLnz for any loan of ligLt, view mod air occasioned � by the 1pcatloe, eenetruction, maintenance or operation of said highway; FICIPT that sold greater, its successor* or assigns, shall have reasonable iagreaa sod egress CO. from wad between the IM-Line ramp so coostrueted at the northerly margin of Wald vacated Southeast SOth Street and the I - Line right of way southwesterly of a line drawn radially southeasterly from fuS LiL i 1001+25 on sold I -Liza survq. She specific details concerning all of which may be found an sheet 6 of that certain plan entitled St 405 (psa go. 1), itamton to Ianmydale, now of Tetol+d sad on file in the office of the Secretary of Traaaportatico at Olympia, Vashlagtoo, bearing date of approval June A. 1963. The lands herein described sr� not require! for State higbvay j parr ; and are cvoreyed parausat to the provisions of Chapin 7g, Laws I of 1977. First grtraordia ry Seasloo. i Dated at Olympia, Vastingtoo, this day of va.+.,j4+r , STATE OF VAS 1 1■ G T 0■ V. A. IMLET. Secretly -if Tranapprtetiao 1.G. d7-A-0z� u I rage 2 of 3 rages 17escripti0n: Xing,WA Document -Year. Month. Day,DoclD 2978,1122,107E Page 2 of Order: I Comment: '-' APPROVED AS TO FOLK: lstant Attorney Geoersl ` I r REVIEWED A$ TO FORK: tl �jl Q gy: 111 N �6adr, lacorpoxac ■ i sum tf WASH IMrOd ) s• County of Therstoo ! on this d.--day at 19_Zg before tie personally Appeared W. A. SUUXL, know* to as as the Secretary of iransportattom, Washington Ststs Depattrert of Frrrspartar/oo, and eracatml the foregoing instrument. arkaawledging sold instrvent to be the free and voluntary act and dead of the State of Waskingum. for the *sea and purposes tbsrsia msAtivaad, and 00 oatb stated that he is authorized to execute said instnaest. Cisen under my hand and afftcial seal the day and year last shore vrittea. of Washington. I.C. 17-A-07311 fags 3 of 3 rages 1 Description: King, WA Documarnt-Year.Manth.DaY.Doc D 978.1122.107I Page: 3 of p!� Order: 1 Comment: I C w w x .-a .-I O7 i- 0 4 .q O F ult-I'l.-TIV tt for R�mttRegaest ofSTATY OF WIISMNGTON OlTinpa W�alvrv{'.m �5p+1 1 Deseript3pn: 1{iu9,WA Dpcament-Year.Month_Day.Doc'D 1978.1122.1072 Page: q of Osdes: 1 comuant: EXCEPTION 06 IN THE NATTXR OF KNOW ALL MEN BY THESE PRMXXTS, 7 U Sits GrWlor XA.L4AMM OMMAf p a Wid", for aftd in conruirration of the cask of TM sMd MOAM- - - - - - - - - - - - - - - - - and other raleaWm epeaidlsseUmm in hand paid, the receipt wherearf it hereby orWotolodded, convey cad varrestt _ sa two 80"M at WAsitnrartar, the ;ol4nainq described: rag &swat iiL7latrd County, in the state of Waskir4tew: A str_p of land 250 fast vi", beiM 125 feet NUTS CM *tab SAWN of NS aosrMr Shoo Or secondary State Kigarq go. 2-A, APAUa to geamp4LOe, ss ra!'aQyr: arasr MO Ma"S tips followi.nK 4"oribod Peron "A`. PAFCEL 'AN That portion of Gerrit~ vet Let 1 Sa beartief U, TOMWk&P 24 Mar", AMM " Mat ti.M., dancribed ar foLlaesn :-.ginning at a poi-4 am 00 MW%Or1j line of staid Orvenmemu 1K 1, from vhi ah the Mrrtaaoart saa%or LbWMW Harr Mar" 10 W 130 Meat a distance of 10.00 fart) thrbar &WAb 1s 4a, 13, fit, 03A" pad East- T rly 1 ine, 13o 4. 35 root to umv somseeaot eruver or .MIL ArwJqunmet Lot 1; thenor Moroi No h8+ 3 ' 6d1.35 footo %boom 460A 1`0 Ut 02" Fast 162.0 hart: tMr■ N" 53m 551 W I&^ W.57 fast to a point from wtdcb the kwtbeaat 00"her of said GewevNrwaat Lot 1 been as follewT "kW-t4 1" 01 30" Lest U4.57 tr941 Soo" WAS W 50# Last 955.66 feet; and hort2, 1a U1 130 %ast 6NO5 Sri Wom teem said last described t,oint MortA 770 101 300 Best 40d.i'0 feet W a point n the ';O U tdla" to r1 j marg i.A of Soouwdarr M*" H'1WIWW No. 2-A (AIW A� fait• Washisrtac Boulevard) as pow rstablishedf tAanca Morth- esstarly, along said Soutbs,"terly Margin, to a pout to lies which is pa.rtl.iel to and 3u feet 34mtA (meaferad at right oftlos) from. the horthrrlf line of said 3oversmant Lot 11 tboom Swot W Sol lie■ Last, &long said parallel lints, to Use point of tetinaalagi LtCrM tact :.ortion thersol deaerlbod as rellewst 9arina ng at a point an the X&"erl, line of said 0overnosat ,.ot 1, fraw which the Nortbeaat comor tharaof bears 4Sor'rb 10 421 136 4:;', a distance of 993-80 foot; thence. South l0 421 130 -W"t, alone said easterly liar, 340.55 feat to the Soutbeast corner of said Gavem- aant Lot I-, ttiance North RPo 01 58" hest, alror the Southerly lira* thereof, 661.35 feat; toonoe North 10 111 020 Lot, 3bv.55 feet, mare or leas, to A point from which toes point of boglamlvd hewls ,,ouch MO Ld" 55* last] Lneno! Sbuta SAID 4P1 S50 Last 664." feet, More or lass, to ttie point of oaginn]nL; situate In the Cotssrty of King, State of wambington. ii.a lajuio LMiU,.� ❑u„rrxed 4WY'rui I.V11Lain M& 4LIV& of 5.jv iu=r## Aria 'Dr 140a, tiia "- ific dat.i' -n---,inp all of idAch are to be found within "" certain map of def3nits loe*tion now cf record and on file in tree office of the Director of Higi,rya at a),ympia and tearins: oats of approval April l2th, 1955. Aleo, the grantor hora.L:. •-.onraYs and warrants to tie Stay of viaaktin. ten all rlghto of inwreaa and agress ( ioci�ltng all rioting, future or potential easannts of acc@", Light, vier and air ) to, fro Lad **tram Secc.r,dary State faghwvr iio. 2-A, Hsnt.on to KoPoWdaals and the renal -odor of said Parcel "Av. It is expressly int*rdrd teat tbeae coTeoacts, ourdeas aati restrictions shall rm with the land and forever bind the �,,rsotor, her heirs, sueesssors or .►signs. and ag",ru '.hat L4* d-4kw*7,2,r ��,iigjtjLjv" hereof Biw". ra� im*froby V%ft the 'terms h+*-,,(,c)n in W, U)-t'tj-L�� , , !rr C3je the l4ght th Tee;,- :1956 ro., / P - .- and +��Ga�oRe-i�ereeJ sha?: >� _ and approved hereon ir# tarilfiag foe 'tom o. mg.", E` of Way " uteri thia.._9 *A. J - ll Accepted ¢7;7 STATE WASHIYiiNCTON - 7 [tiuhf of W6Y SWAT': C,?' V�r.15if;:•;<r; •, � C-'rarntlej of 1Ci3 } i, fh• sc�irlr 7 tii ;,i, tl rr nwro�j public it 42,;; ir, iltc Stal, of 14'wh nytoa, hrri l>y rerfify rYuif on ih=s 9 th Clain of 3a' MU7, 19% nersnrto,[y sppeared before ttre Hargarrt Co Ina r. me Jrroirra tr. },e !fi•.• ;tiff+ridrrrfi dc.sc,iherf of mui tif!ho e .X'Fi•:lrPd fir iore[!r;i>tr! nfs [1Y1T,1FaL, triSi !:nafr•ledged rift'. 0" ggmo,i 0,1A .<cale[i the su-�w as hair. f nw and rsoluzf.pr_, trcr rind (1cval, far !IfP imrpt)scs tfrcrpiR. Trre iittnh(. (} C;tf)r:a f;ndr,- 71t rr "rtlf r! nnrl gfli� t'tl sClef i}?[, 6C7J ❑n{; ifl=flr �-!$t. QfJiH?P-G "Tir[Pn Nf#ftb/Ynfrtir in cnu r,,, aiv�•orr „f Wu�h rnprr,rs. - i P.,xid,nY fit 30L tt,246 r yyrr�yy ��yy � I! -. 1�If FB ?5 17 1 EXCEPTION 07 r _ �e%Ij�rr:•� t ! Y lit. j a WARRANTY DEED ►n the+ 1irdter of 1'I = Slate Itighutay No, 1, R3LY " To IiSir iitD" Ca KNOW ALL MEN BY MESS PR;SS&STS, That the Granter RZILLi TAR & CMKICAL CORPMATION, fcr=rXy to =K=O (R=WIM O W<PAXrj rs lttdians corporation, for and in eonsidcrotion of the sum of ---------------TO An FO/00 -------------------- Dollars, bad tither valuable corwidoraUcn hereby convey and warrant to the State of Washington, the following de3cribcd real estate situ- ated in Ubg County, in the State of Washington; h71 that po..—U n of this fol.lavi.m dencribed Paraol "Am lairs, noutheaster3,v of Leto folluritag dosoribod linos 8esg ing at a point opposito H4#way Arigi nor la Station 64M (464+86.9) and 125 foot 11ort a esterly, vhon hos ncred at right angles axtd,/or radially troar the cantor Uvzo at' Pritant7 Jtatc RiglzrmT No. 1, Roman to Latavdala, thence 3outiorostarly in a attavight line to a point oppoaita RighvW Crsg1morre Station 4614% and 275 foot tiorLinnaterly theratran4 th*VAO NOIULO etorlT in a straight line At r-1rht angles to the 3hetorly right or way Lisa of Lake waahingtmt 8aulolAM to a point of in- torseotion with said right -of rrV,lissol theme 9vathmterlr along said Zaotorly right at way litre of Lalm Waahirigton BoultrnLrd to a point of intaraeotion vith the Northerly right of way litre cif Southeast Both Street and the and of this lire dee- criptione Paraol "Am a That portion of Omorownt Lot 5, 9eation 29, Tttrrrnhip 26 North, Range 5 Itaot i1.14, lying easterly of th& oastarly right or wry Lisa of the Borth ern Put:M* may) Xwopt CoubtW Roadsl AM Mccept those portiow eonnryed to the State at 1luah1ngt4n for bighwp ea by deed recorded under Avditorto Mae Nos. 3229177 sad h178L slid 5 96t72, reeordo of Xing eortntty; aitunto in the Oounty of brag, State of lia9inattw3 _ . is :k?r t'a�N.'tis� :eti. �i[+.' t-.j •'t�.reti)��.. a, re orlleRa vi the specs c details cutuernt �g a�l o `icfare o Le jorend wlthi>trt tl at certain nW of deftirc 11xvlinti aloto of record and on file in the office of the Direclor of Highways at plytnpio and bcorint date u� np• proms Jtms 4, 1963, and the cantor lire at which is also ahwn vit record in �olua+o , of ltigttto Plata, page $1, records of aaiJ eorsltty. Also, the grantor heroin coArQ7e and warrant to the State of VaahirWtan all rit;hta of it`rMon and egrang (inaluding -2-U eaciating, future or ,,otvnt4j& eauemonta of aaoeae, light, view and air) to, fray and botvaon Primary State Highway ita. 1, allwm Creek to VoodlAnd and the resa"or of naid Parcel "Aa. The undereti,pned &green to aurraaier posaosaion of the proidsae conttued heroin on or bolaro /o It is undcr3tood and agreed that the dCUVCry of this deed It hereby Irndcred and Ulat the IrrMS rand obliga-ums hereof shall not Leconte binding upaa the Stura o/ Washing.an unless nrad twilit aert-peed and approved hereon in writing for the State of Washington, Department of Iiighw-ays, bi the Chief of Way Agent. Daird this .! O .._day of -. C., r r1 L'�. Parcel Accgxcd and approvedJ_T STATE OF WASHINGTO14 DW Or H1G1[NAY5 / By C7TIc! Rtchf a11Yall ,tptnl. / RE:ILLY TAk 4 ciMMCAL CORPORAL,li RFPt @1,IC tZtiD;itl SHt: OOYPAKY J nt T. F keil]y, � Pranic7gap Desarx1 ption; King,Wk Deeds--Docld 5687408 Page; 1 of 2 Order: I comment; 1.�q ,sue, GJ Re t- (lntltrid"l acknowledgment tam) SYATZ. or WAsimm", •VOL449 3 FtU481 } r1. County I, the undersigned, a notary public in and for the State of Washington, hereby ecrilfy chat on this _ ...._.,_......�,_�Itlyof.,._...,..._.......,.,..._...._..._..., ...,....-.aplxaredbefuremu to we kn ern to be the individual...- deic-04d in and who txteuted the foregoing instrument, anti ar. i:nowledged and seated the sortie a,_._-...._..._...frrc and voluntary act nrld c1ced, Jor the tuts and purposes therein ttientionci. Ctimn under my hand and official seal the day and yeur lost ubove written. in cm.1 /er ll:r ��:.: e; tYe.'a••;t^ ttt�IJirttl of .....- rUDIANA iCurtwraetm yeknowled�nxnt turml STATL Ur li�igtll�x> l as. county of ._...._...11Afll_.. _....... __.._........._ On this...., t✓O....,.... situ a . 4 �� J f �_cT-tY-rc.�.s�--......l.`2.�..� Lrforc me perfortaiiy nptK`urrd ro me knovtn in be shr...... .... .... .. _.. .. ... and.._.,.. of the corporutiv» that exentic.l the forepoiny instntment, and aeknonntrdgrd Said instrutntitnt-1u.b�, the free and voluntary act and deed of said corporation, for the urea and purpases therciti'ryc4. 6Uk fold • .� t an oath siated that._.,_..._..hfl_`t0.°..._..-. . ,,_ _ ,.-_auti:orized to execute said inatrunent 4L. Ut eVixed is the corporaic seas of said ctr"ratit»t, , Jr-�t•', jx ' +•+- Given under my hand and ogcial seat the day and year Iasi abovewjrittou. + ._ 1 GvtKJS � �YY� •41� . �( NogTY A1M tx an0 lot 14r S.act Cr -Tl:t) l:i rn �`y/ J„r m VOL. _.. PACE... .. .. :3i5T gs 5 x c gu n H 1Ni AN 15 Al 11.36 Y;,S15PUlY � Description: xing,WA Deeds-Docid 5687408 Page: 2 of 2 Order: 2 Ceaaaent =...y,_,... EXCEPTION 47a 4 tf I T C L A N Ih D C t 0 11 THE ?kTrD Del Si 405 (rid No. 1). lentgo to Kennydale ¢ices Rllht of Way). 00V ALL K111 BY 2 59 rtrS673. that the STATE OF WASRI*=I, for and to Consideration of TWO 7N005AND, SIM HOIDRIb, VIM An IO110O (12,750.00) DOLLAtS hereby convoys and qudtelaLme unto, PAII-Aamg, ]rcWp0wATW, a vashingtos corporation, all Its right, title am' interest, in and to the follovin5 desevtbed real property ettwpted in gins County, State of Washingtoor Those porlioas of Oweresent lot 1. Section 32. Tovaship 24 North, "a 5 [cast, W.K., and of Covettment Lot 5, $acttoa It. ■aid Tovoahip and Naog.e, described as €allo+rt ledinaing at a point on the north line of said Coveromant Lot I North 63'47136" vest 797.2 feet, more or less, from the northeast corner thereof, said point hotel at Sighwy Ug aeer's Station (herelaafter refeirad to ss NLS) 4+65.6 on Cho Temporary Coomectfoe survey of State ti=hray Route No. 403 (SSN No. 2-A), Kenoydale North. the specific datplle concerning. all of Which may be fove. on sheet 1 of the plan thereof now of r000rd and on file is the *[five of the Secretary of Transportation at 01poiaw wmblogtoeo leariwis date of appro►al relraary 7. 1950; then" South 01'121241 vesC 3D feet to the southerly morsla of vacated Southeast BOth Street at the point of Corso of 0 tIAM to the left, the radial tenter of which bears South 01'1:'24" West 256.5 feet; thence westerly amd southwesterly, parallel with Bald Temporary Connection warvey, to intersect tine R-Line right of vey Ila* of %tote Nijhway Route No. 405. saoton to Itamydele; thence northaastetly. along said I -Live right of way ]Line. ►aiag a carve to the right haring a radius of 1115.92 feet to ta[areset tle RA -Line right of usy lime of sate Nigtowey at a point 50 feet sowthesatetly, when measured radially, from said 1-11ee ourwey and at I potat 437.58 feet mort►eastetly. Awn measured along said I -Line right of wy line, from a point opposite ICES 1 998405.% and South 59'WI6" Lost 30 feet tberefrom; tint.. South 32*59,47" Let, along *Aid RA -Line right of way line, 11.60 feet to the point of torve of a carve to the left hawing ■ radias of IN feat; thence continuing on-salA RA -Line right of wy lime. along said Carve, an are distance of 6E.21 feet to the joint of carve of a curve to the rtsht bavimg a radios of 120 fastl t'.+enee continuing on said RA--tioa right of raj tins, ale4g. said cvrre, an are distance of Q p$0 fast to the northerly margin of sold wacstad Southeast 00114 Strosr; Chance iowth 88*47136" Last 7D.46 feet sla% said northerly mania. betel aim a right OF ray time of said litshtray; thence South 30'211340 Last. along a right of may lime of said fiigbway, to do north Ilse of said 8oworoment Lot L. theses North 59'47'36e Vest. along said earth line, to tbs point of begtnatajl together with my addit[ora3 portion of said vacated Southeast [loth Street that attaches to the above described property ty operst[om of lay. I.C. 07-A-02111 1!.:.xC15'- TGr t:l)T REF)WED rase 1 of 3 rages X.-- • bescription: ICirng,WA Document-Year.Month.Day.DocrD .1978.II22.I07I Page: I of Cam"-� R._. Order: I Comment: Reserving uato the State or Y■aMMtoa, its aucce&mon or "Olson, as samament for the operation, Maintenance, recoestrsction and inspection of a closed pipe drainage aymtom to be imetalled by the grantee berate over, nader, &crap and upon that portion of the above described property lying within a strip of lmM 20 feet in width, being 10 feet is width on each side of the following described center line: B&Sinaimg at a point opposite US 1 1002*42.3 0o Said I -Liu survey Of said ItiOutl and lO9.5 feet southeeatrrly tborefrw; thence SoptF 46'48'51' !vast, through ■ point on said 1-Lint rigbt of ray lips opposite HIS i 1000+23.0 on said I -Lime survey and 36.5 feet soutbeasterly tbersfrom, 250 feet to the end of tti■ center line description, it being andermtood and agreed that no permanent atruetura rill be 1pcated on the above described ssaereat prsiaes. Ike grantee berelm, its successors or assilne, stall have no right OD Of in reps and a earn • to, from sad between said SR 405 and the lama berein conveyed; nor shall the grantee herein, its successors or assigns, be eatltled to caMpeas&tLoa for say lea■ of 1iSbt. View and sir occasioned by the locstlen, copstruttlon, Malntewoce or Operation of said tlgh ey. WECEn that said grantee, its mucceseors or assigns, stall have reasonable SAgreas and agrees ro, from and between the RA -Lime ramp as constructed at the northerly margin of said vacated Soathease 80th Street and the I- Line right of my southwesterly of a line drswa radially southeasterly from 1i6S LjA I 1001+25 cc eaid I -Liu survey, The specific details concerning all of which say be found an sheet 6 of toot certain plan entitled U 405 (FS8 80. 1), !anion to gcnDydale. Dow of record Mud om file to the offies of the Secretary of Trasaportatlon at Olympia, Washington, bearing date of approval June 4. 1953. The lands herein described are not required for State highway purr , and are conveyed parmusat to the provisions of Chapter 75. law of 1977. Bret Lttreordis'.ey Session. Dated at Olympia, Yasbingtoo, thia L„ dal of Ys,.,ier 5 T A! g 0 i V A 8 11 1 1 C l o a -Wj��M� W. A. mUL491. Seeret 7 of transportation I.C. #7-A-02311 Page 2 of 3 pages Description: Kinq,hM DOCcmrent-Year.Month.Day. DoeZD 1978.1122.1071 page 2 of Order: 1 Comment: _ — `' AFyROTO AS TO YOM By : Laoft ltr A* istamt Attorney General REVIEWED AS 70 FORM: i BY: - Rhode, iacorpotatad i STATE Or YASIMMOK ) County of Thenton ) Oa this_day of V— 44— , 19-2p, wore me personally arpeared Y. A. SOIAIT. know to at as the Secretary of iraasportstloa. i y*shington State Department of Transportation, mad erecated the foresoins Instrument. aelmovledsing mall Instrument to be the free and 'ralsntary act am aped of the State of waafimstoa, for tb* wee sad parpase* therein mentioned, and no oath stated that he i■ authorized to erscata sue inatrusest. Ciren under my hand and offtclal aeal the day and year last •bare *rtttes. I � I blic of Vapbia ton.ir fdiforFtbelMat; ant •s rasa. I.C. 17-A-02311 I I i + Ps;e 3 of 3 Page* kt Dsseription: King,WA DOCUMent-Year.Mant:h.Day. Pocrn 1978.2222.I107I page: 3 of Order: I Comment: -- F I ILAJ I W4 L? 2c j for "wd-M-ftiest Oil 0 STATE OF WASMNGTON I Dvpw'Lm1: ��l cf T-e v ' , , �11w, 14-nd kl_n_-X-r -n, C jrcn Bzld!.g Glyinpa widulbvm %W4 Description: King,WA Document -Year. Month -Day -D'OC.TD 1970.1222,1071 Page: 4 Order: I Comment: of 4z= EXCEPTION 08 'G'CIGG�Q99 G05 135 M P010 'P. yN_ F L711A Lw �'9) rU.T'. 1p' J rtrf rpu:�Gn; I Wl E 9D'. ! ' L • kur �1 $fAc D"F` R,}�'F-•CAN'- I�. c)� m - _ yh• ,P 1xm ',4,II�-._ rt1,7 \ FIo USIA IN ISDc41, 5 aderN:Ic 5Ni' L 0 e De'C ff �W 3 R usr �e �r nAP�n e' " 11H34 T'Ass -� / Ic�';7 r n ti Io66F.R 511 C 4 I 4,7 55' 18 !ti �e� I J �7 = 3A9�•� N '?f 33T5 ;?B6?60.6E Na : or- MAP r 1�? ! / T 4 u 4ern ;•r rAt ��.._ A p1AfC. 76P1'6L7T` ! I n I .-i 1415FW' .aDa 7 � ; a, _ -.y Kf 75' At'roea She ria,< _ SM4106I. 7�,-' 2e nN'dFFKT3"i +E'J T;5-.--sJ74, 26-:.7. -- ---'1�-� ryel �CS SECM f 7p xpF gC'LOF r fsn:]'NT '31 i 37 )? m 011 %E57 RlP N: Sd1Lee .- BiCV SPWN I m r� A P' iiaC.'I N! WeNLAR o G -' cxr ! roar J I� r�4ss �c. ' Ir1311.n-}rf / N,} %�5G1 F fa1L. PO57 - ¢° c N ea cA5% ".' [N tow, PJ'd R [63 6T Lr. 5 N Vw Cod QI I.. IRO U GWI : A;D6 ap.. IS I - 6 T 40 51 a PDNI a NINerNG CaFFxTo n v Y OCT4 ff wPm ;xic A >: L 8I D Cl MIL -A 51A•.c . k I'll.. 51 E.aL «Fa IA'e !'i r q�6.DO Y4 01 VN1 L015 OF Pam Lai f � .� y 4- 1 i i k KNt or ff05NM. ?ARM Y man 9 DORn6rk co;r2 $'-I, �� :n EPr ayC ram, ol7uss U PRO' LK tf� Nk771i, {, edc eyly�r ; r JMM� A1Sen:1F: ALi k 1 / LFieq ,A! Is n s I f �..- .•J' "-N.' m MR /bwq— u45surxu'om rri4f ss ., STAKINGAbTEN N n d Q Fi LAW 14L" '- %%�� onIraCOL 6aS'[ A N or moffJr A" PIN Nl CrAF iS+,.'1i33? z m E'z P F 2D65-C4' I •r, Ia 1 • 1j415... c j a - 2 h c "lIE,35' l/g� `' rIEARIH65 ,� `L• 4YfB,1"T' y � REfEN I GrY,t�' RE}IIOI H0.93tNTA1 D4'IW KkrS P.]J9' C :h Srl [.w:s Nore k 1 �Pk fr EF 10 KI-OPD Qr SERVEY N DECS 46 Ll SUNVE�' `' re op; ,50..;2w�.rh�� K At PA.LF 13E. RINC CDIANI� MSHINGIDN ,7 .�b I �r I ��I ROiR Ip9iDHT PIAc Sllf HO LUA 4.': C97-A•P,, 1 v i tih v� I �yl S1I)P1 PLAI BDCLUN1 Ni;. X-20Div .. ��. 3e//j �j� RITERToccli IFEPWUKTaMuwREht[a, \,J TD KEWDAll S S 6 DI 6� DAITD AS' 1 12. 1935 �.._._-_._._. Nea'99'S5'w � I r' jj•• cGp'J+cEuc[.Ar�rl ;itio'S8• �u� iJ9.36 • �.' �-�..:..., � GP.0 `tC0.i �ACTDR ;:G.99999d1�i�.:, Aec Ayr j I 2T�1 .. DNDIDED y,m SCALE 0,99998799 f -,x=' R751NDUCN7, 1�J4 Q sw>pLNr L r11' SU 0 WAS PERFGRDED WITH A WO T0001 ADc t,F D ! e K' F 7-517rY - A Mr.j.I �NL r� 6 PPff ;Nr Nwsl. (TN9EF. 5ECD1apl fIECIFIWIC R'ET17Fl;r SLiaAI ND 337190 y,. F f Hl GRA C SCAB' e IFrcn• uEiDD US E[ I US(D;A R;ASI SQUARES ANJETNENI NEINDD FOP Al HEED -TRAM DATA ANC ANUS'ED TD 1i1 WAS4N'L106 mot 1' I n r2r? 9TAy PLAN[ LDQADI I MUNI NORM IDA_, IN4) p3,m;). uAhe :Ij- 6 P.EVOCADWOKIA: DA1W PSN'S f-A;:>. �. 2DJ" p'ex:a pI69s (GOV. LOT 5) A. PORTION OF THE SE 114, SW 1/4 OF THE SEC. 29, TWP. 24 N., RG.E.; 5 E,; X ?.L: & (GOV. LOT 1) A PORTION OF THE NE 1 /4. NW 1 /4 OF THE SEC 32, TWP. 24 N., RGE 5 E•, WM-J AVDIIW OR RREOORDER'S URTIFICATE SUR4E05 CFAMCATE :. I RF CURD OF /5�<fRtAi+�Er`(A1 Fkc !a recur! Ihls9yl dny of q6 , Y. atY$A W. Ihn mpp rnrrecily �eprtsn�,ls o wrvey TA ay mr o, _ 51A -VEYiLVP,."i1 T M Icok jU u1 k,rvey a, PNtr% al the requcl o! 4.�de' .y emWi�� e. wlume�cc .ith the reGD2emerle PEN30h, RING fG N IT WR511stLCl( N DUSe'„ Ra D d RIDI'N N; of the Dwyey Peweirg Act a. the reguesl o1 p BUSH, R6EG HITCHWGS, INC. co- N7r au x7DR DR Dr�sa: o- FErDRDS a E cTI AT W`f' N W. N�. Q, CA FSIORFIRS t LAND gWWMPs DRAY6 EY DAE Da 11-'I�-g9 d05 R145 A?` �� r f 26P3 00.. AYE PASS ?X:, .T73-4t44 W �I u WkT WANYINT4A1 Ll 'ICY 1. NASI14M I -am 9:5450R 11 I�,,�,1 I ._, cwnl Aud'•tm o: SaperTenornl OI Rends 4 C i,co'e 9o, TI •� 961Di-3513 rAeE 12061 77'-rt!8 �H MC BY SAH SIAIF 1' t -F` Y 33 f [-NrAi AI00>'RhgACrAN -200` .>N:., I 3F:,3 ?C]00020g4 000().q 1 -4 c7 171l 1 A PQRTICIN OF 'HE SW 1/4 SEC. 29, TWP. 24 N., RGE S E., W.M. �n- Y _ 1 m I� u `e� Y CnH,jl C GFIrJ Sf u.0 � y99E 2oj, ii i url ry n! e� :.yK FLS: I i I ,� SE rx.L 5I R ,161• A+: SL gg GRAPHIC SCALE 3 !,!JEr L`4V iHJf , .m .r 2a n. /�� l � r0.'m �x LG r•�N f , JJ /j �. Z N � ! / � .•'::�51. / +L CMId'L �5 26' w q lK.,<P. W+F A J 4 J ' STAa(IN : X7,TC5 ET IN h/rA ;1,N,� DI� is c'"O 6A / 4 %oYt } 11fi9 �]' G4Yr l4' S- q 1 IOU i]' N31 iE 'WE c ,t,Td 1 AI [y-STH�4 c" , -A --- ,EF SHEET , P6iNT / ' - -- ra,xa P." I . c a y� cons 1 I �/, r.nr un . n.xc'S�•V �In°�wil�m. 2,a .2`G'wc"n--t'm scr AUDITOR OR RECORDER'S CERTIFICATE SURVEYOR'S CERTIFICATE -:. , RC�gRfl 4F SUR}<Y - -, JAG 'DEa/ELOPMENT - t�ie r . rc�ord lh.s a�; of t9 M. y.:., pl y,�u/� c, edge o. .,c er,esl of lns ,r,cP ccrrec llY represer is o au sey maCr ay rt':• :>, �noer mr cUecYoc ,n cor lr>rma�ce .,u• the reamremerts RENTU4, .•.•. "KINC GDUN TY 5irin. acEo s - rc,IIN6 . P& „r ;nc Surrey Reco,dr.y Act 01 m. BUSH ROED k HiTCHINGS. INC- -' ' ffi.11.-Y 4.i TLR, CR D,A=� , CE RE`0R)E d[ CLECTIONS Y)L44u AC .5 9 r CIVL FNf EERS A L4 C SjRYEYD S ORAWN BY DAB TAj:_ II-Q}-9'] 5EE PAG:f I `- Il 4 l 2n MKQH AYT. CFSr (2A) 323-4144 4A TILE. NASH,HGTGN I-WQ-535-D50 Cu- IY Auailm a 5ooeri�;enacnl al Fcco'as 1, cerl ec No 1�1i'b 9B102-35f3 F.Al 12u6Y 32d-71J5 -MAL._ .HrowRH�HC.CC:M CHECKED BY SAY{ SCALE 1"=2UC�,- SHEET 2 CE 3 :up m NY U, ypp2_ TOP 0 i gNfl R• IS TN' z V�u 4Vwi n �nb£ ii r'J,b- c�C c-7.>- x-'sire"sa_as °or 1,`'. �'r, wr'1-'i-%C �n., A'nm= ,zr �- - �L i^Y 'nQ >Ep i a"b m up T rt A. rl n r, n c, d: - V ". �. G1 dyic'n $: $> NO #� - 2 IMI— ^� iQ_xs_ z " r ph 4�x c a �� [ >Y? o'$ - ���t r '*i l - }_ C �� x Y r,r�n w y',rwyn _9vii c x > r-': c i c' n I— n � M. _ � f �z a oy Q6 m gx^-510 NCG K u % $ F 9a iY3� n s biz S ] w w Y n}z off, 3 t yin q inC JRQcn g �,'-r y re ^ a qP an y{ Re � n „,z c4r f �:4 cj ayNrs n rCJ nz 4 D ❑ Ak Why y 'o ' r �I I' r !"$4noK r imczbi by g^z f8c's ''q'$ a >i--2 ls inz� m s a in7 K>cam. o mac, �S z�`c, < a _ ` r K2�Zn to is A aoi its sly ME mx z T. RPM g bat mQ :z mR1 P r e Tf>� nNow � w nx �_ uc z o s n. RA- m giM'g8 `� '�.. o inr.- {�"rq N 'n.i Mc a~ `s' -Up _ tr : N g Ann C.S Ou it s ~ T �' , 1-.•c7'�VIA nn _ _ n z" A=�q" " m o y"co >r--- a �2+ �j^„_; nr�=� Sp x:c >' _ ^? -oN a m'2 ivtn 7 Sup.•, i- +1' r� 2 �¢a'yn bro� nLi P [� H o £ D M �n c n 0 p xMOW z^�zs r„ - A- ri d'l•1 U I � G � YZ T 1 S N� S+t � ub �r 'r YZAX n S 2 zcx o0 m A A. s yf'YT • .7jr - 2 n CC ' CT mi ter- a s tp EXCEPTION 09 20O401120DOSS1.O01 Port Quendall Company eJo Kidder Mathews & Segner, Inc dba GVA Kidder Mathews 12886 Interurban Avenue South Seattle, WA 9898 Nonresporallbitity NoNce Port Qarerxlali Company Rental Service Comorslion To Wbom 9 Wr Concem: Notice is hereby given that the undersigned, Port Qirendsil Company is the owner of the premises situated at 4300 Lake Washiapm Blvd, Radom, WA 9I1068, County of King, film of Washington, more particularly dmmbed as Blows legal dneriptton Is ached. Labor, service, equipment or materials has been contracted by Treahouse Workshop, Inc, 2901 W. Commodore Way, Seattle, WA M99 That the first date on which the undersigned obtained knowledge that labor, sere= equipment or materials were supplied to the above described property was an the 3+d day of December, 2003, and nobce is posted in cornphanoo wdh the Lam of the Stale of Washington within ten (10) days of acquiring such knowledge, and a copy of the same will be filed in the Office of the County Recorder where the above described property is wtuatad And that the undersigned disdaims any liability or responsibility, either express or implied, $or any work, Including the fu niM mg of materials or the perfomnance of labor that has been done, or is being done, or will be done on the above described prerses Dated this (P day of December, 2W3 Name Port Quendall Company 8y Kidder Mathews & Segner, Inc dba GVA Kidder Mathews It's Property Manager Address 12986 Interurban Avenue South ti �A1\7 Site, WA 98168 t .••s&toi►i ' p t �gTARY', Srgriaalr�� Jud Silvers, ice President of Operations � v 548hR C' Y4'eS�lttw'►iR'i CnmtYorwng ,. i�t�.� •• � �.� : • •• v On lh.r 8t day of Oexmber, WA berm mp, O011% Swat ou, t;atay Pubiic, Pi rr,79N app+Ba-ed Julie perraristiy krxmn to me 10 tie the psnsm that eWmted 11iis utsr omrir on beeha# of Wirt RaWp d Gnno","aal:nowWdite to me that she tzbwrvd it nL-and for 1* Danita L Skation Z9 _C.9 My Commission expires . 05/17/01 08 00 FAI Z06 248 73,10 QUADRANT/KMS MGT d»N QMS EVERET 2 12) � 0.4/D.Z S EXHIBIT A ;�gga1 De crzptlan PARCEL A THAT PORTION OF GOVERNMENT LOT 1 IN SECTION 32, TOWKSHIP 24 NORTH, RANGE 5 FAST W.M. AND OF VACATED NORTHEAST 44TH STREET (SOUTHEAST BOTH STRErTj AS VACATED rn`XR RECORDING NO_ 7602250427, DESCRIBED AS FOLLOF75 : ' BEGINNING AT THE NORTHEAST CO3WER OF SAID GOAT LOT 1; TH3DICL NORTH 08047.360 WEST, ALONG THE NORTE LINE THEREOF. 797.2 FEET, MORE OR LESS, TO HIGHWAY FNGINMMS STATION 4+65.6 AS DESCRIBED CINDER RECORDING NOS. 4210056 AND 7811221071; THENCE SOUTH 010120240 WEST 30.00 FEET TO THE BEGINNING OF A CURVE ON THE SOUTHERLY M.RGZN OF SAID VACATED S.E. SOTH STREET, TEE CMM-M OF WHICH BEARS SOLVH DZ•12124" WEST 256.50 FF. ,, THENCE WESTERLY AND SOUTHWESTERLY, ALONG THE ARC OF SAID CURVE, A DISTANCE OF 204 FEET, MORE OR LESS, TO THE X-LINE RI=T-OF-WAY LINE AS DESCRIBED UNDER RECORDING NO. 7811221071 AND THE TRUE POINT OF BEG IC+1N ING ; THENCE NORTHEASTERLY, ALONG THE ARC Or SAID CURVE TO THE RIGHT THE CENTER OF WHICH BEARS SOUTH 59002116"' EAST 1,115.92 FEET, TO THE NORTH LINE OF SAID r.0VMtN XNT LOT I; THENCE SOUTH 88 "47' 36r FAST, ALONG SAID NORTH LINE, TO TH£ WESTERLY LINE OF SECONDARY STATE HIGHWAY NO. 2-A AS CONVEYED UNDER RECORDING NOS_ 4664242; THENCE SQU'tTRMRLY , ALONG SAID WESTERLY LINE, TO THE SOU RWES'TERLY LINE OF A TRACT OF LAND CONVEYED TO PAN -ABODE, INC., BY DEED RECORDED bNDER RECORDING NO. 4856255; THENCE NORTH 62°59'05P WEST, ALONG SAID SOUTHWESTERLY LINE, TO THE SOUTHEASTERLY LINE OF LAKE IWASHZNGTON BOULEVARD AS DESCRIBED XAMER RECORDING NO. 4 21005 6 ; THENCE NORTHEASTERLY, ALONG SAID SOUTHEASTERLY LINE AND THZ SOUTHEASTERLY LINE OF A TRACT OF LAND CONVEYED To TFiE STATE OF WASHINGTON BY DEEM RECORDED UNDER RECORDING ND. +4210056 TO THE TRUE POINT OF BEGINNING; SITUATE IN THE CITY OF RENTON, COUNTY OF ICING, STATE OF WASHINGTON. PARCEL B : THAT PORTION OF GOVERM ENT- LOT 5 -TN SECWXOX • 2 9, TOWN:;HIP 24 NORTH, RANGE 5 EAST W.H. AND OF VACATED 44TE STREET NORTHEAST (SOUTHEAST 80Tx STREET) AS VACATED UNDER RECORDING NO_ 7602260427, DESCRIBED AS FOLLows: BEGINNING AT THE SOUTHEAST CORNER OF SAID GOVERNMENT LOT 5; THE- CE NORTH 01012'24" EAST 30_00 FEET; TREa3CE NORTH 88047036" NEST 563.68 FEET TO THE EASTERlY LINE OF A TRACT AS DESCRIBED UNDER RECORDING NO. 7811221071 AM? THE TRUE POINT OF BEGINNING OP THE TRACT HEREIN DESCRIBED: THENCE SOUTH 30021'54" EAST 35.21 FEET TO THE SOUTH LINE OF SAID GOVERNMENT LOT 5; THENCE NORTH 88'47'36 WEST, ALONG SAID SOUTH LINE, 342_24 FEET To A POINT ON THE RRC OF A CURVE TO THE RIGHT, THE CENTER OF WHICH REARS SOUTH 44014151" FAST 1.,115.92 FEET, SAID POINT BEING ON THE WESTERLY LTRE OF SAID TRACT DESCRIBED UNDER RECORDING NO. 7813221071,• 05/171UI 08 00 FAX 206 248 7330 Qb9DRA�lK2dS MGI '.. 20Ugl12000561.003 QKM5 EVERETT 024/025 EXEIDIT A L a xp ion PARCEL k: THAT PORTION OF GOVERNMENT LOT I IN SECTION 32, TOWNSHIP 24 NORTH, RANGE 5 EAST W.M. AND OF VACAT= NORTHEAST 4 4TH STREET (SOUTSFAST 8 0Tli STREET) AS VACATED UXDMZ RECORDING NO. 7602260427, DESCRIBED AS FOLLOWS: BEGINNING AT TEX NORTHEAST CORNER OF SAxD GOVERNMENT LOT 1; THENCE NORTH 88°47036w WEST, ALONG THE NORTH LINE THEREOF, 797.2 FEET, MORE OR LESS, TO HIGHWAY ENGIkEERS STATION 44-6S_6 AS DESCRIBED UNDER RECORDING NOS. 4210056 AND 7811221071; THENCE SOUTH 01.12'24' WEST 30.00 FEET To THE BEGINNING OF A CURVE ON THE SOUTHERLY MARGIN OF SAID VACATED S.E. BaTH STREET, THE CENTER OF WHICH BEARS SOUTH 01.121240 WEST 256.50 FEET; THENCE WESTERLY AND SOUTBFTESTERLY; 2MONG--THE -ARC DF, SAXD C=vn, A DISTANCE OF 204 FEET, MORE OR LESS, TO THE X-LINE RIGR'T-OF-WAY LINE AS DESCRIBED UNDER RECORDING NO. 7811221071 AND THE TRUE POINT OF BEGINNING THENCE NORTHEASTERLY, ALONG THE ARC OF SAID CURVE TO THE RIGHT THE CENTER OF WHICH BEARS SOUTH 59'02.16' FAST 2,115.92 FEET, TO THE NORTH LINE OF SAID GOVERNMENT LOT 1; THENCE SOUT8 88447'36" EAST, ALONG SAID NORTH LZNE, TO THE WESTERLY LINE OF SECONDARY STATE HIGHWAY 90. 2--A AS CONVEYED UNDER RECORDING NOS. 4664242; THENCE SOUTHERLY, ALONG SAID WESTERLY LINE, TO THE SCUTRWESTERLY LINE OF A TRACT OF LAND CONVEYED TO FAN --ABODE, INC., BY DEED RZCORDFD tWDF_R RECORDING NO. 4856255; THENCE NORTH 62059'05N WEST, ALONG SAID SOUTHWESTERLY LINE, To THE SOUTHEASTERLY LINE OF LAKE WASHINGTON' BOULEVARD AS DESCRIBED UNDER RECORDING NO. 4210056; THENCE NORTHEASTERLY, ALONG SAID SOUTHEASTERLY LINE AND THE SOUTH ASTERLY LINE OF A TRACT OF LAND CONVEYED TO THE STATE Or WASHINGTON BY DEED RECORDED UNDER RECORDING NO. 421DO56 TO THE TRUE POINT OF BEGINNING; STTVkTE IN THE CITY OF REN'TON, COUNTY OF KING, STATE OF WASHINGTON. PARCEL g: THAT PORTION Or GOVE]WHINT LOT 5-IN-SE=XON- 29 , TOWNSHIP 24 NORTH, RANGE 5 EAST ,�W.X. AND OF VACATED 44TH STREET NORTHMLST (SOUT EAST BOTH STREET) AS VACATED UNDER RECORDING NO. 7602260427, 1ESCRIBED AS FOLLOWS; BEGINNING AT THE SOUTHEAST CORNER OF SAID GOVERNMENT LOT 5; THENCE NORTH 01'I2'24" EAST 30.00 FEET; THENCE NORTH e B a 4 7' 3 6" WEST 563 _ 68 FEi' TO THE EASTERLY LINE OF' A TRACT AS DESCRIBED VNDM RECORDING NO. 7811221071 A9D THE TRUE POINT OF BEGINNING OF TfiE TRACT HEREIN DESCRIBED: THENCE SOUTH 3 0 e 21. 54 " FAST 35.21 FEET TO THE SotTTH LINE OF SAID GOVERNMENT LOT 5; THENCE NORT$ 88`47136" WEST, ALONG SAID SOUTH LINE, 342.24 FEET TO A PoiNT oN THE ARC OF A CURVE To THE RIGHT, THE CENTER Or WHICH BEARS SOUTH 44'14'51." EAST 1,115.92 FEET, SAID PC -TNT BEING ON = WESTERLY LINE OF SAID TRACT DESCRIBEn LWDER RECORDING No. 7811221071; LEGAL DESCRIPTION f In thegj*ter of Sb oadir State Highway No. 2+4, remo7dao r=th. KNow ALL 1ii£N BY THESE PARSE,4TS,-Thai the Grantog awrge Lathrop Colman 6=a Uargua ite mitt$ Cbim , busbtlad and trixo, for and sn censidervHon of the tru a of Ten and W/= $ 10jOD----- * and other rainebt.• 400nutdereUms ahgnd paid, the revent ,rhersof is hereby ackrtowiedged, hereby conveys. onclwarran%si to the State WCsbingtoN the jollowing described real estate situated to Kim Coutrt to the S*e of WashbVIo 1, to-wsi' y All that porttica or a tract of lazed to be hareiaatter dwardbedl lying and being Nmrtbae,ter]y of a line drawn paraUel with and distant of 30 feet 5aathaeeterly ,rhan =MMWed at right &NAA n ind/Or radially from the &4Wtear line gUrWV of tra- I�"�i conaieotian A" ow S*Xmd.9rs State i-tUINM mb. 2-A, Seua>ydbla &Wthl wd �6. , SEbld neer0 0 9tattSmn 4 *- {, D to the riot with raft of 28n The haeedalse[are matiaonad tract of lam& is deeaAbed as follarnst That portion or do-va cut Lot one Wj 5ertioa 32, T=mWdp Zit 9-th, R=ae 5 Fazt, . t1. L lyule Fast of the >,orr -dating Secor]daW State Ai.,glti:=ty to. 2-A. SALES TA"... LIEN t R. r TYw 3arma being berain aavreyed oontain a total arcs of 0.3 acres, =ro or l.caaj the specific details con cmvto ail of which are to be found unthtn that certain map of dv5nue ioranau now of.record and on file ,n the office of the Director of Highways at Olympia a'nd beanag dalr of aP- preval Feb 7+h. 3.950s revived 9ILVSA, { It is understood and agreed that the deltvM of dais &red is itereb!j tendrre,I unsl t1,a1 rhr c •*c,s and obligatioru hereof shall not beemw binding upon the Slate of WaSfi3pLgto,t t.nfess and t,T,tit acre Vcd and approved hereon in writing for the State of Washington, Depariment of Pl3011u•aU9, by r�'c fi�iU of Way E,tgineer. Dated thy% _ daJ of— #>'�M--�.19',52 Accepted mW approved tFttQ...,ff'..� �Gl� 0�.,,,'.i:�LswL1 • ff - .. r' I STATE OF Wll.Sf�MG1idN t- ` An N �7 r ao Miazx%vATU, .EO r �,• ��cu r - — 17esCription: King, WA Deeds-DOCIct 4211)t)56 Page.I Qaf 2^ n r= - i"�,��js�i�,F-�aa •_ Y� Order: 2 Comment: _'� 1judlv1dual ae-o-le tmePt form) f bite to and for the State of Wasiu+igtan, hereby certify that on then 1, the tmCi rsigned, a notary p7t ray of r1Lnr .1�2..._..- persoFwiiy appeared before me e Mild esa 3di4clla]] tlolalaa ' . to tree known to be the inthviduaC.A described in and who executed the joregoing instrutrtent, attd nc- ardedged thr� _rigned and sewed the same as _ thtiir free and VoiuntanJ act oriel deed, fire =A acid purpmrr therein rete"Ooned, CiGHeider 7nV hand a71d oftnal secl the day and y bou; urn ' + .Nola PubteC to and for she srare of w"h� rfl nalon, ' t• feCardeny at 'St8j-u1m0a--' .fit Cyr.': eCcrpcmUon arhnonled�tlt m team 3 X mg, SS ummty of on tht; - div1 Qj- — before nee personally appear;$ a '. + r to me k w= to 2Fe the anti of the cowanon'hot exemted the foregmng :nstru t, and acknowledged sold instrument tp be the _� free and voluntary act and deed of said Wrporatson, f he uses and pterltOe;s there>n mentioned nerd vn aath stated'that— authorized t xecute said instrument and that the sent miredathecorgnratusealof istedtolparation• , Gum under m7j liaad and official seal the day and year iast'br' . e1•rerten . h Notary Public ih and 10r Cf.. Star. �IY0.' •�µu•, r1rildeng trt mar F' ' r r h ti Q o RECORDEO ti sVOL i G r PACE. ...... IffiCif OF ? h V 192 FEB 14 AM 11 26 RC$EXT A. K NCOUNTY COTYt WASH. � DEPUTY , a Description: King, WA Deeds-DOcId 97Iag56 Page: 2 of 2T � 5 _4 Ordts ar: 2 Co®ent: _=w .��.1, - 4 k�A�r•.er i S�_. a .� LEGAL DESCRIPTION r gulf cLAAK 0If2 IN THE rAT177 0l Sl 405 (PSN Igo. 1), leotof to tenmydale (races■ li`ht of Way). KNOW ALL 7tii it Tact PRESUM. that the STATE Of wAssuicrot, for sad is consideration of IVO T01MAND, SETEN RONMED, RIM AND N0/100 02,750.00) DOLLAi.S hereby eeoveys sad quitcloiss unto PAN-A"M. UcOafotATED, A ttasbltgtoo carparatioo, all its right, title am? interest, is end to the fal]ovina described real property ■ltueted in Ling County, State of Vashingtoaa these porlioov of Goversmeal Lot 1, Section 32, Townsbip 24 Nertb, Lange 3 east, WA., and of Government Lot S, Section 19. ■Lid Township dad Range, described as f-alone USLAfiug at A point on the north line of said Coversmont lot l Nottb 66•47'3V Vest 797.2 feet, wore or laws, fret the northeast corner thereof, said polmt betal at Nigbeay Engineer's Station (bereisafter referred to aim 813) 4+65.6 on the Temporary connection survey of State Highway Roate %o. 405 (SSR Ito. I -A), geaaydale North, the specific detsils coorwrateg all of whicb may be fora, fa •beat 1 of the plan thereof now of record and on file is the office of the Secretary of Trsaapbrration At 01MIS. Vashiagtoe, fearing date of approval Eebtuary 7, 1950; tbeocr South 01112,24" vest 30 feet to the southerly margin of vacated Southeast Both Street at the point of curve of a crave to the left, tbi radial canter of rhieb beare south 01'12124" Vest 156.5 feet; thewA westerly and oufthve■terly, parallel with ewid Temporary roaaection wor sy. to istorsect tl.A RAN= right of Noy line of State Iighway Noote 110. 405, Reston to Raemydale, tbence mortbaaatetly, along said I -Line right of way line, being a carve to thaw tight bavimg a radio• of 1115.92 feet to intersect tie to-Lloe right of way liar of said Ntghvay at a point 50 feet aootheastetly, wham measured radially. Erin said I -Line survey and at s point 437.56 feet oortbco terly, vivo measured Along said I -Line right of +ray line, from a point opposite EMS i 996*05.94 and South 39'01'16u east 30 fast therefrom; thence South 32v59'47" Last, along said to -Etna right of my line, 11.60 feet to the point of curve of a curve to the Taft having a radius of 190 fast; theses cautioning on said RA -Lime right of way liar. along said carve, saw are distance of 68.23 feet to the point of curve of a curve to thaw rtgtt having a redfav of 12o feet; Nance cautioning on said RA -Lima right of way Jim*, slang aria curve, an arc distance of 62.60 foot to the northerly margin of Said vacated Southeast 60th Want; thence South $9'47,36" pAat 7D.46 feet aloft amid nortborlf margin, being aim ■ right of way How of said ILSbway; tbesee South. 30'21134• East, along a right of rely line of asid iighssq, to tbs north lists of Asti Goverment Lot 1; iheaee 7tartb 55"47'36" Vast. alp* said north line. to the point of beginning; togetber with day additional porties of said vacated Southeast Roth Street that ottacbaA to the shove described property by operstioo of law. I.C. 17-A-02311 ;.!.% Ca 7,' :.Ii 1li�dl9N Page 1 0[ 3 rasesh. .P `_ /fn r q� 41-� Description: King,WA Document-rear_Month.Day. DOCID 1978,II22,107I Page: 2 of ._. Order: I Conant: le*ervins unto the State of 9mabington, its successors or assigns, as easement for the oper&tloe, e&intemanea, rseoaatrsctioo and inspection of a closed pips drainage mymtm to be installed by the grantee herein over, nnd•r, scrams and upoi that porttoo of the above described Property tying within a strip of Land 20 feet in wtdtb, being M fact to vidth oo each aide of the follovieg described center lime: Iegimeiag at 4 point opposite US 11002942.3 0o said 1-time survey of said WSW") and 109.5 feet soutbesaterly therefrom; thence SooO. 66'45'51a Vast, through ■ pofmt on said I -Line right of way lime opposite US I XWQ'23,0 as said i-Liae survey end 36.5 feet p southeasterly tbsrefros, 250 feet to the mad of tbis center line deseription, it being mmdermtood and agreed that a permsmmnt structure will be located on the above described easameal premises. The grantee herein, its successors or assigns, shall have no right tX1 of ingress and egress to, from and between said Sit 405 *ad the land■ herein conveyed; nor *ball the great" berefa, its n.aCessorm or assigns, be entitled to campensatioa far *my loss of light, view and air occasioned by the location, eonatruetioq, malntenowe or aperstion of said highway: EICEPT that said grantee, its successor& or assigns, shall have reasonable ingress aid egress to, from and between the LA -Line remp as constructed At the uarther1y margin of said vacated Southeast 80th Street and the I - Lime right of my southwesterly of a lime draw radially southeasterly from RES LiA.I 1001+25 co said I -Line survey. The apselfic details concerning all of which may be found to mbeet 6 of that cert4la plan entitled Sg 405 (PSI b. 1), iaatoo to Ienmydale, now of record sad on file in the office or the Secretary of Transportation At Olympia, Yamh12000, bearing date of approval June 4, 1963. The land* bereta described are not required for State blghv*y port , and are conveyed parsoset to the provlsioea of Chspter 78, Law of 1977, First Eatraordia-ey Samelon. Dated at Olympia. Ysebington, thin nay of va«.er t9??', STATE of WASNINGTON Y. A. SMIEI, Secret 7 of Transportstioa I.C. 01-A-02311 Pass 2 or 3 Passe Description: King,WA Document -Year. Mon th.Day.DOCID I978.2122.I07I Pago: 2 of Order: 1 Co=nent f APPNM AS TO rpiM: � L if Aa Ltsnt Atteragy Gcmeral UVILvm AS TO :pill: p - my: Abode, Iacorporstad OD t' SSATL (IF VASRIKGfOe ) I as Cousty of T1n rstoo ) ` pa t41a L4 day of va+�` , 19_JF before ae perso"lly appeared R. &. it1U.CT, mow to re as Ow Saoretary of Ttaasportmttoa- Uggbi µtoo State Department of TYanaportattos, mad esetstsd tint foresoleS ivsirameat, attnovlsdsfs& said fast—aut to be the free and •olsntary met and deed of the state of tirslingtvu, for the mats and rorpaa" tbersfs mentioned, sod am catb stated that be is autborisOd to azecutm said inotrvaest . Ci♦en ovder 4 band and offteial east the day and yesr last above written. Notary Milk is for t a State �y�ll�pS .It of wmbiaitoo. r idle& xt Olympia. V! 46-s �:rt s -r a�OL'- I .C. 17-A-03311 to&a 3 of 3 rages Description. Ring,WA Document -Year. Month. Day,DoclD 1978.1122.I471 Page: 3 of -•--- Order: I Comment. i L PC I ILF4) fOr Rlmd-M-Request ci STATE Of WASWNGTON DVWA cA r i Oymm wlArKrvl � |� - . DGsc.r-EPtJEOz': Kng,WA Document -Yea-r -Month. Day. DiocID 2978.1122.1071 page: Ox-de.r-- 1 Comment: LEGAL DESCRIPTION IN THE UAr2'BR OF seewAkw 86olt Him lbs. 204r KNOii' ALL WZN BY T$a3S8 MUMW 13 q MA" die Gem" or XXXUAIT OMXAX, a videm, for end in conrtderation of the *u4 of TEN and 11WW- - - - - - - - _ - _ - _ - - - and other va*aMble in hand paid, the rece?pt uAwreef it hereby aemadvladoed, hemby wisest -. and mmwro" _ to slim slom rx WAsan+wrnx, the folZ 001 de tribe i resa satate 80100a1 ire county, in the State of Washiv4sm: A strip of Is& 250 fast s1de, beh%g 125 feel. +rods an Saab silo of the seater lima or 5eton4arf State Hiauary No. 2-A, Amotoa to 1000#0430, so surver d war ane Sommer Wo fallovins. described Parsel "A". OEM "A* That portion of Gwwoeorant Lot 1 to %ollon 34, lawneM► p it Barth, a1Aems A last W.H., dasoribod as tallsmis beginning at a point an the loaserj7 line of grid Oamartmmmou Lot 1, � from which the Northeast 10ywr thaVesi boom Bortb is bt t IP !r/t a distaneo of WOO fewLI %hosoe SO= 1e h*1 lr Mott, does saii 3010S.- orly licw, 130k.35 feat to Lilo a0w inamR Conner eir mw 91110910100104 Lot 11 theme *omit 80* 481 30' Qat 661.35 fteti %hopes Seeth ion il' 02" last 162.0 isati %home s VerNk 52* 55' ho spas 06.57 test is a point from+ wt1ch the Nortbesat o"Wr of said <3prstlmwat List l beds" an falloms a *North 116 0' 300 Rost, 164.57 MCI /emit 686 40, Sae East 955.66 foot} mod NoriL to it' 13' lit 67405 foWtsi %bases from raid last described Point Worth 770 10' 300 Best 408-20 host t.o a pint on the Seutneasterll margin of bsocsdary fto%a Higttttq No. 2-A (Al,W ;. SOWN A�; iak* Washiagtcxq Boulssftd) ao ;eow metablishod: tbooto bortlr- eastarlr, along salt! SouitresaMrlr margin, to a point is line whloh is puraiial to and iu feet batuh (wassursd at rignt magiss) from the Northerly line of said 3overnment Let 1= titans 9sutk $00 30' ]Lin karat, along amid parallel line, to the point of begUaiag{ LY[Zt'7' that portion thereof dsserlbod as follomst beri.nur.i.nv at a point en the alastarly 11sts of said Uerexttirrat ,sot 1, from which tits tiorthoaat cortwr thereof Wars Korth 10 W 13e `rvt a distance of 993.80 feet! tunas South l° W 110 West, along said Easterly lino, 30.55 feat to the Southeaett oortirer of satd Cwo"arn- ment Lot l; tnancs north RAo H t 5e" West, 0-nr Lip 9out.hsr}r line wersof, 661.39 feet] tosace North 10 11' 02e List, 36U.55 fist, nacre or Isms, to a paint from which tee port of bellonlal hears youth 840 W 55* Usti !none South RAO 01 550 coat 6640L test, more or loss, to the point of oeP,tnZIngl situate In. the T000ky of King, State of washirrton. The 14"Ab vein, uuuruXoi Lwrwal vvlh . Jl Sri AJ-*r. of 5.50 icr*t, .rwie or 166i, tGa tea' ific datal' 5 . - 'vning all of which are to be found within the' certain slap of defluite location nor of record and on fil.a in the offiow of the Director of diaghrna at 01r pia and warinc oats of approval April 12th, 1955. Also, the grantor her*, =vItys and warrants to Ve 5 - of Washim tan a.11 rights of inireas and agrees ( in0,30g alb eriating, future or tsatWXial eaeer,nts of acoeSa, UQbt, vier and air ) to, •rum and vet*.en Sec"ndary State highway lie. 2-Ay Banton to fsmtaYdala and the renalodor of said Parcel "A". It is expressly lateaded that 14s0e cov+anacts, otirdsns and restrictions shall rug With f the land and forever hind the Nreotcr, her heirs, suaoess.ors or weaigae. A JI and cEgreev, M anc, $ha7i."t beroqn* Who in ljw am ad &V the Aught 9 *b Pa -k"IAK,.Iil!,,lGT,lll-,j cv 4. vat PA U k M6 FEP AN041 *Aii and ob 1►"" th14r r a7i-d 4PPr-%%ed hercoA lA 40Atbw f♦ 04' A-i '� ... F Of Wad Ex�tvcci LDated this_ _4 J , Lr Acceprccl and app oved_. i STATE WAS!UNOTON k 11 eat HIGHWAYS 6.k ( F !F! Riphto! Way £n{nr.1-- F STAT Ot G1'n5t,r o;;v,, rw j C'(srrrtrr! of f. !h = ;ctirlrr i rv„-r! r, rtnratr1 pubNr in an^ ir,; tie SJ,3tF f LLrr><h:ngtan, hrrz})y certify ilurf on !h*s 4 th Iurr 0 2956 lfax'gmret Co3aa n persane!Iy appeared before nre :'rr »:+ j12p1CTp k: hrr tfrr it:rt tiunu! dese'rhed m unit who r]PrarPri 1}r =trrecrr.in:p irrctrunienl, n?zti vv- knorrirdyed :imt *ho srytt, t, rrrd wuled thv su:rtr as h r Prue uttd najun:.trrr r Hari deem, jar tkr+ u;c^ aru� ,cur},nst•, 1lrcrrrrt. nre:tru:nrri C;ir+rn ,et cf r rrrt ':rr.trr .,,> i ujric:rrf serif t) a tic?7 rrru: !r'8[(r !.^.st ulrmc trritly. Hr.tat�Y4hirtin Goad fur v�� �rorr ter Wn7n+r?u!:,rr, rr=i-idiap rr 9�a ttlq ,� il ICI �•� ��� i; Fm 15 a 11 17 :r r, r LEGAL DESCRIPTION it F4 n k3a 3741 Fm2'07 z :Ct'=Si OF e� TAX!U �A f?7 [' C b P. i q 01 Ck A fad o t•r JS r,trrt Statutory Warranty Deed T",1 i.r 11-K A{ARGUERIT$ COLMAN, also xnown a-, UAItfAItET COI StA a x 1,40K . --TIN DOLLARS and otttor vxluabie con 5,nr•rot,ans n r.ar 1 PAR -ABODE, 1 fiC , im That portion. of Government Iat 1, sac tIon 32. toknsntl 24 north, range 5 east, W.M., in King Count%. trinhlrl„t"n, 15-sng Knuth of the south Iine of tiuutheasL bUth Street an -I nouLheasterl) and southerly of tha southeastern line of I -ake washington Boulevard and of that certain Narce! of land heretofore, conveyer! to the State of nash- Sngtun, by *feed recorded under auditor's file Nu. 4210056. la the County of i•'•ng, State of tashington a3,d lying; vv%- 1vriy of the west Ixne of SeCandary State 'Ilghway No. 2-a dS Des- cribed in deeds recorded under auditor's file No. 4664242, and lying northeasterly of the line described as follows Beginning at a paint on the east line of said Government toz 1 from which point the northeast corner of said lot bears north 1642'13" east at a distance Of 986.85 feet, thence north 62'59'5" west 1290.28 feet to the southeasterly Ilene of Lake Washington Boulevard. TL • I 1 r S J iS . -m? ct K I N G gin this. day pers,mallr mr 949009RITE COLHAH, also known au MARGARET COLKAR, a widow, m m- l umn to be the u...ar.dr.lt deacrttrrd In Anil rhu r,ec„red be wilhm and lnregum, inrtrument, wd iruww'f 1 that she a,gnrd thr ame rs her 11" rnd rrlluntuy aU and dted, lot the ♦ iLa{flLlirl t1wreln mrnl Wnrd y}J' }' 1w dli fl.... my hand and olfsn�`rl aryl rh,s da�n D comb 1957 ' .T.: y 8 erory PIr6flt In aIIJ In 111r JIJIr of—N alA,aitnp, r4f7hlNrj ar Seattle Description: King,WA Deeds—Daaid 4856255 Page: 1 of I Ordwr. 2 C'a=ant: - LEGAL EXHIBIT A TO PURCITASE AND SALE AGREEMENT LegalDescriptionof the Land All that certain real property in the County of King, State of Washington, described as follows: Parcel A: That portion of Government lsot 1, Section 32, Township 24 North, Range 5 East, W.M., in King County, Washington, and of vacated Northeast 44th Street (Southeast 80th Street), in King County, Washington, described as follows: Beginning at the Northeast corner of said Government Lot 1; Thence North 88°47'36" West, along the North line thereof, 797.2 feet, more or less, to Highway Engineers Station 4+65.6 as described under Recording Nos. 4210056 and 7811221071; Thence South 01 ° 12'24" West 30.00 feet to the beginning of a curve on the Southerly margin of said vacated S.E. 80th Street, the center of which bears South 01°12'24" West 256.50 feet; . Thence Westerly and Southwesterly, along the arc of said curve, a distance of 204 feet, more or less, to the X-line right-of-way line as described under Recording No. 7811221071 and the TRUE POINT OF BEGINNING; Thence Northeasterly, along the arc of said curve to the right, the center of which bears South 5900216° East 1,1 15.92 feet, to the North line of said Government Lot 1; Thence South 88°47'36" East along said North line to the Westerly line of Secondary State Highway No: 2-A as conveyed under Recording No_ 4664242; Thence Southerly along said Westerly line to the Southwesterly line of a tract of land conveyed to.Pan- Adobe Inc., by deed recorded under Recording No_ 4856255; Thence North 62°59'05" West along said Southwesterly line to the Southeasterly line of Lake Washington Boulevard described under Recording No. 4210056; Thence Northeasterly along said Southeasterly line and the Southeasterly line of a tract of land conveyed to the State of Washington by deed recorded under Recording No. 4210056 to the TRUE POINT OF BEGINNING; Parcel B: That portion of Government Lot 5, Section 29, Township 24 North, Range 5 East, W.M., in Icing County, Washington, and of vacated 44th Street Northeast (Southeast 80th Street), in King County, Washington, described as follows: Beginning at the Southeast corner of said Government Lot 5; Thence North 0VI 2'24" East 30.00 feet; Thence North 88447'36" West 563.68 feet to the Easterly line of a tract as described under Recording No. 7811221071 and the TRUE POINT OF BEGINNING of the tract herein described; Thence South 30°21'54" East 35.21 feet to the South line of said Government Lot 5; Thence North 88°47'36" West, along said South line 342.24 feet to a point on the arc of a curve to the right, the center of which bears South 44°14'51" East 1,115.92 feet, said point being on the Westerly line of said tract described under Recording No. 7811221071; Thence Northeasterly along said arc 201.65 feet to the R-A line of said tract described under Recording EXHIBIT A Page 1 of 2 SFADOCS 509326E1 PORT QUFNDALI- - Pureha;e and Sale npZccmunt 5A Fh,AAg(S s(►y3 BPORT QUF-NDA-`C_11_� 901 t� beMO..! S nnc No. 7811221071; Thence South 32°59'47" East, along said line, 11,60 feet; Thence Southeasterly along said line on the are of a curve to the left having a radius of 180.00 feet a distance of 68.23 feet to a point of reverse curve; Thence Southeasterly along said line on the arc of a curve to the right having a radius of 120.00 feet a distance of 58.06 feet to a point on the Northerly line of said vacated S-E. 80th Street which is North 88°47'36" west of the TRUE POINT OF BEGINNING; Thence South 88°47'36" East 77.13 feet to the TRUE POINT OF BEGINNING_ EXHIBIT A Page 2 of 2 SI ADQC'S 50932691 PORT OUEND.ALL - Pkirgbase and Sale Agreement 5 f}()Ccr.rv� �c cnn��. V' I 5s{e-�4-greer�ie�at��F3� w L L I' PREPARED FOR NVEL S DEVELOPMENT COMPA MAY CREEK BUSINESS PARK RENTON, WASHINGTON GEOTECHNICAL ENGINEERING STUDY E-S144 February 6, 1991 Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 101 Bellevue, Washington 98005 (206) 643-3780 222 East 26th Street, Suite 103 Tacoma, Washington 98411-9998 (206) 272.6608 |� 0 TABLE OF CON-MNTS �^ E-5I44 - -INTRODUCTION PAG Gen__,_--.-.----..--'^^-.-~-'~~'^'^``^'~.--'--'^^`^'^^---^'^--'^-----^--------.---... I KN ...... ................ ........................................... -'..'`~-~''''-----~'--^^~-~-'- I � --_---'.---'_'..---_.--_'-..----~.~.~.--------_-_.-._-_-_- 2 [ _0 -Surface ..................................................................................... .......... ................................ ~................ 2 Subsurface___,~~~___^^._'.`,,,____~__,_...~^______,___~~__._.~~,,,,__^,,_..^,________ 2 -~'~.....-'_-'..~__~'--'----~~,~--.-~~_--~,^.~,_----^_--~-----.--.'-_.--_- ~ DJSQTMS1QN AND RECOMMENDATIONS ~-'~_.~--'----_-~..__''---_-.-..^._-_- ' Ggenera ,________~,.-____~~.__-~_~___.,~_____,~._._.~____~,_-___._~____.______,^._ Site Preparation and General Earthwork -'-_..-------------_-~..'---^-..~.-^--^.'-.-.. Pre -Load and Surchar2e Promm ^-----.----_--~-._-'-'--'_.~__-`_.~--'--'..,,~- Foundations...................................................... ^^..^^.^.-'-,,~^~.'---~,'_^,'.~--..~'^~-'-----^- ................................ ........................................................................................ � - --..~.~,.^-^_-'-~--._-^..--'_.---..'---._.—.----_.'~---.. -'.--.^'~---..^^.--,,---'-_.,'----~,-~----^~.~.~-~.__-_-.---..'-'---~^ Utilities..................... ............ .......................................................... -.-... .......................................... Pavement Anas � u .-------_'-.,^.^^^'-_--'_.-.-..-~..~_---'~-,_---_-_----_--'^. LIMITATTONS =— ,--^^~-'-~.-'_-'_'_...^'-^_---._-._..^^'--'--_----..._-'-------^--...-,,_,,_-... Additional Senices: NU '^-^~----^'-----'~-`----~-~'--'-^'-`---~'^-^''---~~--~~~-~-----~''' APPENDICES N Appendix A ~ Field Exploration Appendix ]Q - Laboratory Testing N" 3 3 4 5 6 7 7 7 g 9 9 10 Earth Consultants, Inc. �� L ' ILLUSTRAT10N5 r L E-5144 Plate i Vicinity Map Plate 2 Test Boring Location Plan Plate 3 Typical Monitoring Plate Detail Plate 4 Typical Footing Subdrain Detail Plate S Typical Utility Trench Fill Plate Al Legend Plate A2 through A13 Boring Logs Plates Bl and B2 Grain Size Analyses Plate B3 Atterberg Limits Test Data Plates B4 and B5 Consolidation Test Data Lj 4 Earth Consultants, Inc. February 6, 1991 Wells Development Company 11100 Northeast Eighth Street Suite 300 Bellevue, WA 98004 Attention: Mr. David Grein Gentlemen: Ealth Consultants Inc, `,• '�� �,�'.�, ,::1 I.r•,N,�frVw,Jlr�s;u+.r��r�f.�,.LK;V�hFI1S51f1 n1llu'l1i�lIM N'llll�lti ROW E-5 '144 We are pleased to submit our report titled "Geotechnical Engineering Study, May Creek Business Park, Renton, Washington." This report presents the results of our field exploration, selective laboratory tests, and engineering analyses. The purpose and scope of our study was outlined in our November 30, 1990 proposal and authorized by Mr. Wells on J'anuan, 8, 1991. Our study indicates that the site is underlain by approximately one to three feet of loose to medium - dense fill consisting of silty sand and sand with gravel. Underlying the fill, a soft saturated sandy silt, loose to dense silty sand and some organic silt was encountered to depths of 12 to 16 feet. Below these strata, dense to very dense silty sand and stiff silts were encountered to a maximum exploration depth of 24 feet below the existing ground surface. Based on our understanding of the proposed construction, and the soil conditions encountered, it is our opinion that the proposed structures can be supported on conventional spread footing foundations, provided that a preload and partial surcharge program 'is completed firs. All the foundation footings should bear upon at least two feet of compacted structural fill after the fill induced settlements have been completed. 1,805' 136% Place N E , Suite 01. Nltevue. Wasninglon 98005 222 E. 261h S1oee1. Susie 101 T:ccma. V.'ashlrnlon 98.1199S8 GFETECHNICAL ENGINEERING STUDY May k. eek Business Park February 6, 1991 E-5144 Page 2 We appreciate this opportunity to have been of service to you during this initial phase of project development, and we look forward to working with you in the future pleases. In the meantime, should you or your consultants have any questions about the content of this report, or if we can be of further assistance, please call. Very truly yours, EARTH CONSULTANTS, INC. Aaron McMichael Staff Engineer Theodore J. Schepper, P.E. Director, Geotechn ical Services DB/AM/TJS/ah P 14t-R411 Enclosure Earth Consultants, lnc. GEOTECHNICAL ENGINEERING STUDY MAY CREEK BUSINESS PARK Renton, Washington E-5144 INTRODUCTION General This report presents the results of the Geotechnical Engineering Study completed by ECI for the proposed May Creek Business Park. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site and, on this basis, to develop geotechnical recommendations for the proposed site development. Proiect Description At the time our study was performed, the site, proposed building locations, and our exploratory locations were approximately as shown on the Boring Location Plan, Plate 2. From our discussions and review of the project site plan we understand that you intend to construct three warehouse/office buildings. The proposed buildings will consist of first -floor warehouse facilities with second -story office space. The project will also include paved parking areas and paved access roadways to all the warehouse facilities. Based on the preliminary design, the buildings will be constructed at finished floor elevation 32. The site's present grade ranges from approximately 26.0 to 34.0 feet in elevation from west to east. Based on the building information provided to us, maximum total dead plus live loads are expected to be as follows: o Wall loads - 3 to 4 hips per lineal foot, dead plus live o Maximum Column loads - 150 kips, dead plus live o warehouse Slab loads - 250 pounds per square foot (psf) If any of the above design criteria change, we Should be consulted to review the recommendations contained in this report. In any case, we recommend that Earth Consultants, Inc. (ECI) be retained to perform a general review of the final design. GEOTECHNICAL ENGINEERING STUDY E-5144 .i�'2ek Business Park Page 2 Februar,v 6, 1991 SITE CONDITIONS Surface The proposed site is situated on a parcel of land that is east of Lake Washington Blvd. North, west of interstate 405, north of May Creek, and south of the intersection of Northeast 44th Street and Lake Washington Blvd. The property is approximately 720 feet in length along the west, 745 feet along the east, 310 feet along the north, and 730 feet along the south. The site is presently occupied by Pan Abode Inc., as a lumber processing facility. An office, model home, three warehouses, and a production building are located on the site. The remaining area is paved predominantly with asphalt; isolated sections are paved in concrete. The asphalt is in poor to fair condition. Some areas of the asphalt have numerous cracks and show signs of a soft soil subgrade. It is our understanding that the existing structures will be removed in sequence as construction of the new facilities begins. The site is relatively flat and slopes gently from the north and east to the west sides of the property. Elevations at the site range from 26 to 34 feet above sea level. The adjacent roadways that border the property to the north, east, and west are all higher in elevation than the subject site. The south side of the property parallels May Creels and is several feet higher in elevation than the creek. Subsurface The site was explored by drilling 12 borings at the approximate locations shown on Plate 2. Please refer to the Boring Logs, PIates A 4 through A 13, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods and laboratory testing program is included in the appendix of this report. The following is a generalized description of the subsurface conditions encountered. In general, during our field study we encountered two to three inches of asphalt pavement that is underlain by one to three feet of loose to medium dense silty sand and sandy silt fill. Below the asphalt pavement and fill, a saturated silty sand with soft seams of sandy silt and organic silt was encountered to a depth of about 12 to 16 feet below the ground surface. Dense to very dense silty sand and stiff silt were encountered below these soils to a maximum exploration depth of 24 feet below the existing ground surface. Groundwater The groundwater seepage level observed while drilling ranged from approximately '_A to 3.5 feet below the existing surface and are shown on the boring logs. Groundwater levels were measured at 4 to 7 feet below the ground surface during an earlier Hart Crowser, Inc. geotechnical study of the site. The Hart Crowser, Inc. study was completed during September of 1985. Earth ConsultanIS, Inc, GEOTECHNICAL ENGINEERING STUDY sa; 'creek Business Park February 6, 1991 E-5144 Page 3 The groundwater seepage level is not static, thus, one may expect fluctuations in the flow and level depending on the season, amount of rainfall, surface water runoff, and other factors. However, fluctuations in the groundwater seepage flow should be expected, with higher levels typically developing during the wetter winter mouths. Seismic Condztio3ns Tlie Puget Sound region is classified as Zone 3 by the (UBC) Uniform Building Code. In their present condition, the upper ten feet of some on -site soils do have the potential for liquefaction during a seismic event. However, with addition of the proposed preload fill, we have calculated that the potential for soil liquefaction would be minimal. Our liquefaction analysis was based on an analytical procedure presented in "Soil Dynamics" by Shamsher Prakash. Additionally, soil conditions are classified as a type S3 by the UBC with a corresponding S factor of 1.5. DISCUSSION TO RECOMMENDATIONS General Based on the results of our geotechnical study, it is our opinion that the proposed warehouse buildings can be supported on conventional spread footings bearing upon a compacted structural fill, provided that a preload and partial surcharge program is completed first. The preload and surcharge program is designed to induce settlements equivalent to those that are anticipated due to the slab and column loading. These recommendations are based on the amount of structural fill necessary to bring the finished floor slab surface to Elevation 32. With current grades, the site will require approximately one to five feet of structural fill to attain the proposed subgrade elevation. A small section of the parking area in the southeastern portion of the property will require excavation of approximately two feet. No other site cuts appear necessary. If the finish floor elevation of the buildings change, ECI should be notified and allowed to re-evaluate our recommendations. Due to the poor condition of the site's near surface soils, we recommend that a minimum of two feet of compacted structural fill be placed below all footings. A minimum of one foot of compacted structural fill will be required beneath all slab -on -grade and pavement areas. The majority of the site will require more than two feet of structural fill to obtain the proposed subgrade elevation. Only in the southeast sections of the east and south buildings does it appear necessary to over excavate and replace with structural fill. This requirement should be verified by observation at the time of construction. Earth Consultants, Inc. GEOTECHN1CAL ENGINEERING STUDY .�A_ i,eek Business Part: February 6, 1991 E-5144 Page 4 After the required structural fill has been placed, two feet of surcharge material should be applied to the southeast building areas. The surcharge will be required on areas where less than two feet of fill material will be needed to bring the building pads to subgrade elevation. Groundwater seepage was encountered during our field study from 2.0 to 3.5 feet below the existing ground surface. Therefore, a subiloor capillary break and perimeter footing drains should be installed. Additionally, the pavement area located centrally between the three buildings and the southeast section of the site should be provided with subsurface drainage to increase the long-term stability of the pavement subgrade soils. Specific details concerning the parking area subsurface drainage is presented in the subsequent Site Drainage Section of this report. This report has been prepared for specific application to this project only and in a manner consistent with that Ievel of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of the Wells Development Corp. and their representatives. No other warranty, expressed or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. Site Preparation and General Earthworl: The building and pavement areas should be stripped and cleared of all structures, foundations, slabs, existing utilities lines, surface vegetation, all organic matter, and any other deleterious material. Stripped materials should not be mixed with any materials to be used as structural fill. Where structural fill depths will be two feet or greater, it is our opinion that removal of existing asphalt from below slab -on -grade areas would not be necessary. It will be necessary, however, to remove the asphalt from below interior and perimeter footing locations. in these areas the asphalt removal should extend laterally a distance of two feet from the edge of the footing. Following the stripping and excavating operation, the ground surface where structural fill, foundations, or slabs are to be placed should be proofrolled. All proofroliing should be performed under the observation of a representative of ECI. Loose or soft areas, if recompacted and still yielding, should be overexcavated and replaced with structural fill to a depth that will provide a stable base beneath the general structural fill. The optional use of a geotextile fabric placed directly on the overexcavated surface may help to bridge unstable areas. Structural fill is defined as any compacted fill placed under buildings, roadways, slabs, pavements, or any other load bearing areas. Structural fill under moor slabs and footings should be placed in horizontal lifts and compacted to a minimum 90 percent of its maximum dry density in accordance with ASTM Test Designation D-155 7-78 (Modified Proctor). The fill materials should be placed within {2 percent of their optimum moisture content. Fill under pavements and walks should also Earth Ccnsuliants, inc. GEQTECHNICAL ENGINEERING STUDY week Business Park February 6, .1991 E-5144 Page 5 be placed in horizontal lifts and compacted to 90 percent of their maximum dry density, as determined by ASTM D-I557-78. Beneath pavements, the upper 12 inches should be compacted to a minimum of 95 percent per this same standard. Based on our laboratory test results, the moisture content of the on -site soils at the time of our exploration was well above optimum. Therefore, unless the moisture content can be reduced, it will be necessary to use imported granular soil as structural fill. Ideally, particularly during wet weather conditions, structural fill should consist of a free -draining granular material. This material should have a maximum size of three inches and no more than 5 percent fines passing the No. 200 sieve, based on the minus 3/4-inch fraction. Given the fine-grained nature of the native soils, it is strongly recommended that earth work operations be undertaken and completed during the dry summer months. Pre -load and Surcharge Program As discussed, we recommend that pre -load and partial surcharge program be implemented prior to construction of the facilities. As indicated earlier in this report, we recommend that two feet of surcharge material be placed above the southeastern building slab areas where less than two feet of fill will be necessary to bring the pads up to the subgrade elevation. In other areas, where the fill depth will range from three to five feet, additional surcharge would not be necessary. The program is designed to pre -consolidate the compressible soils, in a manner that will limit post construction movements to within a tolerable range. Based on our analyses, we estimate that the preload and surcharge fill material will induce approximately two to three inches of settlement across the building foundation area. Based on the results of our laboratory testing of the site soil samples, we estimate that this settlement should take about four weeks to occur. The surcharge material, where placed, may be removed when the required settlement rate has been reached. A smaller settlement than estimated could indicate that the soil conditions are better than anticipated. Conversely, a larger settlement than that estimated could be interpreted as indicating the soil conditions are worse than anticipated, and additional measures, such as more surcharge or a longer surcharge period will be needed to obtain satisfactory results. As stated, it is important to note that surcharge fill is in addition to the fill required to bring the site to subgrade. The surcharge and fill should extend, at full height, a minimum of five feet from the building perimeters, and then slope outward at IH:IV (Horizontal:Vertical). Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY jcel: Business Pork February 6, 1991 E-5144 Page 6 Surcharge fill does not have to meet any specific requirements except that the material should have a total densiry of one -hundred -twenty (120) pcf. However, if the surcharge material is to be used for structural fill in other areas after completion of the surcharge program, it should meet the requirements for structural fill. The definition for structural fill can be found in the site preparation and general earth work section of this report. Prior to placement of the fill and surcharge, we recommend installation of six settlement markers within each building surcharge area to monitor the magnitude and rate of such settlement. A typical settlement monitor is illustrated on Plate 3. These markers should be protected from disturbance by construction equipment. The settlement markers should be surveyed, as soon as the markers are installed, by Earth Consultants, Inc. personnel or a licensed surveyor. Monitoring should be done during preload fill and surcharge placement at daily intervals, depending on the progress of the filling operation. Readings should then be taken on a weekly basis after completion of the preload fill and surcharge placement until the settlement has stabilized. The initial reading should also show the natural ground elevation, and readings taken during preload, and surcharge placement should also show the changing ground elevation. Settlement readings should be evaluated by Earth Consultants, Inc. if a licensed surveyor performs the settlement monitoring. Foundations Following successful completion of the preload and surcharge program, proposed buildings can be supported on conventional, continuousram, it is our opinion that the , or individual spread footings. "These footings should bear on at least two feet of compacted structural fill. The compacted fill material should extend at least one foot beyond the footing perimeters. For frost protection and support considerations, we recommend that foundation elements be bottomed at a minimum depth of eighteen (18) inches below final exterior grade. Interior foundations should be provided with a minimum of twelve {12) inches of final cover. The foundation elements can be dimensioned for an allowable bearing capacity of 3,000 pounds per square foot. With foundation elements obtaining support as described, and with structural loading as expected, estimated total post construction settlement fa11s in the range of one-half inch for the slab areas, and three-quarters inch for the column areas. A one-third increase in the allowable soil -bearing pressure can be used when considering short-term transitory wind or seismic loads. Uteral loads can also be resisted by friction between the foundation and the supporting compacted fill subgrade or by passive earth pressure acting on the buried portions of the foundations. For the latter, the foundations must be poured "neat" against the existing soil or backfilled with a compacted fill meeting the requirements of structural fill. Earth Consultants, hc. GEOTECHNI CAL ENGINEERING STUDY May Creel. Business Park February 6, 1991 E-5 144 Page 7 Passive earth pressures may be assumed to be equal to 350 pcf equivalent fluid weight. To calculate base sliding resistance, a coefficient of friction equal to 0.36 may be used. Lateral resistance has been calculated for compacted granular fills. Additionally, since movement is required to mobilize full lateral resistance, we have applied a factor of safety of 1.5 and 2.4 for the passive resistance and coefficient of base sliding, respectively. All footing excavations should be examined by a representative of ECI, prior to placing forms or rebar, to verify that soil conditions are as anticipated in this report. SIab-on-Grade Floors With site preparations completed as previously described, suitable support for slab -on -grade construction should be provided. The slab should be provided with a minimum of six (6) inches of free draining sand or gravel. In areas where slab moisture is undesirable, a vapor barrier such as a 6-mil plastic membrane may be placed beneath the slab. Two inches of damp sand should be placed over the membrane for protection during construction and to aid in curing of the concrete. Excavations and Slopes Based on the preliminary grading plans, the site would not require cuts except for a small area located in the parldng area of the southeast section of the site. We anticipate that this area will require approximately two feet of excavation and will have enough room to create a gentle slope to the property line. Soil conditions at the site fall into category "C' in accordance: with current OSHA regulations. Therefore, temporary cuts greater than four feet in height must be sloped at a minimum inclination of 1.5:1 (Horizontal:Vertical). If slopes of this inclination, or flatter, cannot be constructed, temporary shoring may be necessary. This shoring will help protect against slope or excavation collapse, and will provide protection to workmen in the excavation. If temporary shoring is required, we will be available to provide shoring design criteria, if requested. Site Drainage The site must be graded such that surface water is directed off the site. Water must not be allowed to stand in any area where buildings, slabs, or pavements are to be constructed. During construction, action, loose surfaces must be seated at night by compacting the surface to reduce the potential for moisture infiltration into the soils. Final site grades must allow for drainage away from the building foundations. We suggest that the ground be sloped at a gradient of three percent for a distance of Earto Consultants. Inc. GEOTECHNICAL ENGINEERING STUDY May Creel: Business Park February 6, 1991 E-5144 Page 8 at Ieast ten feet away from the buildings, except in areas that are to be paved. In paved areas, a minimum drainage gradient of one and one-half percent should be used. We recommend the appropriate locations of subsurface drains, if needed, be established during grading operations by ECi's representative, at which time the seepage areas, if present, be more clearly defined. It is likely that seepage will be encountered in utility trenches excavated approximately two feet below the existing ground surface. If seepage is encountered, we recommend your contractor slope the bottom of the excavations to one or more shallow sump pits. The collected water can then be pumped from these pits to a positive discharge point, such as a nearby storm drain. Depending on the magnitude of such seepage, it may also be necessary to interconnect the sump by a system of permanent connector trenches. We recommend you install footing drains around the building perimeter just below the invert of the footing, with a gradient sufficient to initiate flow. A typical detail is provided on Plate 4. Under no circumstances should roof downspout drain lines be connected to the footing drain system. All roof downspouts must be separately tightlined to discharge. We recommend you install cleanouts at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. As previously mentioned, the parking area centrally located between the three proposed buildings and towards the southeast site corner should be provided with subsurface drainage. This drainage will increase the long-term stability of the pavement subgrade soils. The system should consist of an excavated trench at the base of which a four -inch perforated drain pipe wrapped in fabric is placed. The pipe should be slotted and have a smooth interior surface, and sloped at not less than one-half percent to a permanent discharge point. The fabric wrap should consist of Mirafi 140-N filter fabric or equivalent. The pipe should be bedded and backfilled in a clean, free draining aggregate meeting the grading requirements for a class 2 fine concrete aggregate per the Washington State Department of Transportation (WSDDT) specifications. The drain pipe invert should be set at a minimum of four feet below the final pavement elevation. The drainage aggregate should extend a minimum of four incites below the pipe and laterally a minimum of twelve inches to either side of the pipe. Additionally, the drainage aggregate backfill should continue to the pavement subgrade elevation. The proposed grading plan indicates that the storm sewer system includes three lines which span most of the area of concern. Consideration could be given to installing the subdrain system in the same trenches excavated for the storm sewer. Alternatively, a single separate line can be constructed Earth Consultants, Inc, GEOTECHNICA,L ENGINEERING STUDY May Creek Business Park February 6, 1991 E-5144 Page 9 with collected water taken to a point of permanent discharge. With cuts required in the southeast section of the site, and considering the groundwater level, it would be prudent to install the subdrain in this area prior to excavation. utilifi Trench bacicfill beneath building, parking, and roadway areas may consist of native granular soils or imported materials provided they are near optimum moisture content as determined by our field technician. During wet weather, we recommend using an imported structural fill, as described earlier. Compaction requirements for bedding and backfill are described in detail on Plate 5, Typical Utility Trench Fill. Pavement Areas The adequacy of site pavements is related to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, we recommend the top one foot of the existing site fills and any structural fill that will be added to the site should be compacted to 95 percent of the maximum dry density (per ASTM b-1557-78), as described in the Site Preparation section of this report. � It is possible that some localized areas of soft, wet, or unstable subgrade may exist. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. We recommend the following pavement section for lightly -loaded areas: Two inches of AC over three inches of Asphalt Treated Base (ATB) material. Heavier truck -traffic areas will require thicker sections depending upon site triage, pavement life, and site traffic. As a general rule, you may consider for truck -trafficked areas the following sections: Three inches of AC over four and one-half inches of ATB. We will be pleased to assist you in developing appropriate pavement sections for heavy traffic zones, if needed. LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided to us by you, and our experience Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUD` E-5144 May Creek Business Park rage 10 February 6, 1991 and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the borings. Soil and groundwater conditions between borings may vary from those encountered. The nature and to the extent of variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services We recommend that ECI be retained to perform a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction specifications. We also recommend that ECI be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications, or recommendations, and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. Earth Consultants, Inc. OAOvfLAnO PAAk SOL}rN PvNr 7.J _ - CLAIR ME PEACH PARK �k I K 4 � II f r I� rLtasuae , I ar w ti 7ST sT ` V a s is t sr -_-- -- — — - _ —Sr :f k [ ��++*, ' 4 ii f K&VIVY BfAC Reference Kinq County / Mop 27 By Thomas Brathers Mops Doted 1990 ,,.. Vicinity Mop + ,IJ� Earth Consultants Inc. May Creek Business Park I �1 rf ;4,! I+vrrnrrd l�na++n+x. Geer T}n14►Fln-Iu mtYSl.0 M�Hw� Renton, Woshington ?raj, No. 5144 Drwn. - GLS � Date Jan. 491 � Checked 09 Date 1/24/91 � Plate � T,, SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING NOTES: • Base consists of a%a - inch trick, 2 toot by 2 foot plywood with center drilled sia - inch diameter hole. • Bedding material, if required, should consist of Traction Sand. • Marker rod is ii2 - inch diameter steel rod threaded at both ends. 0 Marker rod is attached to base by nut and washer on each side of base. • Protective sleeve surrounding marker rod should consist of 2 - inch diameter plastic tubing. Sleeve is not attached to rod or base. • Additional sections of steel rod can be connected with threaded couplings. • Additional sections of plastic sleeve can be connected with press - fit plastic couplings. • Steel marker rod should extend at least 6 inches above top of plastic sleeve. • Marker should extend at least 2 feet above top of fill surface, TYPICAL SETTLEMENT MARKER DETAIL irtl_j Oi_jSLIjCcLltS it�C. VLAY CFEEK BUSINESS PARK PENTON, S',ASHINGTON Proj. No. 5144 Drwn. GLE fate Feb' 93 Checked AM Dated 2-1- 91 1 Plate 3 SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING f• n6 SLOPE TO DRAIN p a .13 6 inch min. •,`'.-t.:�.�'�,•Opp � - �✓ /."�i--�W�i•��r's�rr:a �'I�T�''T'.�f. a ep� OHO •w. a'. e o �i ••'�': ram'' .; �� .,r••r•• , ,• i e * ��p`e_���•,o�• s�-` °.p *��r..+�'«' ° 18 inch min. 'p mod' •�i.b♦ •�' b+ �� a ter; •• b ���,•���••�"•• '• '� �-�+•'�.i •�•+ � • C �• e"-•��� ,' Win. ',: •• o .q «:. !�`,.:►.'� � : ��. � � a -moo' � ° _ �� � c . 4 inch mils. diameter `�-�,- .4. •',- `•'• 'e..' .._ p , ° e° o p � ° ' rO °' -r4. i0. 1, r - r'• ;. p ° p C Cp OQ 1 2 inch min. 2 inch min. / 4 inch max. 12 inch min. I LEGEND Surface seal; native soil or other low permeability material71 Gravel backf ill for walls, WDOT Standard Specifications, Section 9 -03. 12121 , or Fine Aggregate for Porttind Cement Concrete ; Section 9-03.112). nDrain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed ; with a positive gradient- Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines r -- -- — Impermeable visgeen barrier or other impermeable material approved by Geotechnical Engineer. TYPICAL FOOTING SUBDRAIN DETAIL rih Consultants Inc, MAY CREEK BUSINESS PART: RENTON, WASHINGTON Proi• No. 5144 Drwn. GLS Date Feb' 91 Checked AM Dated 2-1-91 Plate 4 Nora -Load Supporting Floor Slab or Areas Roadway Areas Pi l � � ' :t7�'i try:.-;'-"a-::!i T a •ot S a L•_ ° o Varies fX[C1 L �. i BaCltfill s Bedding LEGEND: 1 Foot Minimum Varies Varies Asphalt or Concrete Pavement or Concrete Floor Slab • a , • o • Base Material or Base Rock Backfitl; Compacted On -Site Soil or imported Select Fill Material as Described in the Site Preparation of the General Earthwork Section of the Attached Report Text, 95 Minimums Percentage of Maximum Laboratory Dry Density as Determined by ASTM Test Method D 1557-78 (Modified Proctor), Unless Otherwise Specified in the Attached Report Text. Bedding Material; Material Type Depends on Type of Pipe and hying Conditions. Bedding Should Conform to the Manufacturers Recommendations for the Type of Pipe Selected, f ` TYPICAL UTILITY TRENCH FILL q F—arth Consultants Inc. RAY CREEK BUSINESS PARK 1Li.I;11 l.Yw.e,rvriflyq„+n 1,^�+RP'ay♦ M..,r,nn.,w. ..�„iw. REENTOId, WASFiiNGTON Proj. No. 5144 1 Drwn, CLs j Date Feb' 91 l Checked A.h1 I Date 2-1-91 1 Plate 5 APPENDIX A E-5I44 FIELD EXPLORATION Our field exploration was performed on January 15 through January 17, 1991. Subsurface conditions at the site were explored by drilling 12 borings to a maximum depth of 24.0 feet below the existing grade. The borings were drilled by Subterranean Drilling, Inc., using a truck mounted mobile &-61 drilling. Continuous flight, hollow -stem augers were used to advance and support the boreholes during sampling. Approximate boring locations were determined by taping from existing buildings on the site. Approximate boring elevations were determined by a topographic map provided by Wells Development, Inc. The locations and elevations of the borings should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring Location Plan, Plate 2. The field exploration was continuously monitored by a geologist from our firm who classified the soils encountered and maintained a log of each boring obtained representative samples, measured groundwater levels, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System which is presented on Plate A3, Legend. Logs of the borings represented in the Appendix on Plates A4 through A13. The final logs represent our interpretations of the field logs and the results of the laboratory examination and tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. In each boring, Standard Penetration Tests (SPT) were performed at selected intervals in general accordance with ASTM Test Designation D-1586. The split spoon samples were driven \c ith a one - hundred -forty (140) pound hammer freely falling thirty (30) inches. T be number of blows required to drive the last twelve (12) inches of penetration are called the "N-value". This value helps to characterize the site soils and is used in our engineering analyses. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Earth Consultants. Inc. GRAPH LETTER MAJOR DIVISIONS SYMBOL TYPICAL DESCRIPTION • ° • ..°°•a ^rSYMBOL U wet -G,aoec Gravers, Grave San❑ Crave) a a a o • r ° °'a 9S Mrxtu+es. Anne Or No F nos And Clean Gravers •e • Poorly -Grauer Gravers. Gravel• Gravelly finite a. no "a51 Loest Sods � • t !� Sand Mixtures, LiMe Qr No F,nas Grained a GM, Gravers. Gravel • Sand - Soils More Tnan 501, Coarse Gravels Wrin a ----"-Silly gmSrl! 1dtlzlures FraCt on RetarneC Or, Fines t aPpreCraele amount of Imes l GC Clayey Gravels. Gravel • Sanr No 4 Sieve gC Clay Mixtures .; `es Sw Well -Graded Santis. Gravelly San°' rndd Clean Sand •°,°°a°vea4° SW Santis. Lime Or Nn Flnrs Sandy ( little or no 11ne5 J Sp 000lly-Graoetl Sands. Graveay More Than So-, Maier -al Sc'm Sp Santis. Lrtt+e Or No Fines Larger Than No00 Sieve More Than .{+. c.'?.:...•' t•' F:: SM Silty 5anos, Sand- 5.11 Mrzlules Size 50 Coarse Sands W ttl %' •!a::1:7 Si�1 FlacLon Fines taoorec,aoie $C SC Clayey Songs, Sand -Clay Mrxlures SacvenG No a amount at lines) a(1fiL Inorganic Sills d Very Fine Sand$,RocK Flmr,Silly- Clayey Fine Sands:Clayey Srhs wr Slight Plaslrc:ly Fine Srrts Llawa Limit Inorganic Clays OI Law id Metirum ptaShcrly Grarneq And Leas Tnan 50 CI Gravelly Days, Sandy Clays. Silty Clays, Lean So+ls Clays I i r i l r l l !1 OL Organic Silts And Organic Silty Clays Of Low Plasticity MH inorganic Sdrs, MIC2,CeOUS or Dlalorrraceous Fire More Than IMM111 frill Sand Or Silly S0,15 501. Maler,al Smaller Than Sids RnC Llcurd Llmrl C!i inixgarvc Clays OI H-gh No. 200 Sieve Clays Greate• Tnan 50 Clry Plasticity, Fal Clays Size ,• r i ♦ OH Organic Clays 01 Medium To Hio PlasUcoy. Organic Sills ' PT Peal, Humus, Swamo Sous Highly Organic Soils _ .• Pt W1th High Organic Contents Toasoll Humus And Cult Layer Fill Hlgniy Variable Conslrwenls The Discussion to The Text 01 This Reocrl I5 Necessary For A prover Uncerstanorng Of Tne Nature Of Tne Maierra! Presented to The AttaChtid Lans Notes : Dual symbols are used to indicate borderline soil classification. Upper case fetter symbols designate sample classifications based upon lab— oratory tasting, lower case letter symbols designate classifications not verified by laboratory testing. I 2.0.0- SPLIT SPOON SAMPLER 2.4' I.D. RING SAMPLER Ofl SHELBY TUBE SAMPLER P SAMPLER PUSHER SAMPLE NOT RECOVERED SZ WATER LEVEL ;DATE) WATER OBSERVATION WELL Eai -tli Consultants Inc, li,��f t'ir i I„rt��rvrn .Y lJ.i�•..rrr 1�.Mri.Yrt>arr�,vri•M..w N.1�r',Hpls 4w .— C TORVANE READING, tsf qu PENETROMETER READING, tsf W MOISTURE. percent of dry weight pcf DRY DENSITY, pounds per cubic ft. LL LIOUID LIMIT, percent Pl PLASTIC INDEX LEGIND Proj. No. 5 14 4 t Date Feb' 91 Plate Al BORING NO. Logged By Date EjeV 26. J, Graph US Soil Description Depth v{V��li Sample (N) Blows w (:41 CS SP Grav brown fiue. to ned;.um SAND with 23 13 gravel, trace silt, dense, wet 5 1 10 29 ,• i. '+'. I nl ,:ay SILT, medium stiff, saturated 10 18 ±3•j;{?"f''•� sm Gray silty medium SA23D, dense, saturated 50 'oh organic SILT, lag :I- .(,�' are Grav silty nediun SAND, loone, saturated with organics, dense 6 Yr�£; 20 noring terminated a4 24 feet below axistinc, grade. 1I Grnundwaer encountered at 2 feet during drilling,. Boring hackfilled with cuttings, benroni.te and concrete. i r I sNtSivmau Oc*CMOns 02000E0 Mortyare &W aDwe aliens M the Irma ar1O 1OCairOn V MIN gip onricry "t, nwditrad CS! enpinaennq I&M. Ena", anC Wpelnant They Era r0M neC/a7.any ft-a4r er7Wm nl mher times and o=wns_ We ciAnO ECCCPt resOOrnV4+11ty tOl 1ha VN Or rnlelRra[EiAn by 04ner3 Or 'Row" oft Pfc"MOO Oh the In BORING LOG + I II F I'tll COnsuitants Inc. HAY C REEK RUST ESS P AIM �i!J/'1'..�1�•,.?f� Si[y+tTnapk+VlVIrnlnrUriaKlLkh'InrYrinwal+r.nfN. P.ENTON, WASHINGTON Proj. No, 5144 Drwn, GLS Date Fob' 91 Checked DB DaLe 3-1-93 P[ate A2 BORING NO. lagged By. A .� [)ate -' S-91 Sev. 27 t Graph us Soil Description Depth tft} Sample {M BI0 W 3" asahalt concrete sp Light brown fine to coarse MND, trace � 15 silt and gravel, rlediurl dense, sar_urated 5 dense I 40 -very with gravel •�1i��`I�I -grades to gray, dense 10 21 9 ML Gray sandy SILT, medium stiff, I saturated Ij H Z ,5 {_ 59 I so Gray nediurl to coarse SAID Frith gravel, trace silt, very dense 20 sp (vcry dense) 63 Boring terminated at 24 feet below existing grace. Groundwater encountered at 3 feet during drilling. Boring backfilled with cuttings, bentonite and concrete. UM4MI" oohdllranf O1chmod mof se" Out 0m4rvatl3na at the Iirnt ead a7CMWA of this 6101an tafy floe. nrtf o d LY ang~'r%q fesu. ano"Is. anC Wageexnt. Treyr nut arfwnj srtuy reglasentalM d acre uma s and 1oGaW4 YVe eannec a=QCS r"Ooraswerty t0r IM wa Of Imaroratallon by arrr! 01 mtormaSOn Dreeentaa on ibis 1o: 1�1 IiI . fEarth }h Consultants Inc. c. Li'rlv 1GeoriK7'rrx®Ittynerrs.tx•00oatk.aFn•-,tt+wrnW,tkxnr.sr� Pros. No. 5144Drwn, GLS Date Feb' 91 BORING LOG N171Y CREEK SUSIT'.'ESS 1PARK �:wr:Tou, t!ASF1rNGra1N Chocked Di3 Date 2-1 -91 1 Plate ,3 BORING NO. B 3 legged By 2F ogre Graph us Soil Desc Oon sn Gray -brown medium to coarse SAND with ❑_2Vel and silt,Sr7LwSt�Lf?C� Ml Gray sandy SILT, trace gravy_l, medium, sarura tied I} j -lenses of peat �lill�l I�I �Jy�Jl�ll' nI Gray sandy SILT, medium stiff, 111, f I saturated M .� sa G-av nediu; to coarse SAND with gravel, ass_ q rP s1a Gray silty medium SAND, medium dense, saturated Bev. 2. F 1Depth _ (N) _V Sample BlowsT }r-_ W 10 15 I I I I ' ro Gray neziun SAND with gravel, neciu.r dense, saturated 20 sr..r Gray silt* nedium SAND, trace gravel, lour e f;atura,_ed MI Gray sandy SILT, mediur. stiff, saturatedf ,a•:i; Sm Gut%, SlIty ned-pi :aSARD dense, Boring terr;,irated at 24 feet below existing grade. Groundwater encountered at 2 feet during drilling. Boring backfiiled with cuttings, benr_onite and concrete. 9 25 7 43 15 23 12 13 6 i7 sutxyrly" wnd6rOns etc.000 rqa mt Our omeMliORs ■: the time and IMM On 01,1hrS IMMO >♦iOry hp+, rrhWfl,fd f rgrrtfarMp wind. anaq sw, NK p6pe"rq Th,.v are nd! ftecasaames y ,eyrad M" W C her J meZ ane 6Xx1w+ii 1"r! cArtndl iccopt MsDonsiO4rty tot the V!e Or ml?Crnatran q "r% 01 Miwmklian Ore"rvw On M4 on BORING LOG r. Earth Ca11SUjtaI"itS Inc. "„Y CREDt. R[)SIItiE55 PARK &W-k,M.c ukWe,"►Lft% ,.r, Wvn.<nr> RENTON, ItiASiiINGT-.`N Pro]. No, 5144 1 Drwn. GL5 I pate Feb' 91 I Checked o8 f Cate 2--1-91 1 Plate A4 BORING NO. Logged By n Date 1- ? c _ g Bien. 2 Graph US Soil Description D(t) Sample !M Blows { ) CS Ft. Sr1 Brown fine to medium silty SAND with 1 1 } 23 :'lave_, medium dense, saturated :=5:: • t' �i . r -grades to dense 20 {'�# -grades to gray with gravel 25 T �� II� j))) nl Gray sandy SILT, trace gravel, meaiun dense,, saturated 10 SM Gray silty medium SAND, trace gravel, medium dense, saturated 15 I -grades to grair h rown with gravel, very dense 41 Baring terminated at 19 feet below existing grade, Groundwater encountered at 3 !eet during drilling. Baring backfilled with cutr_incs and hentonite. SuCS MM COnCrlrons 4e M-C d r OnMEM Our ppsamtpn{ el tnC lime end bocUion Ot tnis sAoicrilory Pot.. metlilrsG tN oNirwering lesU. 9"hA s. rnC ruCQemeru. They not nc nseelurpy,e�rsse+ftlpr.•f of MAW trrrie3 iLM IxnWns. W e Carlrwl eCCOOI res0OM1 ,bmtr to, the vie W rmerPrel{l,On W anon Or rn7Orrnel,on oresefuec On trtn W9 BORING LOG Earth consultants inc. t iiilr CRZFE, BUSINESS r FitR• K r R NTON, WASHINGTON li `, :. (�� lI Lrdie•InrW frF��+rrn. Cav4rct�c+� 1. Es�Mn,nYrixl �.v�uW. Proi, No. 5144 1 Drwn. CLS 1 Date I'eb'91 I Checked DR I Date 2-1-91 1 Plate A5 BORING NO. Logged By n� Date.._ ]-} 5-Ot Eiev. 3 (' r' = Graph CS Soil Description Depth (ft) Sample (N) BlO W >:C{-:':: •:: .�:••31.'•{• 'rrr 1s,'7aal: cn,crctr. no-.=Z Sll�v Coarse `t!;;D s4WI gravel, Wet: Le S 27 ML arc_• L�a:)dy s11.i', 00°i, saturated, trace gravel {t I � 2 95 LL=52 ah organic SILT, so-t, saturated _ PL=51 _Brown _ P 1= 1 nl Gray SILT, nediuni, dense, saturated 1� I ,E 10 sn Dray rmedium to coa_ se SAND with f.�11I gravel., trace silt, very dense, 1 38 saturated 5 sn Gray sil4v medium SAND with gravel, ;;;.�...•> dense, saturated 27 Baring terminated at 18 feet below existing grade. Groundwater encountered at 1.5 ;:eet during drilling. Baring hack filled with cuttings and buntonite. SubsVnan Conaarons oepuoaC mom-Arrt wr amerverrGns al V* Irmo ane 40Cal00M al lrns a:parft" hull. RrVdR" A' lnpulea+iny Itm. 2nerY3ra, anp p,Oq*v*m. They ire np; 1W"& „rrlY reor"amw" 0l Wher lanes and toed ions. %4a Canr%M ACCOW fasoans+WAY tOr !r" *toe "Orpmai on a Olnar3 OI rnlWmasron Presencaa on " IOC. Earth Consultants Inc. 31, Gt4rY'nnpl FnAxrerrs. i.re#0te%u a kn�vrrrnenr:,l ls+enrrtrti BORING LOG MAY CREEK BUS1NDSS P rRl: RENTON, WASHIN'GTON ?roj. No. 5144 1 Drwn. GLS Date rs;b ` 91 I Checked DR Data 2-1 -91 1 Plate A6 BORING NO. Logged By Date Elev. r = r 3 Graph US Soiz Description Sample [N) Blows CS 2r asphalt Concrete Red brown medium to coarse SAND wit'.-. :w gravel, sat..ra e C 2 36 Gra}r SI;,T, _ c said, ;oft, ,aturatea 5 � i 1 .72 Graces to brDsar: si IF SAi+D, cnarsr, p sazuracec: nl Grades to grav with sand, medi'atn . r,,.. :at-T__atec- : iT:h rcarics ��',:�f•:s�.���: sn Gray silty medium SAND, trace crranics, li r.Tediun dense, srzLur.atf:ci i� IIII, r':1 Gray SILT,. rTsdiu:,7, sate:rated B I� --grades to sti-z 18 i Gra sil,y med'_un to coarse SAIND, y trace gravel, dense, saturated 16 Boring ternin,atec at 19 feet below existing grace. Groundwater encountered at 3 feet during drilling. Boxing backfilled with cuttings, bentonite and concrete. a SYSSUMCC C*Ml K n deP4%'C IVDr enl Odr O'.ltennl1en4 el Me lime 8M rO rIam C1 JM4 010M.21ory NAe moerl.eC W aftODWennC 1e>;4, ana1H'i. and Wffgm ne rr Tn►y arc nd; neCl3ra r, y jvoj mail 0 cne r limas a na socaions, We cannm ■CCOPt re$Dpn7rpwfy 15r the U" V rulerp'elllUn Oy Clners a' rnrprrrlanan prricnled on Mrs W, i ` F.c nil Co[�SLllt2u�ts Inc. \l160r 5, 1.NAP,!!/ 4r[wlTnrfiJ rf�Q,�4rf��M W�:�N�I. FJ l4'NlArl1t+r,11 `.Slrillnl• BORING LOG RENTON, VJASIiai.;;Tt)N Proj. No. 5144 1 Drwn. CLS I hate rrrl' nl 1 Checked D!, I Date 2-1- 91 1 Plate A-7 l BORING NO. Logged By up Date 1 -16-91 Elev.Depth US (N) Graph CS Soil Descdp>ion Sample Blaws 1%a1 FL 2" asphalt concrete t<;c sn Gray silty medium SAND with gravel,5 ::ctl•ri:i:+ ; loose, saturated T • I I ; ! I nl Gray brawn sandy SILT, trace organics, soft, saturated 4 39 :..,...•.•: �.:. srn Gray SILT, loose, saturated LLB 4 4 PL, 29 40 PI-i5 j I 10 �1J ml Gray brown SILT, trace sand and organics, soft., saturated 4 50 ::: I 14 sn Gray silty medium SAND, trace gravel, :;I•, $. rieaium dense, saturated ....L r# 15 --grades to dense 20 sn IGray silty SAND %.rith gravel, versa dense, saturated Ii= 36 awsurtaee mnartraru aebota noreraem ax OD"twoorn et me trine ana rocelwn 01nis errp,Orrid ory ne. npddray py anprnearrnp r.sn, ans"Ls, aete juo"rr4lY_ 71,ey arena rr -mmnlr rLp;e"rmM" Of olrta, trmas Ana 6D"i f4. ria rannp. ■a.ppr ras4plKQ04V hx [M use of dV@rp+eral*h Dy VMrs Cr rnm.marron Pft"mea 4n m,s sap. Earth Consultants Inc. .11AY CRF.E ; BUSINESS PARK re��, ,•.r� \i�1{ t�rrwayvsn-attn�neTr..c:rc,rrpr.rs �. lti„nevt�rr:e+r+rnna, RENTON, WASHINGTON Proj. No. 5144 Drwn, GLS Date Feb r 91 Checked DR Date '-} -91 Plate A; BORING NO. � L-ogged By a' Date Graph us Soil Description CS :... Gray brawn silty coarse 51#NU, loose, sm writ I it nl Gray sandy SILT, soft, saturated sp Gray nedium SAND, dense, saturated I�l nk Gray brown SILT, ;race sand, medium I ��ti�El stiff, saturated Bev. . 3" _ Ili Depth Sample Blows tg6i 5 10 15 4 22 27 19 9 I 13 (grades tc stiff) Boring terminated at 19 feet below existing grade. Groundwater encountered at 3 feet during drilling. Boring backfilled With cuttings and bentonite. 16 SuuaUnan mmdmons aeorClee npreierrl cur o2mrwimns M !ne lime and locm+an 01 this eaplpralpry We. moGrlr*4 Cy *+%¢near Ing 10=, ■narsen, end µ (wim *nl. They *r$ rra MCWL"My reomaemarne a 4Mr1*e um*s erso jai=Iem' We [annul amopp 0*sL,Oftijad4y tar the u v or .nIV;D10104110rt Dy pMn.ry al M40"rMian DI* "MW on Mrs wa BORING LOG Earth Consultants Inc. MAY CR--VK BUSINFSs PARK i,7r �� c.a�+%nrc�or'nperersca.+wrta �1c.,rram�n�a ce*S�r. ^nEN;10Nr WASHINGTON Proj, No. 5144 Drwn. G:.S Date Feh' 91 � Chocked DE Date Plata r�9 ?-i-91 BORING NO. Logged By D5 Date Dev. Graph us Soil Description Depth (ft) Sample (N) Blows W CS 2" aschalt concrete Red-brawri coarse SAND with gravel, loosfa-to medium jensp—yyt, 7 r rown si-1--y medium to coarse SAND, loose, s2turaT-ed -crades to gray brown, trace silt 6 3rown SILT, trace organics, medium stiff, saturated 10 sm Brown silty mudiun. SAIND, loose, saturate 25 nl Gray mf!di=, SILT, trace sand, medium stiff, saturated 28 5 sm Gray silty nediun, SAND, dense, 27 saturated 211 Gray nedium coarse SAND, very dense, T 1 saturated 63 Boring te-=-inated at 21.5 feet below existing grade. Groundwater encountered at 2.5 feet during drilling. Boring backfilled with cuttings and bentonite. Swbsurlac* oonddoou CE04MO J*DftscM Gwi 07mqft2[,0AS 8% W* k,MW tne CC&Ton a. tha qgp4gmiory ode, r"drfied by aeVinea,imq IWM, an&",t. 4-9 pApe "wm. Trwy ale nn roecipza rtviq"maIrm at amme, wnws and ioc4KIOU. We ca"mm "ZOO 16300wOLLAY to' IM4 We Of IffletwMISIon by other& Of -WOMmon premnloo On WS " Earth Consultants Inc. BORING LOG MAY CREEK 8USIXESS PARK RENTON, WASHINGTON, Proj. No. 5145 1 Drwn, GLS I Date Feh'91 I Chocked DR I Date 2-3-91 1 Plate A10 BORING No. Logged By L,'.r Date 1 -16-91 eev. US Dept(N) W Graph Soil Description (K, Sample Blows %f Ft aspnal. ccrcrere SF Brown SANT) wi Lh s' 1 r and rr:tve 1 loose. vec , r,11 Gray --brawn sandy SILT, soft., saturated Ii liI4E I •Ilil�l-�! �i G_a:;.)rcwn silty aediun Sir 5.Qnse, F !; �,. 5 22 .•,. n1 »rown SILT, snit, saturated `rl:i :i 11 ;n Brown silty meciun SAND, loos, saturated: sp Brown modiun SAND with silt, medlun do nse, saturated 10 on Brown organic: SILT, sort, sataraL�c, trace Wood �.-•� ' 7 $9 t:':J: }j1 smI Gray -brown sii-1 r y medium Sn3D, trace ,ravel, 'nose, saturated T I 6 91 �r.i. o:z Brown organic SILT,soft, sat=aced ,; t..... €:��=; Gray silty nediun SAND, med"xn dense saturated .;;.;,. " i5 o'c: Browr, organic SILT, dense nl Gray SI:.T, ned.iiam stiff, saturated 20 sm Grav silty SAND, dense, satura-ed T 23 J. J I I Boring terminated, at 24 existing Gracie. Groundwater encountered at 3.5 feet during drilling. Boring hackfilled with cuttings, bentonite and conc_ete. 5w3Unam caMrl.pns depMCo reorrmm ow observarrans at the hme and rperiran V rhis aKWcrL1ory note. moddoo by •npamann0 la%U. •nayus. one rirapeman;. They lie not f.0evzZANY reprewnw'.4 0+ aner tires ono KrXt•Rns, V4t cannot ZCCCP ,eaoohs.oAKy for lhw use or .hroopraial on ry chart or ,nrennatern prt"rpaa on tnri bq, ;: j�•• x F-an l Consultants inc. BORING LOG MAY CREEK 4US.Ltv1;5S F;,R}; RENTON, V.-ASHING ON Pro}. No. 5144 Drwn. G:.5 Date FFh' ;'3 Checked DS I Date 2-1 91 Plate 1,1= Logged By DF Date- 1- 1 F - 91 i BORING NG. "" Fjev. 27 r ± (N) Graph us Sail Description Depth Sample Blows {°/a) CS FL ._. ,. •F,.•. �,., it s halt yc t C'+uv•::) silty finq to nedlum SAND' �7 with ienses of silt, loose, saturated --grades to brown T p IIII`i m grown SILT, trace peat, soft, saturated 10 5 28 ' sa Brown nediun SAND, loose, saturated r11 Gra:r SILT, medium stiff, saturated � T 9 i I T.} .i. sn Gray silty aediu.�l SAND, loose, F : E J'}#:I: : saturated 15 � nl Gray SILT, soft, saturated and I1 broi+n 14 I }� 4}. , C:;•}i: 20 t1t:.,} sn dense Gray silty medium SAND, yet , y ;y,rfa:'f} saturated 40 Boring terminated at 21.5 feet below existing grade. Groundwater encountered at 3 =eet during drilling_ Boring bachfilled with cuttinc;s and bentonite. Sumurlire c niaim r4S oC mvo tvvrswn ow ozzorywion7 at Me lime Ono bcet9n of IMn Im9lOM" hat. motl,Ir d t y *r QnMhno 1"U. 111110 %% PM Tu men;, They eft n0i heCfSsa llry reps*"rrj41TA 01 GITII 4rmeS •+M kn"OnS, 1Mc armor ACCCp1 reaoorls4twnV 1W Ills u]e or rnleiPre:Ot.Dn by CSMrS C' rnMrmalrDn OF"emeo Cn tors to; I — BORING LOG Fart1Z consultants Inc. ?tea!' CREEK BUSINESS PARK it{.vltSN+rrrtl,tprwen.t,wRn+�rk+••r.n,+,r�rrK.„�. RENTON, WASHINGTON Proj. No. 5144 Drwn. GL5 Date Peb' nl Checked 1)B Date 2-1-91 IPlate Al2 BORING NO. -12 Lagged By DR Date '- - ' - - Bev_ rus _ th IN1 graph CS Soil Description Sample Blows i ai Ft. •#�:i 2" asphalt {'C7t:r•Tnte Brown -gray silty medium SAND with c•rs;:::%<•: Travelr setu*-atc' j t,'..,..... 1 it �lii l11, Gray sandy SILT, muds,-,nl Soft �r5 5t1cI, � P 4 llilIll;If� saturated Brown SILT, loose, saturated rl B3 Brown aliT, salt, saturated L :.L=36 iL-29 13 PZ= 9 so Brown nedium SAND, dense, saturated 10 :;ij���i•i lzl Gray and brawn sandy SILT', so- t, iiil`saturated sm Gray ni?ty merlitln SAND, medium dense, 15 .., rnl Gray sandy SILT, stiff, saturated 23 Boring, Lerninated at 19 feet below existing grade. Groundwater encounterea at 2.5 feet during drilling. Boring back filled with cutt_ngs, bentonite and concrete, .. ^� ��: [ -� 1 _'.•�-3 :!_...^.rC It Sresem our=?sInMS�OnS e' tM 4,mt ■r,d waum el inns atplorarory nose, medif so sy angrneerrnp TFAs. \nslysrs. are `r "' �'� i'r r` r,Klsla+nr rt7rrHsrr,yn� o- o:ner brass ■n6 bC;rr6rl1 We ranno•, toCtiM +.sp6nsittmiy too 1M use or Inl.rpr.lallon py olmers of . i BORING LOG iLz]nh Consultants 1I1C, "W1 Ck1:l'r: I'V31NEss x,:RK �•_ •,r:•w,..r. la��,�uiwh lJn,l,Nn�T11•il f+wrlral\ rif:XTC'. l-,ASHINGTON Proj. tlo. r I Drwn. _ Date !'eb' ,1 Checked �_ o. DB Date .. 1- Plate x:_ 3 APPENDIX B E-5144 LABORATORY TESTING General We conducted laboratory tests on several representative soil samples to verify or modify the field soil classification of the units encountered and to evaluate the material's general physical properties and engineering characteristics. Visual classifications were supplemented by index tests, such as sieve analyses and Atterberg Limits, on representative samples. Moisture determinations and consolidation tests were performed on representative samples. A brief description of each of the tests performed for this study is provided below. The results of laboratory tests performed on specific samples are provided either at the appropriate sample depth on the individual boring log or on a separate data sheet contained in this Appendix. however, it is important to note that these test results may not accurately represent the overall in -situ soil conditions. Our geotechnical recomsnendations are based on our interpretation of these test results and their use in guiding our engineering judgement. Earth Consultants, Inc. (ECI) cannot be responsible for the interpretation of these data by others. In accordance with our Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of thirty (30) days following completion of this report unless we are otherwise directed in writing. Soil Classification As mentioned earlier, all soil samples are visually examined in the field by our representative at the time they are obtained. They are subsequently packaged and returned to our Bellevue office, inhere they are independently reexamined by one of our engineers and the original description is verified or modified, as necessary. With the help of information obtained from classification tests, the samples are described in general accordance with the Unified Soil Classification System, ASTM Test Method D-2487-83. The resulting descriptions are provided at the appropriate sample location on the individual boring lag and are qualitative only. The attached Legend Plate A3, provides pictorial symbols that match the written descriptions. Moisture Densiry Moisture content and tests were performed on several samples obtained from the borings. The purpose of these tests is to approximately ascertain the existing in -place moisture content of the soil sample tested. The moisture content is determined in general accordance with ASTM Test Method. Earth Consultants, Inc. fhe information obtained assists us by providing qualitative information regarding soil strength and compressibility. The results of these tests are presented at the appropriate sample depth on the boring logs. Particle Size Analysis Detailed grain size analyses were conducted on several of the shallow soil samples to determine the size distribution of the sampled soil. The test is performed in general accordance with ASTM Test Method D422-63. The information gained from this combined analysis allows us to provide a detailed description and classification of the in -place materials, The results are presented on Plates BI through B2, and classification symbols are provided as part of the appropriate individual sample descriptions on the boring logs. Several consolidation tests were conducted on two relatively undisturbed representative samples taken with the Shelby Tube sampler to evaluate the consolidation characteristics of the site soil, In addition, the time readings were taken at several points of loading to evaluate the time rate of settlement. The results of this test are shown on Plates B4 and B6, Consolidation Test Data, Earth Consultants, Inc, J 0 o to x t�7 x � m to iT1 vq ? zrn > �kn cn rn O -d rn 1 r y cn A (EVE ANALYSIS -0 80 rrl X m 70 -n G O z m � sn � as m 20 -�-_ IIYDBOMETER ANALYSIS �— _ GftAIN SIZE IN MM _ 0 10 zo -v m 3 0 70 0 In 0 sa D rn 60 7G c T 0 M 80 �{ I0 I LEE mE L-L 0 P 7j o a i> 0 0 0 0 o ao fa It n C4 tc tD V M ry -0 W a vq N w QQ n ev a O m 10 v M N r - 0 0 0 0 0 0 0 0 Q O o 0 GRAIN SIZE IN MILUMETEPS - o a o c! 0 4 C0313LES COAASEG COARSE I MEM FINE FINES AVELFINE SAh10 Bering or DEf 7FI Moisture KEY rest Pit No- f!. USCS DESCRIPTION Cvnlent t L p------ u-1 5 SP Gray poorly graded SAND wiCh gravel 13 b-------- B-2 10 ML Gray sandy SILT 31 D""""' 13-4 2-5 SM Gray silty SAND 23 rN 100 r 20 fD ~SIEVE ANALYSIS S11C OF (}PCNINtG IN iNCII LUMUEn OF MES11 PER INCH U.S- STANDAfl O .i qQ W d (" 1 lY .- . �R .n c� { r vt CO p tQ cq d N rp co HYDROMETER ANALYSIS ❑ GRAIN SIZE IN MNI co tD a rh N OID 0 a O p p 4 p 4 0 0 0 r-1-ram-- r�--T-'^"^--. 7 0 10 20 6 ;1 ❑ � m Z 0 rp D C!7 m t; a sA 70 m 0 z no � 90 0 L_ _l—l. 1 11i1971 11 1 11 1 1 TILL UL-LJ_1_i I- 1111L1 Lli l L �.f _ I_ III 3 1 I 11 1 11 r 1 i i 1 i I r r r i ! 100 Q O b a 0 0 0 0 O 00 43 'd r? N r 90 to �l M N —m W It.1h N — m tp m N d m m N •- - 0 0 o 0 0 0 n a o a o a 0 m a 'ry 01 G1lAIN SIZE IN MILLIMETERS a 0. o COBBLES COAnS FINE; COARSE I MEE)Ium FINE LINES GRAVEL SAND Boring or DEPTH Moistllrc KEY Tmt Pil No. - i1SC5 DESCRIPTION come li ('0 LL Of B-5 2.5 ML Gray sandy SILT 27 Cx-'--"— B-12 5 Brown SILT 30 N• d aV a z 4 LU 2 0- m 0 0 2 r UM I N J\b I 0.2 0.4 0.8 1.6 3.2 6-4 12.8 25.6 M. ,�■n�nnll�'� 11 �n� mnnnmm��� nn PRESSURE , kips _ Depth I llSCS I 54i! Descrip[ron Liquid Limy[ PlaSuc , Limit P�ast�cur! Nlorsture Index Content, l'V",,, Before ' mt--Lerl Dry Densi[y i pcf } �I '-ark aav SILT s [ - - 44 29 15 41 .4 30.0 $0.43 1 I , CONSOLIDATION TEST DATA ; s t`1AX CREEK BUSINESS PARK i Earth RENTON , WASHINGTON COnSul,tant5 Inc. � •j, -'! 11 _ _ •G".; C C a 1NG h GEO Lo[;v Proj. No. 5i44J Date Feb'91 Plate SA I 0 $ 11.1 cc 10 12 I 14 I � III 3 7'. fC Y `� U. 2 i 0.1 0.2 0.4 0.8 1.6 3.2 6.4 12.8 25.6 kivs �11 Y �vII f Boring Depth Key I No. (ft.)USCS Q j a-12 j 5-7j ML 0.8 1.6 3.2 6.4 12.8 25.6 PRESSURE, Liquid Plast,c . Plasticity Moisture Dry Soil Descnpnion Lima[ Lame Index Content, IN°a DenSITY �� Before Atter 01 3 Pcf 1 Brown SILT 38 29 9 41.0 �21.2 83.2, Earth ,' Consultants Inc. GEOTECNNICAL ENGINEERING & GE03.OGY CONSOLIDATION TEST DATA MAY CREEK BUSINESS PARK R£NTON, WASHINGTON Proj. No. 5144 1 Date Feb' 91 Plate B5