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Permit D03-293 - DHS - RETAINING WALL
DHS SEATTLE DISTRICT OFFICE 12500 TUKWILA INTERNATIONAL BLVD D03 -293 ... ...._.,.........u..:iL:�J�'> ..::��:...:1frlS�icn �;; yet. �.. fu!...,: 4a�. s..:,, u; sacc; 53i�> i[ 4. 114:. 444.:4::ist4'•'2144uuu::::.. .u..�.:c�:., ass.-:, s. u,: L::... . ay.+'..wc,vaw.cs�°�v:...:a�. ^.. tits« ,L.F.'i.s.+':�.L.n.:titi.i.:r,.:, :. . Z • Z W 6 JU O 0 U) 0 Ili • T W O _co 3 Z= z0 Lu U o. O s o 1- w H -- u' O ..Z W U= O 1- z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7340600602 Permit Number: D03 -293 Address: 12500 TUKWILA INTERNATIONAL BL TUKW Issue Date: 10/29/2003 Suite No: Permit Expires On: 04/26/2004 Tenant: Name: DHS - SEATTLE DISTRICT OFFICE Address: 12500 TUKWILA INTERNATIONAL BL, TUKWILA WA Owner: Name: INTRNL GATEWAY EAST III Phone: Address: 12201 TUKWILA INTRNTL BLVD, SEATTLE WA Contact Person: Name: RALPH HAGLER Address: 12201 TUKWILA INTERNATIONAL BL, 4TH FLOOR Contractor: Name: SABEY CONSTRUCTION INC. Phone: 206 - 281 -4700 Address: 12201 TUKWILA INTERNATIONAL BLVD, SEATTLE WA Contractor License No: SABEYCI033KM Expiration Date:01 /06/2005 DESCRIPTION OF WORK: CONSTRUCTION OF A MODULAR BLOCK RETAINING WALL ALONG TUKWILA INTERNATIONAL BL (WALL 'A'). PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING. Value of Construction: $ $135,000.00 Fees Collected: $2,298.34 Type of Fire Protection: Uniform Building Code Edition: 1997 Type of Construction: Occupancy per UBC: 0023 Water Main Extension: Water Meter: doc: Devperm Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 7000 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: N Storm Drainage: N Street Use: N Profit: N N N DEVELOPMENT PERMIT Private: N D03 -293 Phone: 206 - 277 -5217 Public: N Non - Profit: N Public: N Printed: 10 -29 -2003 fir +:aii i ; i °i' : Y 'ifr 'L' ; I r t ,':r ry.'., 3 •y .. ,. )1 ,G.�ISil '�_::i ":d':�, •::�R�,';,;�t�: o��i :� #?.�P:'k:�:ri3s.:*��;7:•:�;.� H1,, . !' ; ' s;'c.t Signature: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: Date: /- r aP era I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of is permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating con tru on or the rfoyr lance of work. I am authorized to sign and obtain this development permit. D03 -293 Date: /7 �i1 / Print Name: V j &-tF.0 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Printed: 10 -29 -2003 4.2(0:,¢ City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 7340600602 Permit Number: D03 -293 Address: 12500 TUKWILA INTERNATIONAL BL TUKW Status: ISSUED Suite No: Applied Date: 09/18/2003 Tenant: DHS - SEATTLE DISTRICT OFFICE Issue Date: 10/29/2003 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 4: When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number and type of inspection being performed. 5: The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 6: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 7: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 8: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 9: Any material spilled onto any street shall be cleaned up immediately. 10: A copy of the Certificate of Insurance Coverage (minimum of $1,000,000 naming the City of Tukwila as additionally insured). 11: A $2,000 bond made out to the City of Tukwila for possible property damages caused by activities. 12: A map which shows the haul route. 13: Hauling over 50 cubic yards shall require application for a Hauling Permit prior to any associated activity. 14: Clean and remove debris from City catch basin in and around hauling routes. Provide adequate temporary access as not to interfere with other vehicle movement or cause trucks to travel over curbs. All vehicles must make a complete stop prior to entering public right -of -way. doc: Conditions D03 -293 Printed: 10 -29 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 15: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 16: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 17: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating cons uction or the performance of work. Signature: Date: Print Name: YUGt�rr� doc: Conditions D03 -293 Printed: 10 -29 -2003 King Co Assessor's Tax No.: L am. ` VA) Site Address: 2 500 1 v (AJt C'( e)i (1�1 Suite Number: . -eY Y 1 - c o) Tenant Name: Property Owners Name: 1 v t 1 iCi city W 1k s Mailing Address: :CONTACT PERS Name: Mailing Address: E -Mail Address: Company Name: Mailing Address: Contact Person: E -Mail Address: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OFRECO - All plans must be wet stamped by of Record Company Name: Contact Person: E -Mail Address: Company Name: Mailing Address: Contact Person: E -Mail Address: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 \applicationstpermit application (3-2003) 4003 Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** Ai/At( ev .() i C,� UCc cc4 cu. 1\c75 k(0/,0 W - vu : vve. \Mow `&Wc)(( t ccp a ext., t G() l� City Day Telephone: Fax Number: City Day Telephone: State State New Tenant: J .... Yes State Floor: P('S�rr.:vF. �ra�ir ?;.+. •.'1:. :■?t 0 18160 Zip No Day Telephone: zOG '2- 1 Q, 700, City f State Zip Fax Number: / - 063( os 2,0 City Day Telephone: Fax Number: Zip Mailing Address: Zip Dv. ; 'G (VIA V state Zip ' (j-z-s7 i`SY —'h ° ?? ., Fax Number: .4 (2- 2. 2-'3 . .ENGINEER OF RECORD -; All • plans must be . wet s tamped by Engineer of Recor :i VII;DINGFERMI:T:INFORMATION; :. O6431 = . 'Y r...' Valuation of Project (contractor's bid price): $ 1.3f 1 006 Scope of Work (please provide detailed information): T ( b b Si cam- C� nth f IR ado 7 a.Q Existing Butlding Valuation: $ Will there be new rack storage? ❑ ..Yes ❑ .. No If "yes ", see Handout No. for requirements. Provide All Building Areas hi Square Footage Below 2 "° Floor. 3t°. Floor Floors :`,Basement�� s' :Accessory Structures ;- ;Attached Garage Detached Garage Attached..Carport : -• : Detaclted .Carport :: Covered Deck Uncovered Deck Addition'to Existing Structure Type of ..: Construction per UBC ' Type: of Occupancy per. UBC PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ❑ ..Automatic Fire Alarm ❑ .. None Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ .. No If 'yes ", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safely Data Sheets. Vpplicationalpermit application (3.2003) 3/2003 1 :. • Page 2 ❑ . Other (specify) Scope of Work (please provide detailed information): Water District ❑...Tukwila ❑... Water District #125 ❑ ...Water Availability Provided Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑...Technical Information Report (Storm Drainage) ❑...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right - of - way Use - Nonprofit for Tess than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right - - way Non Right -of -way ❑ ...Total Cut ❑...Total Fill ❑...Sanitary Side Sewer ❑...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑...Permanent Water Meter Size... ❑...Temporary Water Meter Size.. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public _ ❑ ... Water Main Extension Public _ %applications\permit application (3.2003) 312003 cubic yards cubic yards 1, 11 1, ,, Call before you Dig: 1- 800 - 424 -5555 Please:refer to; Public Works Bulletin . #1 for fees: and estiinate'sheet. Sewer District ❑ ...Tukwila 0... ValVue ❑ .. Renton ❑ ...Seattle ❑ ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line 1, WO# WO# WO# Private Private FINANCE INFORMATION Fire Line Size at Property Line 0 ...Water ❑ ... Sewer Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: City State Zip Day Telephone: City State Zip ❑ .. Highline ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ .. Maintenance Agreement(s) ❑...Hold Harmless ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage Page 3 ❑ ... Deduct Water Meter Size /f ❑ ...Renton ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding Unit Type: :. Qty . Unit Type: ' Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <I00K BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace >100K BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System 30 -50 HP /1,750,000 BTU Appliance Vent Hood 50+ HP /I,750,000 BTU Heat/Refrig/Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator — Comm/Ind Contact Person: E -Mail Address: Indicate type of mechanical work being installed and the quantity below: City MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Print Name: � I t C(V V _ Day Telephone: Mailing Address: lapplications'permit application (3.2003) v A 0 VV 1° .3t1`v ' �` ti.S `V,45,.,tMetIrpxiv -tr e ttC:eT.v:A , •Y „te. e.n- • State Zip Day Telephone: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... Replacement .... Commercial: New ....0 Replacement ....0 Fuel Type: Electric 0 Gas ....❑ Other: RMIT APPLICATION NOTES= App1ICable to ;all permits: in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNE R AUTHO 7AGE Q Signature: Date: — / & ” � 03 City Date Application Accepted: Date Application Expires: /9 - v 4 7 4 a ;ra State lr fr Zip Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: City of Tukwila TRANSACTION LIST: Type Method ACCOUNT ITEM LIST: Description doc: Receipt 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT 7340600602 12500 TUKWILA INTERNATIONAL BL TUKW DHS - SEATTLE DISTRICT OFFICE R03 -01315 SKS 1165 SABEY PROPERTIES LLC Payment Check 90233 BUILDING - NONRES PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW STATE BUILDING SURCHARGE Description Account Code 000/322.100 000/342.400 000/345.830 000/386.904 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 1,525.00 Current Pmts 1,189.75 281.50 49.25 4.50 Total: 1,525.00 D03 -293 APPROVED 09/18/2003 1,525.00 :t225 Win X71.0 TOTAL 1525.00 10/29/2003 03:53 PM $0.00 Printed: 10 -29 -2003 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 7340600602 12500 TUKWILA INTERNATIONAL BL TUKW OHS - SEATTLE DISTRICT OFFICE R03 -01141 BLH ADMIN Payee: SABEY PROPERTIES LLC TRANSACTION LIST: Type Method Description Payment Check 89666 PLAN CHECK - NONRES 000/345.830 RECEIPT ACCOUNT ITEM LIST: Description Account Code Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 773.34 Current Pmts 773.34 Total: 773.34 D03 -293 PENDING 09/18/2003 773.34 2850 09/19 9716 TOTAL 773.34 09/18/2003 10:47 AM $1,194.25 Printed: 09 -18 -2003 d sip7i.;o Project: Type of Inspection: c— , v t — l, tAte i Address: - Date Called: x t .... -oi Special nstructions: . Date Wanted: a.m. P.m. Requester: Phone No: P" • • .• INSPECTION RECORD INSPECTION NO. - CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 Retain a copy with permit D S6 PERMIT NO. (206)431-3670 pprovedperapplfcable codes. El Corrections required prior to approval. COMMENTS: VeT vni Cop L4 Inspector: a Date: \ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid •at t300 Southcenter Blvd., Suite 100. Call to schedule reinspection, Receipt No.: Date: COMMENTS: Q _pC.PtV . Pd r t tr-rA t `-P 4 -1 y A,s\ Llb Date Called! S eC∎ck- i e Ac; tht ∎Ac i Ljra Ucl Special Instructions: 1, ti S pPLACAA e CCA A %Al i E›cr40c4 4-; v,, ti --`` �`` --- (JC,i- t r\c A 5 n r � 1 d n. d � ll l (at ' 4 (}-or ■ v- ut ( -k r Phone No: Project: lV�'5 of Inspection: 0�ctc4tS Address: 1 -SDC T -....? Date Called! Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: I INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Inspector: INSPECTION RECORD Retain a copy with permit PERMIT NO. proved per applicable codes. 0 Corrections required prior to approval. Date: 11 , _011 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: Address: o , I7 cow r i l\ Date Called: 4 /t)v Special Instructions: L A I t Date Wanted: a.m. * e * 4 p.m. Requester: ; ff a Ct 6/ 50i" :f try Phone No: " f4) '- 7512 /i/4 y Itord 1 u 4 s./t-'Z r.-! 674.) /&1J,?:. too (-IA i 1 ivG I A r 47t -c.i 0471 ? vK 1,-).441 4':I'i r4 fJ !h 4' C14A / I, ri f f I 1 , 1 Project: Type of Inspection: Address: o , I7 cow r i l\ Date Called: 4 /t)v Special Instructions: L A I t Date Wanted: a.m. * e * 4 p.m. Requester: ; ff a Ct 6/ 50i" :f try Phone No: " f4) '- 7512 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: 1 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 66 3 7 COMMENTS: Type of Inspection: Address: ..�-^ IZoO i, J. Date Called: / j GO�t /(� Special Instructions: Date Wanted: Jt • i' //2 /i 1 ; C F' l VFW} $ 4 , t 4 ] , (J iiarL pF h iz / »iJG1 g Jc1 1 , 10 `A' To / L/t4 O, Cite � , Lri v s , A.) r'6 8 -) P7 -2, 1 -1,. R-!/ P-6 r IL L�.4 LL r ��� ,;,� ! I4 ) ,I764 /1 ' s /21/9 oilier. _i Project: Type of Inspection: Address: ..�-^ IZoO i, J. Date Called: / j GO�t /(� Special Instructions: Date Wanted: Jt f t f a.m. p.m. Requester: l e Phone No5 - ?.. D0 --2.13 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: 2/2-Ay c4_ ..u,A. - 4 sell fA g'., , " 7 ( Ce4.e-a , ,,) rc 1 Z/VoV � I c 6 i 5-z, C. -/7 G4i ;a4 /L' l 1 ,) p 4 1 , f- 7 r ", 72) C6- 6--Z. , al 7" , , / Requent z-, atic �J�C.Y .I���� / �] 2/9/) -SCcdi,t 4 4pJ /) 6-3 3 > CA 6 - -i c /o/4 _47,- I Z'/ /l'; /) i•,P. P -z. -3 A-I /. (JJM ' Project: /dpi A L/ L s,, Type of Inspection: Address. Date Called: 2 / 2 1 I 9 Special Instructions: • - Date Wanted: � a.m. p.m. Requent z-, atic �J�C.Y .I���� / �] Phone No: '/U — ?S /2..r INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: Date: J g/4- $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: [ate: MODULAR BLOCK WALL DESIGN INS SEATTLE DISTRICT OFFICE TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON FILE COPY E- 2579 -44 February 26, 2003 PREPARED FOR SABEY CORPORATION WI OF TU pppROVED OCT 29.2V13 AS MOLD P.44 t% Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (425) 643 -3780 Toll Free 1- 888 - 739 -6670 RECEIVED CITY OF TUKWILA SEP '18.2003 PERMIT CENTER Do i -2y3 • F Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Ralph Hagler Subject: Earth Consultants, Inc. ( A Y ) I ( Y ' I 1 1 1 1 ( i l l I : I wit 1(tis. ((Y )I( )};iti15 H I {nrirunn a•null tic'ic •nlitiI . ('tn isn't I(' tic )11 I( - lIIig& I( ISO. \\', \IiOII1tiIKY'lll111 ti(•I' \'I('(•,, Dear Mr. Hagler: Modular Block Wall Design INS Seattle District Office Tukwila International Boulevard Tukwila, Washington MSE and Modular Block Wall Design 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739 -6670 I':Stat)lisll('(t 1975 February 26, 2003 E- 2579 -44 In accordance with your request, Earth Consultants, Inc. (ECI) has prepared this modular block wall design for the proposed site development. We understand mechanically stabilized earth (MSE) fills and modular block wall construction is being considered throughout portions of the site. The modular block wall heights and MSE fills could be on the order of ten (10) to twenty -six (26) feet in some areas. Our scope of services included review of the grading plan prepared by David Evans and Associates, engineering analysis, and preparation of the attached drawing. This design includes the attached drawings with recommendations for construction of the MSE walls, as well as recommendations for seven and one half foot and ten foot high gravity walls. The design calculations for the MSE Wall and gravity modular block walls are included in Appendix A. The reinforcement schedule and recommendations for the wall construction are presented on the attached sheets SM1 and SM2. The soil parameters used in the design assume the reinforced fill soils will be compacted to the specified relative compaction of 90 percent of the maximum dry density as determined by the Modified Proctor Method (ASTM D- 1557 -91). The wall design assumes drainage is provided, and that hydrostatic pressures will not be allowed to mobilize. Additional drainage other than what is shown on the drawings may be necessary, depending on soil and groundwater conditions observed at the time of construction. The drainage shown on the drawings is a minimum requirement. The installation of sheet drain may be necessary along the contact between native cut and the reinforced fill zone, if groundwater seepage conditions are encountered. ECI should observe the MSE and modular block wall construction on a full -time basis. Supplement recommendations for drainage will be made by ECI, if necessary. t r Sabey Corporation February 26, 2003 For the MSE and modular block wall construction, a traffic surcharge of two hundred fift y (250) pounds per square foot (psf) was assumed. The design should be reevaluated by ECI for other surcharge loading conditions, where applicable. For the gravity walls, traffic surcharge loading was not included, assuming that the gravity walls will be constructed above the driveway areas or in the vicinity of the storm water detention pond. If the surcharge loading will apply to the gravity walls, ECI should reevaluate the design. Global stability of the proposed walls and fill areas was assessed in the geotechnical engineering study prepared by ECI (see Geotechnical Engineering Study E- 2579 -44, dated February 20, 2003). Global stability was assessed for both static and seismic loading. Adequate factors -of- safety were calculated for the static and seismic loading. We trust this design meets your current needs, and the submittal requirements. If you have any questions or need additional information, please contact us. Sincerely, EARTH CONSULTANTS, INC. RAC /KRC /csm / 2 .ci/ zoo Raymond A. Coglas, P.E. Kyle R. Campbell, P.E. Project Manager Principal Attachments: Appendix A - Calculations Sheets SM1 and SM2 Earth Consultants, Inc. E- 2579 -44 Page 2 7 1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR - THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. > - Z "0 > APPENDIX A CALCULATIONS E- 2579 -44 Earth Consultants, Inc. z i i '~ W Q � Q 2 i 0 00 to LLI J I-- w IL. Z 0 . w z= I-0 z I. w .ON 0 W w. S . z . 0 = . 0 z 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 7 PROJECT T1)5 Earth Consultants Inc. (av AN hmull; Iinulnt•t•ts. co•t IogIsts R Ii win nunrnlal Scientists COMPUTED BY � 1- DATED Z' I z S` l03 CHECKED BY DATED PROJECT NO. -144 SHEET . I OF k SUBJECT rf-4c..lr- c, Q« — Pts r •, (, 1 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Zo 41 42 43 44 45 Earth Consultants Inc. (;e Ir, !mind I fnglrlrrrs. (kl)k gIsIF& Em In11111Wllnll S,iruIIsis PROJECT COMPUTED BY DATED CHECKED BY DATED PROJECT NO 757jj - SHEET 2 OF it SUBJECT 9.5 f6S- 1 )25 2:x{ 2,q 6c, CIk t Zolei 14 .' 1,,ck\- 4 e-- C C oC (14 =) , (Its" - ° /z) o it t 1--. e. G, L- 40t C oca . Ve•-CACC 0 -53 deti . F. e ;•+ I • S z • W ce J O 0 c 0 wI_ � w w �Q =a �.. Z I Z0 w 0 0 9- O I- w 0 1-- L 0 w z 1_ . 0 I- z eri 2 3 4 5 6 Earth Consultants Inc. Err I Iu tirnl linglnrr•rs. (NnIogi' Is & Itnalrnnnu•ntnl ti<irntLsts PROJECT COMPUTED BY DATED CHECKED BY DATED PROJECT NO ZS -4 SHEET _ OF I SUBJECT e 2.. 411 Vrk ; CDl es4cLen'tN - A-2- 3, D c o - / (LC r - 74 , �SSc,�c�e_ L o L1-2, VJ '13 < tV'R 775/ �i _.,,,�._. .._..�.... ,e = \7 ° t 4 I'Ls 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 • 42 43 44 45 Earth Consultants Inc. GIvsr. Is :d I i glnr sirs. Geologists & IinvlrnlmIrngal Seh t I'.Is PROJECT LG 9)2.5 / E,c )1 1 2.5'S -► ��s M _ 69 , y ist tbs • C.1k, 51,cc,z. _, I6 -44 /' + 1,9 / Q-. �SIIN CV = .c" i --G.(\ 0 V L \ 35 • , •2 3 37 3,7 0-Ts-S. - + 18 i s76 s // \�7 70'i, COMPUTED BY DATED CHECKED BY DATED PROJECT NO 2 -y 4 SHEET "� OF SUBJECT ec Z ce ~ W 6 00 W I H W J c a I F- Z � I- 0 W ~ • W 0 O - • 1- W W H I UD-' O W Z U= O F " Z 17 19 Earth Consultants Inc. Qcvlrc!mini]I Ocrduµlsls 6 Iii iron In Sclrnlisls PROJECT COMPUTED BY DATED CHECKED BY DATED PROJECT NO. IS-79 - 4`l SHEET S OF SUBJECT external stability for other wall heights seismic stability lateral seismic coefficient a seismic loads sliding seismic condition force driving overturning seismic seismic stability for other wall heights dynamic internal stability Earth Consultants Inc. (III (4hnintl Engineers. (HYdukists & Em•inrnnu•nLtl tit - I i II.ts PROJECT COMPUTED BY DATED CHECKED BY DATED PROJECT NO 2 .-S1 -3- 1 I SHEET \ \ OF I f SUBJECT bearing capacity Gravity Wall Calculations 7.5 Foot Wall Project Description: INS Building ECI Job No. E- 2579 -44 February 20, 2003 Wall height will be 7.5 feet maximum Grade above wall will level The blocks will consist of Lock - Blocks manufactured by "Ultra- block" which have typical dimensions of 2.5 feet high, 2.5 feet wide, and 5.0 feet long Soil Conditions: Wall backfill will consist of native and imported silty SAND with gravel Soil in front of wall will be native soil The area below wall will be level Lock -Block Wall Dimensions Height of wall -- 7.5 feet (three blocks high) H =7.5 Wall batter measured from vertical -- wall vertical, no batter a : =0•deg Wall embedment H emb : =2 Exposed vertical wall height H := Hw.cos(a)- Hemb Bottom width of wall B =5 Design wall height H:= He+Hemb+Bb•sin(a) H= 7.5 Top width of wall B t := 2.5 Inclination of ground slope behind wall measured from horizontal plane (3 : = 0.deg Inclination of back of wall measured clockwise from horizontal plane atan B b - B t - 18.43 °deg 0 := 90 -j- a - 18.43 0 = 71.57 H H e = 5.5 .... « a. o , �: x:_:. ykd..... ...::Si�.w..rruu.Marc.v.weM'. wlKro;; 7 40,il4x�`��ixyo-n. .. ..... Y _. n .:.. .n... i. 4:.' ' ,2;. «:.'.`. � .ii.. �" �«.. �uuv: k, aof: �r�wS _,Srs Vii S::t Determination of Earth Pressures and Surcharge Loading Backfill soil unit weight Y := 135 Friction angle of retained soils 4 :=30.deg Inclination of back of wall measured from horizontal plane 9 := 71.57•deg Angle of Backfill to Wall Interface with Soil yr :=- 2.74•deg Wall batter measured from the vertical a : =0•deg Friction between concrete Lock -Block and soli 8 := 28 •deg K : =.33 Resultant of active earth pressure K H' P •= P = 1252.97 2 Horizontal Component of P PH:= P•cos(90.deg— 0 +S) P 863.6 Vertical Component of P P v := P.sin(90.deg — 0 +ii) P 907.82 Mass Unit Area x'I y'I Weight Mass Moment x' Mass Moment y' Sq. ft ft ft k/ft k- ft/lin foot k -ft/Iin foot Block 1 12.5 2.5 1.25 1.75 4.375 2.19 Block 2 6.25 1.25 3.75 1.75 4.375 6.56 Block 3 6.25 1.25 6.25 0.875 0.9375 5.47 Soil 1 12.5 3.75 5 1.5 5.6 7.5 Total 16.25 5.875 15.2875 21.72 x' 2.60 y' 3.70 Evaluation of External Stability Calculate Center of Gravity for Wall by taking moments of all resisting masses about the toe of the wall and then dividing sum of resisting moments by weight of wall in x'y' planes: Horizontal distance of "O" measured from toe in x'y' coordinates x' : =2.60 Vertical distance of "O" measured from toe in x'y' coordinates y': =3.70 Weight of wall and soil resisting overturning W := 5875 Horizontal arm of W measured from toe in XY planes a := cos(a)•(x'{- y'•tan(a)) a = 2.6 Vertical arm of PH measured from toe In XY planes b H - B b•sin(a) b = 2.25 3.34 Horizontal arm of Pv measured from toe In XY planes e : =B b •sin(90.deg - a) H •tan(90•deg- 0) 3.34 e = 4.25 ,.,.>.,., >..... ... .....,L� �..... ii _s. . ✓.r .,, ., , C . i u f w..n. 5.�: S.1w: s \�yyr . t.0 ss ;fit }' { };�.i;kY ,... rNW+ .Eisiti'm.' +rk;; '`YGt e .T? Evaluation of Overturning Stability Resisting Moment M W.a.P Driving Moment M d :=111113 Factor of Safety against overturning FS o ;_ MR Md Seismic Driving Moment M d (P H •b)+ 1139+ 427 Factor of Safety against overturning M M ds FS os '_ M R = 19134.78 M d = 1939.21 FS 0 = 9.87 M d = 3505 FS = = 5.46 Z _ ce w 6 00 U) o W J H CO L WO 2 J ? . `� a W Z � 1— O Z F— W 2 p U O 01- w W. H FU— LL' O Z W U F- 0 Z Evaluation of Sliding Stability Coefficient of friction between wall and foundation soil F := tan(8) Reaction at the base of wall N := W-cos(a) + P v .cos(a) + P w sin(a) K := 350 Sum of forces providing resistance to sliding F r : =N-F+ W-sin(a)+ P v •sin(a) + K p•H emb Sum of forces driving the wall in sliding Fd : =P H.cos(a) Factor of Safety against sliding F FS s :_— Fd Seismic Sum of forces driving the wall in sliding F ds := (P H .cos(a )) + 1139+ 427 Factor of Safety against sliding F FS ss :_ -- F ds F = 0.53 F r = 4306.49 F d = 863.6 FS =4.99 F d = 2429.6 FS ss = 1.77 Evaluation of Bearing Capacity and Foundation Stability Width of wall footing B := B +0.5 Soil unit weight for bearing soil y : = 135 Friction angle of bearing soil 4 :=34.deg Soil cohesion c : = Surcharge q := y . (H emb + q = 337.5 Bearing Capacity Factors from table 4.4.7.1A, AASHTO 1996 N : =42.16 N : =29.44 N : =41.06 Ultimate Bearing Capacity q ult :=c•Nc +0.5•y• B fN +q•N Allowable Bearing Capacity q ult q all 3 q ult = 25179.53 q all = 8393.18 Eccentricity and Bearing Pressures Summing moments about the center of the footing base N W•cos(a) +P +P N = 6782.82 Z N := N•cos(a) N 6782.82 W W� NH := N•sin(a) N = 0 U O U) 0 Horizontal distance of normal force from toe W _ W•a +P P X.- W X =2.54 O N +NH•tan(a) 1 < Eccentricity of the base reaction from the center of base of wall measured Cl) a along the plane parallel to the base of the wall = W 1— ill f ... . 1- o e - B b X e = - 0.04 w W 2 cos(a) x 2 0 U 2•B O b= 1.67 X -254 Bb- X -246 b -333 01- 3 cos(a) cos(a) 3 2 U H B b< X and B b - X LB Z 3 cos(a) cos(a) 3 U N 1.67_ and 2.465 -3.33 O 1- Z Maximum bearing pressure N 6.e x g max ; 1+ Bb B Minimum bearing pressure N 6.e x g min ' 1_ Bb Bb q max = 1299.32 q min = 1413.81 Project Description: INS Building ECI Job No. E- 2579 -44 February 20, 2003 Wall height will be 10.0 feet maximum Grade above wall will be level The blocks will consist of Lock - Blocks manufactured by "Ultra- block" which have typical dimensions of 2.5 feet high, 2.5 feet wide, and 5.0 feet long Soil Conditions: Gravity WaII Calculations 10.0 Foot Wall Wall backflli will consist of native and imported silty SAND with gravel Soil in front of wall will be native soil The area below wall will be level Lock -Block Wall Dimensions Height of wall - -10 feet (four blocks high) H =10.0 Wall batter measured from vertical -- wall vertical, no batter a : =0•deg Wall embedment Hemb :=1.5 Exposed vertical wall height H := Hw.cos(a)- Hemb Bottom width of wall B b : =5 Design wall height H := H H b •sin(a) Top width of wall B t := 2.5 Inclination of ground slope behind wall measured from horizontal plane a := 0.deg Inclination of back of wall measured clockwise from horizontal plane atan B b - B t - 14.04 odeg 0 :=9O--a_ 14.04 H 0 = 75.96 H =8.5 H= 10 >r�,i�:l3i[a'tt�;lti•G,n�a','s' 'n `: :tYir4k04 fi: zfi'«' i�rQ '�J;�.•�'»vtis:.� "k':S;L:�.'ur iF %t i;i:rn(r • Determination of Earth Pressures and Surcharge Loading Backfill soil unit weight y : = 135 • Z CC w J U O 0 U L • _ H w O �? 1 z � 1-O z W • W U 0 O N CI H W W . F- -. u' O W z U N . O~ Friction angle of retained soils :=30.deg Inclination of back of wall measured from horizontal plane 0 := 75.96•deg Angle of Baca: to Wall Interface with Soil yr :=- 2.74•deg Wall batter measured from the vertical a : =0•deg Friction between concrete Lock -Block and soil S := 28•deg K =0.33 Res ultant of active earth pressure 2 P := K a y H P= 2227.5 2 Horizontal Component of P PH := P•cos(90•deg— O-I-S) P 1654.31 Vertical Component of P P := P•sin(90•deg— O + S) P 1491.64 z Mass Unit Area x'I y'l Weight Mass Moment x ' k -ft/lin foot Mass Moment _ k -ft/lin foot Sq. ft ft ft k/ft Block 1 12.5 2.5 1.25 1.75 4.375 2.19 Block 2 12.5 2.5 3.75 1.75 4.375 6.56 Block 3 6.25 1.25 6.25 0.875 1.09 5.47 Block 4 6.25 1.25 8.75 0.875 1.09 7.66 Soil 1 12.5 3.75 7.5 1.562 5.8575 11.71 Total 27.5 6.75 16.7875 33.59 x' 2.49 y' 4.97 i Evaluation of External Stability Calculate Center of Gravity for Wall by taking moments of all resisting masses about the toe of the wall and then dividing sum of resisting moments by weight of wall in x'y' planes: Horizontal distance of "0' measured from toe in x'y' coordinates x' :=2.49 Vertical distance of "O" measured from toe in x'y' coordinates y' : =4.97 Weight of wall and soil resisting overturning W := 6750 Horizontal arm of W measured from toe in XY planes a := cos(a)•(x' +y'•tan(a)) a = 2.49 Vertical arm of PH measured from toe In XY planes b := H B b•sin(a) b = 2.99 3.34 Horizontal arm of Pv measured from toe in XY planes e : =B b•sin 90•de II ( g- a)- 334 •tan(90•deg- 0) e = 4.25 Evaluation of Overturning Stability Resisting Moment M := W•a +P MR= 23148.91 Driving Moment M : =P Md= 4953.04 Factor of Safety against overturning o o co o FSo : = R FSo =4.67 -J1 M d u) u_ Seismic w o Driving Moment M d :_ (P H •b) + 2025+ 750 M ds = 7728.04 W _ ...... Z H Factor of Safety against overturning 1— o z � w FS os '— M R FS os = 3 0 0 ds o 0 I- W W . U ., O Z w U= 0 z Evaluation of Sliding Stability Coefficient of friction between wall and foundation soil F := tan(S) Reaction at the base of wall N:= W•cos(a)-P f- PH•sin(a) Z K : = 350 6 J0 00 Sum of forces providing resistance to sliding w LLJ J I- F r :=N.F-1- W•sin(a ) -I- P v .sin(a)i- K p .H em b F 4907.16 N u_ w0 Sum of forces driving the wall in sliding 2QQ F d :=P H•cos(a) F d= 1654.31 LL Q Factor of Safety against sliding = d w F r F-_ FSs : = FSs =2.97 F-0 Z I- W Do p U 0 Sum of forces driving the wall in sliding 0 F,., Fd :_(PH•cos(a)) +2025- 750 Fds = 4429.31 F U — U. ~ z w . U. = 0 Z Seismic Factor of Safety against sliding F FS ss '_ F ds F = 0.53 FS ss = 1.11 • Evaluation of Bearing Capacity and Foundation Stability Width of wall footing Bf: =Bb- 0.5 Soil unit weight for bearing soil y : =135 Friction angle of bearing soil :=34.deg Soil cohesion c : =0 Surcharge q : = y . ( H emb+ 0.5) Ultimate Bearing Capacity q = 270 Bearing Capacity Factors from table 4.4.7.1,A, AASHTO 1996 N =42.16 N : =29.44 N : = 41.06 q := c•N f N y +q•N Allowable Bearing Capacity q tilt g all : = 3 q = 23192.33 q all = 7730.78 ......w.. w.w.�ti+tilnc <.ai.N,1a F.Ktwt]Uttu Li;LJ',i z Z 6 W JU 00. LU J F— QW W J LL = W ' z F.. i— O z 1-. U O N W H ()- LL —O: .. z' W U= 0 z • 1 M Eccentricity and Bearing Pressures Summing moments about the center of the footing base N:= W•cos(a)1- P P N = 8241.64 Z Q N N•cos(a) N 8241.64 ,i Z C4 W 2 N N.sin(a) N 0 J V 0 co o Horizontal distance of normal force from toe u) = J F- W•a..- P v .e - P H •b u) LL. X:= X =2.21 WO N v + N H•tan(a) 2 }} g J Eccentricity of the base reaction from the center of base of wall measured N along the plane parallel to the base of the wall m w CY .1- 1 I.0 Z I-- U.1 D p U Bb =1.67 X -2.21 Bb- X -2.79 2Bb -333 01 - — 3 cos(a) cos(a) 3 W uJ HU 1- 2 '13 Bb 5 X and B X S --b .Z 3 cos(a) cos(a) 3 U N 1.6751.95 and 3.0553.33 p E_- Z Bb e =— x - X 2 cos(a) Maximum bearing pressure N 6 'e x g max '= 1+ Bb B b Minimum bearing pressure N 6.e x . ( q min - - 1 - B b b q max = 2226.31 g min = 1070.35 e x = 0.29 . lersta n' E- 2579 -44 February 20, 2003 PREPARED FOR SABEY CORPORATION t.x. tir7s 7 q/ 2cA Raymond A. Coglas, P.E. Project Manager FILE G4PY GEOTECHNICAL ENGINEERING STUDY PROPOSED INS SEATTLE DISTRICT OFFICE 12500 TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON 2 Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (425) 643 -3780 Toll Free 1- 888 - 739 -6670 RECEIVED CITY OF TUKWILA SEP 18 2003 PERMIT CENTER p oi - Lutaw IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- face conditions than any other factor. As troublesome as subsurface problems can be, their frequency and extent have been lessened considerably in recent years, due in large measure to programs and publications of ASFE/ The Association of Engineering Firms Practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the geotechnical- related delays, cost - overruns and other costly headaches that can occur during a construction project. A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT SPECIFIC FACTORS A geotechnical engineering report is based on a subsur- face exploration plan designed to incorporate a unique set of project- specific factors. These typically include: the general nature of the structure involved, its size and configuration; the location of the structure on the site and its orientation; physical concomitants such as access roads, parking lots, and underground utilities, and the level of additional risk which the client assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems, consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations. Unless your consulting geotechnical engineer indicates otherwise, your geotechnical engineering report should not be used: • When the nature of the proposed structure is changed, for example, if an office building will be erected instead of a parking garage, or if a refriger- ated warehouse will be built instead of an unre- frigerated one; • when the size or configuration of the proposed structure is altered; • when the location or orientation of the proposed structure is modified; • when there is a change of ownership, or • for application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems which may develop if they are not consulted after factors consid- ered in their report's development have changed. MOST GEOTECHNICAL "FINDINGS" ARE PROFESSIONAL ESTIMATES Site exploration identifies actual subsurface conditions only at those points where samples are taken, when they are taken. Data derived through sampling and sub- sequent laboratory testing are extrapolated by geo- technical engineers who then render an opinion about overall subsurface conditions, their likely reaction to proposed construction activity, and appropriate founda- tion design. Even under optimal circumstances actual conditions may differ from those inferred to exist, because no geotechnical engineer, no matter how qualified, and no subsurface exploration program, no matter how comprehensive, can reveal what is hidden by earth, rock and time. The actual interface between mate- rials may be far more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their impact. For this reason, most experienced owners retain their geotecfinical consultants through the construction stage, to iden- tify variances, conduct additional tests which may be needed, and to recommend solutions to problems encountered on site. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be modified by constantly - changing natural forces. Because a geotechnical engi- neering report is based on conditions which existed at the time of subsurface exploration, construction decisions should not be based on a geotechnical engineering report whose adequacy may have been affected by time. Speak with the geo- technical consultant to learn if additional tests are advisable before construction starts. Construction operations at or adjacent to the site and natural events such as floods, earthquakes or ground- water fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Geotechnical engineers' reports are prepared to meet the specific needs of specific individuals. A report pre- pared for a consulting civil engineer may not be ade- quate for a construction contractor, or even some other consulting civil engineer. Unless indicated otherwise, this report was prepared expressly for the client involved and expressly for purposes indicated by the client. Use by any other persons for any purpose, or by the client fora different purpose, may result in problems. No indi- vidual other than the client should apply this report for its intended purpose without first conferring with the geotechnical engineer. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. A GEOTECHNICAL ENGINEERING REPORT IS SUBJECT TO MISINTERPRETATION Costly problems can occur when other design profes- sionals develop their plans based on misinterpretations of a geotechnical engineering report. 'lb help avoid these problems, the geotechnical engineer should be retained to work with other appropriate design profes- sionals to explain relevant geotechnical findings and to review the adequacy of their plans and specifications relative to geotechnical issues. BORING LOGS SHOULD NOT BE SEPARATED FROM THE ENGINEERING REPORT Final boring logs are developed by geotechnical engi- neers based upon their interpretation of field logs (assembled by site personnel) and laboratory evaluation of field samples. Only final boring logs customarily are included in geotechnical engineering reports. These logs should not under any circumstances be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. Although photographic reproduction eliminates this problem, it does nothing to minimize the possibility of contractors misinterpreting the logs during bid prepara- tion. When this occurs, delays, disputes and unantici- pated costs are the all- too - frequent result. To minimize the likelihood of boring log misinterpreta- tion, give contractors ready access to the complete geotechnical engineering report prepared or authorized for their use. Those who do not provide such access may proceed un- der the mistaken impression that simply disclaiming re- sponsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps pre- vent costly construction problems and the adversarial attitudes which aggravate them to disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY Because geotechnical engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against geotechnical consultants. lb help prevent this problem, geotechnical engineers have developed model dauses for use in writ- ten transmittals. These are not exculpatory dauses designed to foist geotechnical engineers' liabilities onto someone else. Rather, they are definitive dauses which identify where geotechnical engineers' responsibilities begin and end. Their use helps all parties involved rec- ognize their individual responsibilities and take appro- priate action. Some of these definitive dauses are likely to appear in your geotechnical engineering report, and you are encouraged to read them dosely. Your geo- technical engineer will be pleased to give full and frank answers to your questions. OTHER STEPS YOU CAN TAKE TO REDUCE RISK Your consulting geotechnical engineer will be pleased to discuss other techniques which can be employed to mit- igate risk. In addition, ASFE has developed a variety of materials which may be beneficial. Contact ASFE for a complimentary copy of its publications directory. ASFE Published by THE ASSOCIATION OF ENGINEERING FIRMS PRACTICING IN THE GEOSCIENCES 8811 Colesville Road /Suite G 106 /Silver Spring, Maryland 20910/(301) 565-2733 0788/3M %a3tiLelr7 *.fit • Earth Consultants, Inc. ( (n1(Y I wets. <evluy.;ititti v l II\irinuu('nfll ti( i( 1Iititti (i)lltill'(lt ti( lll tcsting&t(:1i) \ \'. \I'. )IIr.IXY1(111 -(i° \'I(r'S February 20, 2003 E- 2579 -44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Ralph Hagler Dear Mr. Hagler: Earth Consultants, Inc. (ECI) is pleased to submit our report titled "Geotechnical Engineering Study, Proposed INS Seattle District Office, 12500 Tukwila International Boulevard, Tukwila, Washington." This report presents the results of our field explora- tion, selective laboratory tests, and engineering analyses. In our opinion, the development is feasible from a geotechnical standpoint. The primary geotechnical considerations are related to foundation support, temporary slope construction, fill placement and compaction, and construction of the site retaining walls. Within the vicinity of the proposed building structure, loose to medium dense silty sand and silt fill underlain by medium dense to very dense sand and silty sand soils were encountered. In our opinion the proposed building should be supported on pile foundations. Bearing soils suitable for support of pile foundations were encountered at depths of approximately 25 to 45 feet below the proposed finish floor elevation of the building. Slab -on -grade construction can be considered for the lower parking level, provided the slab is supported on at least one foot of structural fill. In our opinion the proposed garage structure planned for the north end of the site can be supported on a combination of pile foundations and conventional footings. The pile foundations will be necessary throughout the easterly portions of the building footprint. The subgrade soils exposed along the cuts throughout the westerly portions of the building footprint should provide suitable support for conventional footings. Recommendations for pile foundations, conventional footings, site preparation, and other pertinent geotechnical recommendations are presented in this geotechnical study. 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 To Free (888) 739 -6670 I.St 1l)Iisl 1975 ea; .Mb '� ,:,;5: " �Nilt41ii�k:t5%Ax6fra_.J,•,..�. Sabey Corporation February 20, 2003 We appreciate the opportunity to provide geotechnical services during this initial phase of project development, and we look forward to working with you in the future phases. Should you or your consultants have questions about the content of this report, or if we can be of further assistance, please call. Sincerely, EARTH CONSULTANTS, INC. Raymond A. Coglas, P.E. Project Manager RAC /csm Earth Consultants, Inc. E- 2579 -44 Page 2 TABLE OF CONTENTS E- 2579 -44 PAGE INTRODUCTION 1 General 1 Project Description 1 SITE CONDITIONS 3 Surface 3 Subsurface 4 Groundwater 5 Laboratory Testing 5 DISCUSSION AND RECOMMENDATIONS 6 General 6 Slope Stability 8 Site Preparation and General Earthwork 10 Slope Fill Placement 11 Structural Fill 11 Foundations 12 Office Building Structure 12 Garage Structure 15 Permanent Retaining and Foundation Walls 16 Seismic Design Considerations 17 Slab -on -Grade Floors 18 Site Drainage 19 Modular Block Walls 20 Excavations and Slopes 20 Rockeries 21 Utility Trench Backfill 21 Pavement Areas 22 LIMITATIONS 23 Additional Services 23 Earth Consultants, Inc. 1 ILLUSTRATIONS Plate 1 Plate 2 Plate 3 Plate 4 Plate 5 Plate 6 Plate 7 Plate 8 Plate 9 Plate 10 Plate 11 Plate 12 Plate 13 Plate 14 Plate 15 Plate 16 Plate 17 APPENDICES Appendix A Appendix B TABLE OF CONTENTS E- 2579 -44 Vicinity Map Boring and Test Pit Location Plan (Office) Boring and Test Pit Location Plan (Garage) Cross Section A -A' Cross Section B -B' Cross Section C -C' Cross Section D -D' Cross Section E -E' Cross Section F -F' Cross Section G -G' Cross Section H -H' Slope Fill Placement Earth Pressure — Foundation Walls Foundation Wall Drainage and Backfill Retaining Wall Drainage and Backfill Typical Footing Subdrain Typical Utility Trench Fill Plate Al Legend Plates A2 through A103 Boring and Test Pit Logs Plates B1 through B4 Grain Size Analyses Plates B5 and B6 Atterberg Test Limits Data Field Exploration Laboratory Testing Results Earth Consultants, Inc. General This report presents the results of the Geotechnical Engineering Study completed by Earth Consultants, Inc. (ECI) for the proposed INS Seattle District Office and associated site development to be located along Tukwila International Boulevard in Tukwila, Washington. 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 provide geotechnical recommendations for the proposed site development. Our services included subsurface exploration, laboratory testing, engineering analysis, and preparation of this report with geotechnical recommendations for the proposed site development. Project Description GEOTECHNICAL ENGINEERING STUDY PROPOSED INS SEATTLE DISTRICT OFFICE TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON E- 2579 -44 INTRODUCTION A schematic representation of the overall site development, proposed building location, and our exploratory locations are approximately as shown on the Boring and Test Pit Location Plans (Plate 2 and Plate 3). The proposed building will consist of four levels of office space with three below grade parking levels. The approximate area of the building footprint is 135,000 square feet. The finish floor elevation of the lowest garage level will be approximately elevation 94 feet. The first floor office level will have a finish floor elevation of approximately elevation 124 feet. The building construction will be Type 1 (concrete). We estimate the column loads will be in the range of 800 to 1200 kips. Slab -on -grade loading will be relatively light, and will be on the order of 150 pounds per square foot (psf). The building excavation will require cuts on the order of twenty (20) to thirty -five (35) feet below the existing site grades. Due to the planned sixty -five (65) to seventy (70) foot offset of the building site from Tukwila International Boulevard, we anticipate there will be sufficient room to complete the building excavation using temporary slopes. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Cross Sections A -A' through E -E' presented on Plates 4 through 8 illustrate the approximate existing and proposed grades through the office building site. As part of the site development, a series of retaining walls will be constructed throughout the site to support the structural fill areas proposed throughout the landscaping and pavement areas of the site. Conventional cast -in -place and mechanically stabilized earth (MSE) walls are being considered for support of the fills. The wall heights will vary, and will be on the order of ten (10) to twenty -six (26) feet high at some locations. The fill areas will be primarily located to the north, south, and east of the proposed office building. Due to the undulating topography, the fill depths will vary, and in some areas will be on the order of twenty (20) to thirty (30) feet. To the north of the proposed office building site, construction of a garage structure and parking lot are planned. The approximate footprint of the parking garage structure is illustrated on Plate 3. The garage will be a two -story structure with one below grade level that will daylight to the east. The finish floor elevation of the garage will vary from approximately elevation 66 feet at the north end of the structure to approximately elevation 82 feet at the south end. The building construction will consist of reinforced concrete with an upper post- tensioned slab and a lower slab -on- grade. We estimate column loads for the garage will be on the order of 150 to 250 kips. Due to the sloping topography throughout the easterly portions of the garage footprint, the placement of fills will be required to establish the finish floor elevation. Pile foundations will be utilized for support of the garage structure where fill placement along the existing slope will be necessary. Based on the proposed cuts that will be necessary along the westerly portions of the garage structure, we anticipate competent native soils suitable for support of conventional foundations will be exposed at the subgrade elevation along the majority of the west footing line. At the north end of the garage structure, construction of a storm water detention vault below the floor slab is being considered. The detention vault foundation will be located fifteen (15) to twenty (20) feet below the garage finish floor elevation. Based on the planned excavation depths for the garage structure and detention vault, an open cut excavation should be feasible. Earth Consultants, Inc. E- 2579 -44 Page 2 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Surface SITE CONDITIONS Earth Consultants, Inc. E- 2579 -44 Page 3 We understand a water quality storm water detention pond will be established to the east of the proposed office building development. The Boring and Test Pit Location Plan (Plate 2) illustrates the approximate location and configuration of the proposed pond. The pond construction will require a series of cuts and fills. The proposed cuts will be on the order of six feet below the existing ground surface elevation. The required fills to establish the perimeter berms at some locations will be on the order of six to eight feet. If any of the above design criteria are incorrect or change, we should be consulted to review the recommendations contained in this report. In any case, ECI should be retained to perform a general review of the final design. The approximate existing topography in the vicinity of the proposed building site and adjacent site development areas is represented on the Boring and Test Pit Location Plans (Plate 2 and Plate 3). The upper west portions of the building site consist primarily of gravel roadways and temporary construction parking areas. Throughout the proposed office building site the topography slopes downward to the east, and is interrupted by a relatively flat bench area along the east side of the building footprint. The sloped areas of the site are generally inclined at grades of approximately 40 percent to 60 percent. The height of the existing slopes throughout the proposed building site are in the range of approximately 20 feet to 40 feet. In the vicinity of the proposed garage structure, the surface conditions are generally similar to the office building site. Gravel surfaced construction roadways and a relatively level bench area are located throughout the southerly half of the site. The surface topography slopes downward to the east at grades of approximately 40 percent to 70 percent in some areas. At the time our subsurface explorations were performed (July 2000, March 2001, December 2002, and January 2003), the existing slopes located throughout the development areas of the site were observed for signs of instability and severe erosion. Based on our observations of the existing slopes, there appears to be no indications of instability. Slide scarps, tension cracks, or areas of severe erosion were not observed. During ECI's involvement at the site over the past two to three years, we have not observed signs of slope instability throughout the proposed development areas of the site. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 4 Subsurface z The subsurface conditions at the site were explored by drilling a series of borings and 6 excavating a series of test pits at the approximate locations shown on Plates 2 and 3. 6 Please refer to the boring and test pit logs, Plates A2 through A103 for a more detailed o o description of the conditions encountered at each location explored. A description of the LLI field exploration methods is included in Appendix A. The following is a generalized N description of the subsurface conditions encountered in the vicinity of the proposed office w 0 building structure. �Q Loose to medium dense silty sand and silt fill soils were observed to depths of twenty (20) to forty -five (45) feet below existing grade within the approximate footprint of the I _ building. The majority of the existing fill will be removed as part of the excavation for the Z building structure. Cross Sections A -A' through E -E' (Plates 4 through 8) depict the w o Lu approximate extent of the existing fill zones. It appears the existing fill may have originated from previous grading of Highway 99, and was used to fill and level the 8 N original undulating topography. o I- w w u i Underlying the existing fill soils, medium dense to very dense silty sand and poorly graded sand with silt soils were encountered. Based on geologic mapping of the area, the sand w z deposits are likely associated with Advance Outwash (Qva) or possibly Ice Contact (Qv1) deposits. Recently performed deep borings suggest that the sand deposits are p ♦- consistently dense below approximately Elevation 60 throughout the northern half of the z building site, and approximately Elevation 50 to 60 feet throughout the southern half of the building site. The dense sand deposits are suitable for support of pile foundations. In the vicinity of the proposed garage structure at the northerly end of the site, silty sand and silt soils were encountered to varying depths below the existing grade. The deepest fill was encountered in the vicinity of Test Pit TP -103. The deep fill deposit appears to be localized and associated with an old ravine area. Underlying the fill, dense deposits of silt and silty sand were primarily encountered. Cross Sections F -F', G -G', and H -H' (Plates 9 through 11) depict the garage structure site and underlying subsurface conditions. Earth Consultants, Inc. c: �.RA: 91�: Ys22ii•:kii »7:i. v ..y;:5r �',Sa:,i�i:r�: ?d'•,l`S r�t�s'i;3.�i:iwiilf 9tic.11+1�+d+:ih',"Seiwti GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Groundwater Z Groundwater seepage was encountered at the majority of the exploration sites. The re w Y p �� groundwater seepage level was typically observed at the contact between the fill and 6 native soils. However, groundwater seepage was also observed within the fill deposits o o and at lower levels within the native deposits. The presence of groundwater seepage w should be expected in the proposed building excavations. We do not anticipate -I 1- groundwater seepage will adversely impact the excavation for the proposed office w w 0 building structure, which will primarily be conducted within the existing fill deposits. However, measures to intercept groundwater seepage around the perimeter of the § building excavation during construction will likely be necessary. Groundwater seepage ci d should also be expected in the excavation for the garage structure. During construction, w groundwater seepage should be collected and discharged into temporary interceptor trenches, and directed to an appropriate discharge location. z o LL' Lu Due to the proposed foundation wall construction for the office building and garage structures, the use of foundation wall drains and free draining backfill should be o CP- considered. The use of a geocomposite sheet drain for collecting groundwater seepage w w along the foundation walls can also be considered. Permanent drainage around the building structures is discussed in the Permanent Retaining and Foundation Wa //s and Site o Drainage sections of this report. v cn -_ E- Groundwater seepage levels and the rate of seepage are not static, and fluctuations in 0 the level and rates can be expected depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, the level and rate of seepage is higher in the wetter winter months (typically October through May). Laboratory Testing Laboratory tests were conducted on several representative soil samples to verify or modify the field soil classification and to evaluate the general physical properties and engineering characteristics of the soil encountered. Moisture content tests were performed on selected samples. The results of laboratory tests performed on specific samples are provided in Appendix B, or at the appropriate sample depth on the boring and test pit logs. 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. ECI cannot be responsible for the interpretation of these data by others. Earth Consultants, Inc. E- 2579 -44 Page 5 ■ GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E- 2579 -44 Page 6 In accordance with our Standard Fee Schedule and General Conditions, the soil samples Z for this project will be discarded after a period of fifteen (15) days following completion w of this report unless we are otherwise directed in writing. cc g DISCUSSION AND RECOMMENDATIONS ° 0 co ° u) I/1 ILI General � LL 0 Based on the results of our study, it is our opinion the proposed site development is 2 feasible from a geotechnical perspective, provided the recommendations contained in this g report are incorporated into the final design. The primary geotechnical considerations for cn a the project are related to foundation support, temporary slope construction, fill placement F-1 -1 and compaction, and construction of the site retaining walls. In our opinion, the z proposed office building structure can be supported on piling or drilled pier foundations z o bearing in the dense to very dense sand and silty sand soils encountered at depths of g 0 uj approximately 25 to 45 feet below the proposed finish floor elevation of the office ° building (Elevation 94 feet). In our opinion, the building slab -on -grade can be supported a o minimum of one foot of structural fill. = W I— LL- O In our opinion, the proposed garage structure located to the north of the office building can be supported on a combination of conventional footings and pile foundations. Due to 0 co the sloping topography throughout the easterly portions of the garage structure footprint, o - the use of pile foundations is being considered. Based on the proposed cuts that will be Z necessary to establish the subgrade elevation along the west side of the garage structure, competent native soil should encountered along the majority of the west footing line. The exception would be in the vicinity of Test Pit TP -103, where a deep deposit of fill was encountered. Overexcavation and replacement, or the use of pile foundations may be necessary in this area. We understand the proposed detention vault structure will be located below the garage slab at the north end of the structure. The detention vault foundation will be located approximately 15 to 20 feet below the garage slab elevation. The detention vault structure will likely be supported on a combination of conventional footings and pile foundations, and will effectively serve as the foundation for the garage structure at the northerly end of the building. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 In our opinion, the excavation for the proposed office building can be accomplished using an open cut with temporary slopes. The maximum excavation depth below existing site grades will be approximately 35 feet. The building site is setback approximately 65 to 70 feet from the west property line. Based on the planned excavation depths and building setback from the property line, it is our opinion construction of stable temporary slopes is feasible. Recommendations for temporary slope construction are presented in the Excavations and Slopes section of this report. The planned site development areas located primarily to the south and east of the proposed building structure will require structural fill placement and the construction of retaining walls. The walls will be up to approximately 25 feet in height, and will likely consist of cast -in -place (CIP) walls, and mechanically stabilized earth (MSE) and modular block walls. Successful placement of the fills will require that the fills be keyed -in to the existing slope surfaces. Fill placement and compaction requirements are discussed in the Site Preparation and General Earthwork section of this report. In our opinion, construction of the proposed water quality pond is feasible from a geotechnical standpoint. In our opinion, construction of the compacted berms and establishment of a soil pond liner should conform to the King County Surface Water Design Manual requirements. These requirements are provided in Chapters 5 and 6 of the 1998 Surface Water Design Manual. This report has been prepared for the exclusive use of Sabey Corporation and their representatives. The report was prepared for specific application to this project only and 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 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. Earth Consultants, Inc. E- 2579 -44 Page 7 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Slope Stability A slope stability analysis was performed for the purpose of assessing the stability of the temporary slopes for the building excavation. Additional stability analyses were also performed to assess the post- construction stability of the proposed fill areas where retaining wall construction is planned. The existing stability of the site was also assessed as part of our stability analysis. Based on our subsurface investigation, field observations, and numerical analysis, it is our opinion the existing slopes are stable in their present condition. During our field explorations, the existing slopes were observed for signs of instability. At the time of our field explorations, there were no signs of slope instability or areas of severe erosion observed during the summer and fall of 2000, during the winter of 2001, and recently during the 2002 — 2003 winter season. The computer program PCSTABL 6 was used to model the proposed excavations and fill areas for the construction and post- construction conditions. Cross - Sections A -A', B -B', and D -D' (Plates 4, 5, and 7) illustrate the approximate existing site topography, building and fill locations, and critical failure plane produced from the global stability analysis. Subsurface data interpreted from the field exploration has also been included on the cross sections. Soil strength parameters for the stability analyses were selected based on correlation with penetration resistance values, laboratory test results, and our past experience with similar soil conditions. For long -term post- construction seismic analysis, we included a lateral seismic coefficient of 0.20 to model the effects of a strong motion earthquake. Earth Consultants, Inc. E- 2579 -44 Page 8 Section Temporary - Construction B -B' Static Seismic 1.4 N/A Section Post - Construction D -D' Static Seismic 1.5 1.1 Section Post - Construction A -A' Static Seismic 1.8 1.2 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Stability Analysis Earth Consultants, Inc. E- 2579 -44 Page 9 The results of our slope stability analysis addressing global stability indicate the following minimum factors -of- safety: The stability analysis indicates factors -of- safety of 1.4 for the construction condition, and at least 1.5 for the static post- construction conditions. For the seismic condition using a lateral seismic coefficient of 0.20, the stability analysis indicates a factor -of- safety of at least 1.1. In our opinion, the factors -of- safety derived from the global stability analysis are acceptable. The critical failure surfaces are illustrated on the slope cross sections (Plates 4, 5, and 7). Provided the recommendations of this report are followed, it is our opinion that the risk of damage to the proposed development, or to adjacent properties, from soil instability will be minimal. It is our opinion the proposed construction will not significantly increase the potential for soil movement. This estimate of minimal risk for significant damage does not include unforeseeable or changed conditions. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 10 Site Preparation and General Earthwork The proposed development areas of the site should be stripped and cleared of surface vegetation and other deleterious materials. In our opinion, where the deeper fills to the south of the proposed office building structure are planned, stripping of topsoil will not be necessary, provided the fills are adequately keyed -in to the existing slope surface. Existing utility pipes that are abandoned should be plugged or removed. The temporary slope excavations for the building sites should be covered with plastic sheeting to protect them from erosion. Recommendations for temporary slope inclinations are presented in the Excavations and Slopes section of this report. The ground surface where structural fill or foundations are to be placed should be observed by a representative of ECI. Based on the planned excavation depths for the proposed office building, the existing loose to medium dense silty sand and silt fill soils will likely be encountered at the planned building pad elevation. Due to the relatively high fines content of the fill soils, moisture sensitivity of the soils will be moderate to high. Subgrade areas that are exposed to extended periods of precipitation will likely become unstable. If the subgrade becomes saturated and unstable, overexcavation of the unstable soil and replacement with structural fill or crushed rock may be necessary. At the location of proposed garage structure, native silty sand and silt will likely be encountered in the cuts. In the vicinity of Test Pit TP -103, existing fill soils will likely be encountered in the cuts. The native soils are also moisture sensitive, and will become unstable when exposed to excessive moisture. Earth Consultants, Inc. ' viiivrif.: ut✓ ., �6 :':�i1lDw�ti'35i�J«��'d'uat,.e GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Slope Fill Placement Structural Fill E- 2579 -44 Page 11 The site work necessary to establish finish grades around the buildings will require a series of cuts and fills. At some locations, the proposed fills will be placed on the existing slopes. Fills placed on the existing slopes will need to be keyed -in to the slope face using a series of bench excavations. Guidelines for slope fill placement are presented on Plate 12. Prior to placing the fill, the slopes should be stripped of surface vegetation and topsoil. As illustrated on Plate 12, a structural fill keyway should be established at the toe of the slope fill, where applicable. Throughout much of the site, the fills placed on the existing slopes will ultimately be supported by permanent retaining structures. Subsurface drainage should be established at the interface between the existing slope face and the new fill where groundwater seeps are present. During dry weather, the native silty sand with gravel soils and the existing fill soils can be considered for use as structural fill outside the building foundation areas. The soil should be at or near its optimum moisture content at the time of placement. At the time of our explorations, the dense to very dense silty sand with gravel soils were at or near their optimum moisture content. Successful use of the native silt and existing fill soils will depend on the ability of the contractor to aerate and moisture condition the soils, if necessary. Due to the moisture sensitive nature of the existing fill and native soils, a late spring or summer grading schedule should be considered. Success of compacting the fine grained silt soils may be improved by the use of a sheepsfoot roller. ECI will work with the contractor to assess the suitability of the on -site soils for use as structural fill. Fill for use during wet weather should consist of a fairly well graded granular material having a maximum size of four inches and no more than 5 percent fines passing the No. 200 sieve based on the minus 3/4 -inch fraction. Earth Consultants, Inc. Diameter (inches) Compression (tons) Uplift (tons) * Lateral — Free Head (tons) 0.5" 1.0" 18 62 24 4 9 24 105 31 7 14 30 160 45 10 20 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 12 Structural fill is defined as compacted fill placed under foundations, roadways, slabs, pavements, or other load- bearing areas. Structural fill placed under the footings for the garage structure, or other structures that will not be pile supported, should consist of crushed rock. Structural fill placed under slab -on -grade areas or non -load bearing areas should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum of 90 percent of its laboratory maximum dry density. The maximum dry density should be determined in accordance with ASTM Test Designation D -1557 (Modified Proctor). The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. Foundations In our opinion, the proposed office building structure should be supported on piling or large diameter piers. The proposed garage structure can be supported on a combination of conventional foundations and piling. Specific foundation recommendations for each structure are described below. Office Building Structure For purposes of this report, we have considered augercast piles and large diameter pier foundations. The following tables provide allowable capacities for augercast piles and large diameter piers. Augercast Piles * Allowable Uplift Capacity Does Not Include Weight Of The Pile Earth Consultants, Inc. r GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 The piles should be spaced with a center to center distance of at least three diameters. For short -term wind and dynamic loading, a one -third increase in the above allowable capacities can be assumed. The augercast piles should be embedded at least ten feet into the dense to very dense silty sand and sand bearing strata. Due to the variation in the bearing strata elevation, variable pile lengths will be necessary to achieve the minimum embedment into the bearing strata. Based on the proposed finish floor elevation of approximately elevation 94 feet, we estimate the augercast piles will range between thirty (30) feet and fifty (50) feet in length. The installation of the augercast piles should be observed by an ECI representative on a full -time basis. The piles should be installed by a contractor with experience in the successful installation of augercast piles. The piles should be installed with continuous - flight hollow stem auger equipment specifically designed for the installation of auger placed grout- injected piles. The grout injection point should be at the tip of the auger bit, below the cutting teeth. The contractor should provide sufficient auger length to extend the piles an additional ten feet beyond the anticipated pile depth, if necessary. The installation should be sequenced such that piles are not drilled within ten feet of uncured piles. Each pile should be drilled and completely filled with grout in an uninterrupted operation. The grout should be placed under a minimum pressure of two hundred (200) pounds per square inch (psi) in order to ensure adequate bonding with the bearing soils. The grout pump should have an easily visible grout pressure gauge to verify adequate pressure is being obtained and a counter to allow calculation of the volume of grout pumped for each pile. The auger hoisting equipment should be capable of withdrawing the auger smoothly and at a constant rate without jumps or stops. A positive grout head of at least ten feet should be maintained at all times to prevent caving and the formation of voids. The contractor can accomplish this by slow withdrawal of the auger such that a column of grout extends at least ten feet above the auger tip. The contractor's equipment and pile installation procedures should be reviewed prior to the start of construction. The pile installation should be observed by the geotechnical engineer. The monitoring should include collecting and interpreting the installation data and verify bearing stratum elevations. Earth Consultants, Inc. .:r E- 2579 -44 Page 13 Diameter (inches) Compression (tons) * Uplift (tons)** Lateral — Free Head (tons) 0.5" 1.0" 36 200 30 13 26 48 350 40 21 42 60 525 50 30 60 72 750 60 43 86 GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E- 2579 -44 Page 14 Higher capacities can be achieved by the use of large diameter drilled piers. The following table provides recommended allowable capacities for large diameter piers. Large Diameter Piers * Weight of pier has been subtracted from the calculated ultimate capacity ** Uplift Capacity Does Not Include Weight Of The Pier The piers should be spaced with a center to center distance of at least three diameters. For short -term wind and dynamic loading, a one -third increase in the above allowable capacities can be assumed. The drilled pier foundations should be embedded at least fifteen (15) feet into the dense to very dense silty sand and sand bearing strata. We estimate the piers will be on the order of thirty -five (35) to fifty -five (55) feet in length, based on a finish floor elevation of approximately 94 feet. Due to the likelihood that loose soils will be encountered throughout the upper regions of the drilled pier excavations, casing of the excavations should be anticipated. The piers should be installed by a contractor with proven experience and success in the construction of large diameter pier foundations. In our opinion, at least two piers should be load tested to 200 percent of the design compression load. The standard procedure for static load testing is detailed in ASTM D 1143. The purpose of the load testing is to confirm that the design allowable load has a factor -of- safety of at least 2.0, and that settlements are within tolerable limits. Alternatives to the static load testing procedure outlined in ASTM D 1143 are available, and can be explored further once a piling or pier system has been selected. These alternatives include dynamic testing of the pile or pier, and eliminates the need for large reaction piles and load frames. ECI can prepare recommendations and guidelines for a load testing program once a pile or pier system has been selected. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Garage Structure E- 2579 -44 Page 15 Due to the sloping topography within the footprint of the proposed garage structure, a combination of conventional foundations and augercast pile foundations is being considered. The augercast pile foundations will be utilized primarily along the east side of the garage structure. The allowable augercast pile capacities provided above can be considered for the garage structure pile foundations. We estimate the length of the augercast piles below the existing ground surface elevation will range between twenty (20) and twenty -five (25) feet. As previously discussed, the installation of the augercast piles will need to be observed by the geotechnical engineer to confirm that adequate embedment into the bearing strata is achieved. Conventional foundations will likely be utilized along the west side of the garage structure where cuts will be necessary to establish the foundation subgrade elevation. For foundations bearing on the medium dense to dense silty sand and silt native soils, an allowable soil bearing capacity of five thousand (5,000) pounds per square foot (psf) can be considered for design of the foundations. An ECI representative should observe the foundation soil to verify that the dense to very dense native soils are exposed at the footing elevation. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty -four (24) inches, respectively. Loading of this magnitude would be provided with a theoretical factor -of- safety in excess of three against actual shear failure, provided the foundations are placed on the dense to very dense native soils. A one -third increase in the above allowable soil bearing capacity can be assumed for short -term wind and seismic loading conditions. If loose or unstable soil conditions are encountered at the footing subgrade elevation, the soil should be overexcavated to a depth at which the dense to very dense native soils are encountered. The width of the overexcavation should extend a minimum of eighteen (18) inches beyond the edges of the foundation. Additional overexcavation beyond the edges of the footing may be necessary, and should be assessed by ECI during construction. Overexcavated foundation soil should be replaced with crushed rock. As an alternative, the overexcavated soil can be replaced with one and one half sack lean mix. Provided the foundations are installed in accordance with the recommendations contained in this report, we estimate total settlements of approximately one inch and differential settlement of approximately one half inch. Most of the anticipated settlements should occur during construction as dead loads are applied. Earth Consultants, Inc. 4 M : , 1 u: , i GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Earth Consultants, Inc. E- 2579 -44 Page 16 Lateral loads can be resisted by friction between the base and sides of the foundations and grade beams, and by passive soil pressure acting on the face of the buried portion of z the foundations and grade beams. Resistance to lateral loads from passive earth cc w pressures can be calculated using an equivalent fluid pressure of three hundred fifty (350) 6 o pcf. To achieve adequate passive resistance, the foundations must be backfilled with co o structural fill. As an alternative, the foundations can be poured neat against the w i undisturbed native soil. For frictional capacity, a coefficient of 0.35 may be used for u_ foundations bearing on competent native soils or granular structural fill. In our opinion, w 0 friction along the base of pile supported grade beams should be neglected, although g friction can be considered along the sides of grade beams. These lateral resistance values u. are allowable values; a factor -of- safety of 1.5 has been included. = d F- 1 . 1 - 1 Z1._ Footing excavations should be observed by a representative of ECI. ~ 1—O z� ILI Permanent Foundation and Retaining Walls w U � ON Foundation and retaining walls should be designed to resist lateral earth pressures from o. F- the retained soils, and any surcharge loading. The foundation walls for the office building 0 and garage structure will be restrained from movement by the floor diaphragms. The o below grade foundation walls can be designed using a maximum earth pressure z equivalent to 25H psf, where "H" equals the height of the excavation. The o recommended distribution of the earth pressure is illustrated on Plate 13. The earth z pressure value calculated as described above does not include surcharge loading due to traffic, adjacent foundations, construction loads, or any other loadings. If surcharges are to apply, they should be added to the above design lateral pressures. For passenger vehicle traffic surcharge loading, a uniform pressure of seventy (70) psf applied in a rectangular distribution should be applied to the walls, where applicable. ECI should assess surcharge loading from heavy truck traffic, if applicable. For earthquake loading, the lateral thrust can be approximated by a rectangular pressure distribution equal to six times the wall height (6H) in units of psf. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 17 For conventional cantilever retaining walls designed to yield a minimum of 0.002 times the height of the wall, lateral earth pressures can be calculated using an equivalent fluid with a unit weight of thirty -five (35) pcf. For non - yielding walls, the equivalent fluid pressure should be increased to fifty (50) pcf. The above lateral earth pressure values assume the walls will be backfilled with free draining material. Surcharge loading of the walls should be added, where applicable. ECI can provide recommendations for surcharge loading from backfill slopes or adjacent foundation loading, if necessary. As stated above, a surcharge of seventy (70) psf applied in a rectangular .distribution along the height of the wall can be used for passenger vehicle traffic surcharge loading. The walls should be provided with a perforated drain pipe and backfilled with a free - draining material. Typical wall backfill and drainage details for foundation walls and conventional cast -in -place retaining walls are presented on Plates 14 and 15, respectively. The walls should be backfilled with a free draining backfill. The free - draining backfill should extend at least eighteen (18) inches behind the wall. Use of a sheet drain such as Mira -Drain 6000 or equivalent can also be considered. The remainder of the backfill should consist of structural fill. Seismic Design Considerations The Puget Sound region is classified as Zone 3 by the Uniform Building Code (UBC). The largest earthquakes in the Puget Sound region have been subcrustal (intraplate) events, ranging in depth from fifty (50) to seventy (70) kilometers. Such deep events have exhibited no surface faulting. Weaver and Shedlock (1989) researched the probable or known source areas for the crustal, intraplate, and subduction zone earthquakes in the Washington and Oregon area. Crustal and intraplate earthquakes are the only events in Washington and Oregon in which there is a historical record. Shallow crustal earthquakes occur within the North American Plate, and typically do not exceed focal depths of approximately 20 kilometers. Intraplate earthquakes occur in the subducting Juan de Fuca plate, and typically occur below depths of forty (40) kilometers. The recent February 28, 2001 earthquake that was focused just north of Olympia, Washington was an intraplate earthquake, and had a magnitude of ML = 6.8. The subduction zone earthquake, in which there is no historical record in the Washington and Oregon area, would have its source along the interface between the North American Plate and the subducting Juan de Fuca Plate. Magnitude 8 + earthquakes are thought to be possible along this interface, and would occur at depths of approximately 50 to 60 kilometers (Weaver and Shedlock, 1989). Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 The UBC Earthquake regulations have established a series of soil profile types that are z used as a basis for seismic design of structures. Based on the encountered soil z conditions, it is our opinion that soil type So from Table 16 -J of the 1997 UBC should be et used for design. -J o u)U Liquefaction is a phenomenon in which soils lose all shear strength for short periods of w _ time during an earthquake. The effects of liquefaction may be large total and /or u) differential settlement for structures with foundations founded in the liquefying soils. w o Groundshaking of sufficient duration results in the loss of grain -to -grain contact and rapid 5 increase in pore water pressure, causing the soil to behave as a fluid for short periods of u.. time. = 0 z To have potential for liquefaction, a soil must be cohesionless with a grain size H tr-o distribution of a specified range (generally sands and silt); it must be loose to medium- w w dense; it must be below the groundwater table; and it must be subject to sufficient 2 o magnitude and duration of groundshaking. 0 (I) Based on the soil and groundwater conditions observed at the site, it is our opinion that s w U the site has a low susceptibility to liquefaction. The generally medium dense to very o dense condition of the underlying native soil is the primary basis for this conclusion. In El z our opinion, the existing silty sand and silt fill soils also have a low susceptibility to U i l liquefaction. o z Slab -on -Grade Floors Construction of a slab -on -grade floor is planned for the proposed office building structure. We understand that either a slab -on -grade or structural slab will be utilized for the garage structure. Based on the proposed finish floor elevation of approximately 94 feet, the existing silty sand and silt fill soils will likely be exposed at the subgrade elevation throughout the majority of the office building site. In our opinion, the slab -on -grade floor should be supported on at least one foot of granular structural fill. Loose or unstable subgrade soils should be stabilized prior to placing the structural fill. Overexcavation and the use of a geotextile and crushed rock can be considered for stabilizing the subgrade soils, if necessary. A four -inch capillary break consisting of a free draining poorly graded sand or gravel with less than 4 percent fines (percent passing the No. 200 sieve, based on the minus 3/4 -inch fraction) should be placed below the slab. In areas where slab moisture is undesirable, a vapor barrier such as a 6 -mil plastic membrane can be placed over the capillary break material. If desired, two inches of damp sand can be placed over the plastic membrane to help protect the membrane and to aid in curing of the slab. Earth Consultants, Inc, E- 2579 -44 Page 18 U ,roe :: VRi9. t9% kC$ ii' Gd' n1. tVLl :Y1+�.7am'6t!'.iti�LYae4eemrt . - -- �. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Site Drainage E- 2579 -44 Page 19 Finish grades around the buildings must be sloped such that surface water is directed away from the buildings. During construction, surface water runoff must not be allowed to stand in construction areas. Interceptor trenches should be provided along the perimeter of the excavation to intercept groundwater seepage before it enters the construction area, where necessary. Loose surfaces should be sealed by compacting the surface to reduce the potential for moisture infiltration into the soils. The presence of groundwater seepage should be expected in the proposed office building and garage structure excavations. An ECI representative should be on -site during the excavation phase of construction to assess groundwater conditions. If excessive groundwater conditions are encountered, the use of sumps may be necessary to collect and discharge groundwater seepage from the excavations. Groundwater seepage present along temporary slopes may cause piping and erosion of the slopes. Rock ballast can be placed in these areas to control piping and slope erosion, if necessary. The proposed perimeter foundation wall drains will help intercept groundwater around the proposed structures. We do not anticipate additional subdrains below the building slabs will be necessary to control groundwater seepage around the buildings. The need for subdrains below the building slabs, however, will be assessed at the time of construction. As previously discussed, Plate 14 illustrates a typical foundation wall drainage detail. For conventional shallow footings, a typical foundation drain detail is illustrated on Plate 16. Under no circumstances should roof downspout drain lines be connected to the footing or foundation wall drain systems. All roof downspouts must be separately tightlined to the site storm water system. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E- 2579 -44 Page 20 Modular Block Walls z a J.-z A series of mechanically stabilized earth (MSE) modular block walls will be used to cc II support the proposed fills that will be located primarily to the north, east, and south of -1 v the proposed office building. The overall height of the modular block walls will be on the N a order of ten (10) to twenty -six (26) feet at some locations. A design for the modular w = block walls and reinforced backfill should be completed. For purposes of designing the N F. reinforced backfill, the following soil parameters can be considered: tu 0 • Soil Unit Weight 135 pcf = w • Internal Angle of Friction 30 degrees z 1 • Allowable Soil Bearing Capacity 3,000 psf w u D Contractor provided modular block designs should be reviewed by ECI. o cn ot- w w I— L The following information is provided solely as a service to our client. Under no iii z circumstances should this information be interpreted to mean that ECI is assuming responsibility for construction site safety or the contractor's activities; such responsibility z i- is not being implied and should not be inferred. Excavations and Slopes In no case should excavation slopes be greater than the limits specified in local, state and Federal safety regulations. Based on the information obtained from our field exploration, the soils observed throughout the planned excavation areas would be classified as Type C by OSHA. As such, temporary cuts in these soils should be sloped at an inclination no steeper than 1.5H:1 V (Horizontal:Vertical). ECI should observe the excavations to observe soil and groundwater conditions, and verify the OSHA soil type. ECI should review the temporary slope and grading plan and observe conditions during excavation to verify soil and groundwater conditions. If temporary slopes cannot be constructed in accordance with OSHA guidelines, the use of temporary shoring may be necessary. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Rockeries Utility Trench Backfill E- 2579 -44 Page 21 Permanent cut and fill slopes should be inclined no steeper than 2H:1 V. Cut slopes should be observed by ECI during excavation to verify that conditions are as anticipated. Supplementary recommendations can then be developed, if needed, to improve stability, including flattening of slopes or installation of surface or subsurface drains. In any case, water should not be allowed to flow uncontrolled over the top of slopes. Permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. If rockeries are planned at the site, the construction should be in accordance with the Associated Rockery Contractors (ARC) Guidelines. Rockeries are erosion control features, and are not intended to function as retaining structures. ECI should observe excavations made for rockeries, and periodically observe the rockery construction. In areas where rockeries are placed in front of fills, the use of geogrid reinforcement within the fills may be necessary. ECI can provide recommendations for reinforced earth fills, if necessary. Based on the soil conditions encountered at the time of our exploration, the native soils and the majority of the existing fill soils should provide adequate support for utilities. If remedial measures are necessary to provide adequate support for utilities, the unsuitable soils can be overexcavated and replaced with a suitable crushed rock material and pipe bedding material such as pea gravel. Recommendations for remedial measures can be provided by ECI, as necessary during construction. Utility trench backfill is a primary concern in reducing the potential for settlement in pavement areas. It is important that the utilities be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided around the haunches of these structures. Fill should be carefully placed and tamped to about twelve (12) inches above the crown of the pipe before heavy compaction equipment is brought into use. The remainder of the backfill should be placed in lifts having a loose thickness of less than twelve (12) inches. A typical trench backfill section and compaction requirements for load supporting and non -load supporting areas is presented on Plate 17. Earth Consultants, Inc. tau' ilii' 4'`a..t GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E- 2579 -44 February 20, 2003 Page 22 Pavement Areas The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, the subgrade should be treated and prepared as described in the Site Preparation and General Earthwork section of this report. This means at least the top twelve (12) inches of the subgrade should be compacted to 95 percent of the maximum dry density (per ASTM D- 1557). It is possible that some localized areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. Following preparation of the pavement subgrade, proofrolling of the subgrade should be observed by an ECI representative. The pavement subgrade should be in a firm and unyielding condition when subjected to proofrolling with a loaded dump truck. The following pavement section for lightly - loaded areas can be considered: • Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) material, or • 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, the following sections can be considered for truck - trafficked areas: • Three inches of AC over six inches of CRB, or • Three inches of AC over four and one -half inches of ATB. These pavement thicknesses may be modified based on anticipated traffic loads and frequency. Asphalt concrete (AC), asphalt treated base (ATB), and crushed rock base (CRB) materials should conform to WSDOT specifications. All rock base should be compacted to at least 95 percent of the ASTM D -1557 laboratory test standard. Earth Consultants, Inc. SeM GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 LIMITATIONS E- 2579 -44 Page 23 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 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 exploratory borings and test pits. Soil and groundwater conditions between the boring and test pit locations may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If 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. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing. Earth Consultants, Inc. z z �w QQ � J U 00 Co o cow in I U) IL 0 2 gQ = w z = z U � ON CI r- wW I I O .. z w c o z 1v.c.I 17 Earth Consultants, Inc ' , , Geotechnical Engineering Geology, Environmental Sciences , - Construction Testing & ICBO / WABO Inspection Services Vicinity Map INS Building Tukwila, Washington Drwn. GLS Date Dec. 2002 Proj. No. 2579 -44 Checked MGM Date 12/30/02 Plate 1 NORTH SATELLITE TERMINAL 'tumwa.4 vmlu ar u71N 1#lrrn lilt ,'. LAKE REBA n is s_. L Ism sr - - LORA LAKE I ` r ' S l a 146111 ST MAYNITY Cfl/1 ER S 161ST ST 2! 131TH 5 a Si 1 138T11 j ; _ ST 5 139111 ST 1311 S 139TH PL S - S - 140111 ST as o U, 111 1 2400 '31 I _ �' $ Z � F >e F rn +An, ! S N 144TH I� +^1 ..1260u 41 a y y E.i HIGHLINE COMMUNITY (1 HOSP '� v In � t v i I� -4( — '."L.. ' S 133 11 51 I I 1 al ;app- _ j .. � Li QP -136TH i w gI ST 137 } ST l _ 2 \ S i� RIVERTON. j134II ' u1 CREST.. ! t7 1n',� CEry .. j N f7 f') a 1 1 -++! ,.; yi 1... fs1^ 141ST \< rs s ^ yi � IS 14211_ i1 • i ` zM n} rti i I ST I" ST 2900 F =� i \J- -- S 126711• ST; ' ■I 1! Si = co f 1 509 • S 137TH 5 1:1 S 8150TH ST i 20 S 152ND ?fl C INE }' iME' „ ' !'ti5711ER IIDVRIAL ' 156TH II ST X P1. UI ' rn n, Pt S - _1129TH f ST $' S ' 13OTH ST 2/ S 130THI Is - PL t S 13150 • E ITH 5 S 13151 Gi' SI ST S 13Pild 4.._ 1200 S �. p, 134TH ST 14111 Pt Si ST ST 5 1421,0 ui r----11,1111! ' /� p ,. .' Reference: Puget Sound Area King County / Map 655 By Thomas Brothers Maps Dated 2003 ':128TH ST � a 38THI Ilasf VW. W ' St, ST nl ^. FS tV NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. V . • • S IN 111 51 U S 1261i1 H ST N N 128T . ".1_nl 125111 25TH <- ST ` G S 24Tt1 ' ST • ',p :;ea 3 f- '^ IA 175TH 1 P.: y 51 126H --- ST •,; '. t "r a \; s us 8TH ..4, S "'� • -- ,�' j a+`te - - - � a y 5 2 ,. I ' • : PAR SF :1200 S 1615 S 5T 162N 4600 146TH F L.- _-_ 148T?il ! nss _ I A •� S 151ST ST 4011 1N $T - r j e i 154TH t h a I41 1 1 1. 1< S T1 5 . + f �+.(+74� ''• ,. f"ri'{jSYi,'1�r`,t�fti:4 "yt.'.. V {:r1,ne ; 1,1 ,1 .>av i ,x a r,H , ;'.T; .., ,;; tT>r ^;, tJi) °111 or • ommr • • * 5 CV . = -.1i , o o 2 ,, f.44 4 O ... N cra � CAJ NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Drwn. GLS Date Feb. 2003 ProJ. No. 2579 -44 Checked RAC Date 2/18/03 Plate 12 • Existing Grade 1 11= 1 11E - 111 III = III -III 111 111 STANDARD NOTES • Slope should be stripped of topsoil and unsuitable materials prior to excavating key way or benches. • Benches will typically be equal to a dozer blade width, approximately 8 feet, but a minimum of 4 feet. • Final Slope gradient should be 2 1 (Horizontal : Vertical) Max. • Final Slope face should be densified by over - building with compacted fill and trimming back to shape or by compaction with dozer or roller. • Planting or Hydroseeding slope face with a rapid growth deep rooted vegetative mat will reduce erosion potential of slope area. "Key" • Use of pegged -in -place jute matting or geotechnical fabric will help maintain the seed and mulch in place until the root system has an opportunity to germinate. Structural Fill should be placed in thin loose lifts not exceeding 10 inches in thickness. Each lift should be compacted to no less than the degree specified in the site preparation and Earth Work Section of this report. No additional lift should be placed until compaction is achieved. Final Slope Gradient 2H : 1V Max. H V LEGEND Typical "Bench" 4 feet minimum width III= Free draining, organic free, granular material with a maximum size of 3 inches, containing no more than 5 percent fines (silt and clay size particles passing the No. 200 mesh sieve) or other material approved by Geotechnical Engineer. Key Way Fill is same as Structural Fill described above. Key Way should minimum 2 feet deep and 6 feet wide, extending the full length of the slope face. Approximate original grade. Existing Grade SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnical Engineers, Geologists & Environmental Scientists Construction Testing & ICBO / WABO inspection Services SLOPE FILL PLACEMENT INS Building Tukwila, Washington 141011WWW4Mommarmovntwn 'V rr.: Drwn. GLS Date Feb. 2003 ProJ. No. 2579 -44 Checked RAC Date 2/18/03 Plate 13 /iii iiiiii�iiiiiii�iiiiii 1 ///////////////////////// /� /4r//w.J.K/� / / /� / / / // ///. • 1 1 1 4 1 1 1 1 4 1 1 1 A l Floor Diaphram III-111-11I—III—III—III- 111E111 111 =III III III SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING III = III =III- IIA II1 -111 1111111 111111111 H/4 NOTE: For Dynamic Thrust - Use Rectangular Distribution Equal to 6H. • • • • • • • • II 1 Earth Consultants, Inc. Geotechnical Engineers, Geologists & Environmental Scientists EARTH PRESSURE - FOUNDATION WALLS INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 ProJ. No. 2579 -44 Checked RAC Date 2/18/03 Plate 14 1) • • 0 • 0 0 000 0 2 0 0 000Q 0 00 00 0 C3 0 0 • 0 0 0 00 0 0 O , "0 0 0 0 0 0 ° O p000000 °000 °O OO 0° 00 000000` O 0 / 0 0 op 0 0 ° 0 0 0 0 0 0 0 ( , %0 00o ° 0 0° 0 0 °00() 000 0 O O 0°0 ° • 0 O O °O 13 °0 0 0 0 OO° O p 0 0 000 0 Ob 0 0 O ° ° 0 0 0 00 0 ° 0 0 ° o ° O 00 ° 0 00 0 00 0 0 0 000 ° p 0 0 0 0 ° o a 0° 0 0 STANDARD NOTES FF Elevation Varies 18" min. 12 inches Free draining backfill should consist of granular soil having no more than 5 percent passing the #200 sieve and no particles greater than 4 inches in diameter. The percentage of particles passing the #4 sieve should be between 25 and 75 percent. 2) Structural Fill backfill should be free of organics, clayey soils, debris and other deleterious materials. It should be placed at or below the optimum moisture content. 3) Drain 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. Drain line should be bedded on and surround with free draining 1 inch drain rock. The drain rock may be encapsulated with a geotechnical drainage fabric at the engineers discretion. 18 inches min. 0 0 p 0 V V O O w 0 00 ° 0 0° 0 0 0 0 0 0 0 00 i °0°0 ° 0 0 0 _eon °0..0.. LEGEND II I IIIIII MI Excavated Slope Perforated Pipe Wrapped with Filter Fabric Surface Seal; Native Soil or other low permeability Material 18 inches minimum of Free Draining Backfill Structural Fill Backfill 90 percent relative compaction 1 inch Drain Rock SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnical Engineers, Geologists & Environmental Sdentlsts Construction Testing & ICBO / WABO Inspection Services FOUNDATION WALL DRAINAGE AND BACKFILL INS Building Tukwila, Washington rr +:�,s�- + -iM•� .+yirrtx;.cr.^sva . r evne�ntr•c Drwn. GLS Date Feb. 2003 Pro). No. 2579 -44 Checked RAC Date 2/18/03 Plate 15 Min 2" Dia. Weep Hole Min. 6" ill lll l 0 o °° o 0 °G • 0 0_ ° OOO . o 0 0 0 0 o ° c • C 0 pO 1 Drain rz / ; °0 0 0 o 0C Rock / WEEP HOLE DETAIL STANDARD NOTES Free Draining Backfi I I IIIEIII =III 1foot min. 12 inches 1) Free Draining backfill should consist of granular soil having no more than 5 percent passing the #200 sieve and no particles greater than 4 inches in diameter. The percentage of particles passing the #4 sieve should be between 25 and 75 percent. 2) Structural backfill should be free of organics, clayey soils, debris and other deleterious materials. It should be placed at or near the optimum moisture content. o 0 0 000 0 , p 0 0000 ° a 0 0° O C�O °00 0 tc •.0 3 0 0 0 0 o ° ° 0 0 00 0 ,' .' • C 0000:00 0 0 ° 0 (03°00°C) o° O 0 0 0 0°0 Oo • j•� p. O0 o0 0 o0 0 0 o� o O g •-' 0% 0 00 ° O O o o 00 0 .•' o 0 0 0 0 0 0 . O•' 5 0 0 0000 °00 0 0 A ° 0 0 0 0 O. 0°0Q 0 0 0 0O 0 •'o'. 0 O0 0 0 0 ° 0 00 0 0 0 00 0 0 0 Q00:000 o 0.00 0 000 0 0 0 0 0 ° 0O o 0 0 0 0 ° 0° , o o0.. ° q. 0 o00 . V A kW 3) Where weep holes are utilized, surround each weep hole with 3 cubic feet of 1 inch drain rock. Maximum horizontal spacing of weep holes should be 6 feet. 4) Drain 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. Drain line should be bedded on and surround with free draining 1 inch drain rock. The drain rock may be encapsulated with a geotechnical drainage fabric at the engineers discretion. 18 inches min. 1 foot min. Compacted Subgrade . ......... OOooO i0 0 0 0 _ u V V V V 0 00° 0 0 ° III = ll l l i � I SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Excavated Slope Perforated Pipe Wrapped with Fitter Fabric Consultants, Inc. C Geolechnical Engineers. Geologists & Environmental Scientists Construction Testing a ICBO / WABO Inspection Services RETAINING WALL DRAINAGE AND BACKFILL INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 Pro). No. 2579 -44 Checked RAC Date 2/19/03 Plate 16 6 inch min. 0 0 0 oq ° 0 t 000 c o n 0 • a "•� oa•� oo ; ; o o �}',...J O ti°oco 0 0 0 0 °00 0° 0 0 op ° O o 0 0 00 00 0 0 0 O o °o° ooO ° 00 a%0 000 ° o 0$° ooO o 0 0 0aoo o °DO 0000 o 0O0 0 °0 0 0 ° ° o 0 ° ° °o 0 X 0 0 ° 0 °o 0 ° o O q o 0 O a cDOo °000° 0 0 o °o0 O° 0 0 0 °0 0 0 0 ° o ° 0 00 0 0 00 0 00 0 00 0 0 ° X 00 0 °0 0 ° 0 0 0 0 0 c o 00 00 0 0 0 0 c o 00 o0 0 0 0 0 00 pO 0 0 000 o0 0D 0 0 00 0 ° 0 0 0 0 00 ° 0 o °0 00 0 0 00 °0 0 • oO 00 000 o0 • • 0 0 0 0 O O ° 0° 0 ° 0 000 0 O O 0 00 O 0 ° 0o 0 0 000 0 00 0 ° a 0 ° 0 0 ° '00 0 000 ° 0 ° O 00 0 00 00 p 800%0 °• 5 a a r 4 inch min. Diameter Perforated Pipe Wrapped in Drainage Fabric 2 inch min. / 4 inch max. LEGEND Surface seal; native soil or other low permeability material. 1" Drain Rock Slope To Drain Drain pipe; perforated or slotted rigid 0 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. Wrap with Mirafl 140 Filter Fabric or equivalent. 12 inch min. 1 r SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING 18 inch min. 2 inch min. Earth Consultants, inc. Geotechnical Engineers, Geologists & Environmental Scientists Construction Testing & ICBO / WABO Inspection Services TYPICAL FOOTING SUBDRAIN DETAIL INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 ProJ. No. 2579 -44 Checked RAC Date 2/19/03 Plate 17 o� '0 0Q O Q O 0 LEGEND Backfill Bedding Asphalt or Concrete Pavement or Concrete Floor Slab Base Rock or Capillary Break, as Appropriate Backfill; Compacted On -Site Soil or Suitable Imported Fill Material Minimum Percentage of Maximum Laboratory Dry Density as determined 90 by ASTM Test Method D 1557 -91 (Modified Proctor), unless otherwise specified in the attached report text. Bedding Material; material type depends on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. Non -Load Supporting Floor Slab or Areas Roadway Areas oab ?%•t!7 .r.... 'dt ° °• .�. °O o o• o° 0•o • •2 4 Q• *, ° 9 P :19V 3 cO°Qg 0 o Q'c0 � 24o°n c b� D° o•J5• moo'• °•b��3 0°'. Q A Varies V • 1 foot min. V • V A V Varies Varies SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnlcal Engineers. Geologists & Environmental Scientists Construction Testing & ICBO / WABO Inspection Services TYPICAL UTILITY TRENCH FILL INS Building Tukwila, Washington �xa.s�s•r ;..d. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR IHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. •• > X-OZ711-0-0> APPENDIX A FIELD EXPLORATION E- 2579 -44 Our field exploration was performed during May, June, and July, 2000, March 2001, December 2002, and January 2003. Subsurface conditions at the site were explored by observing a series of borings and test pit excavations. The approximate boring and test pit locations were determined from existing landmarks presented on available plans. The locations of the borings and test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring and Test Pit Location Plans, Plate 2 and Plate 3. The field exploration was continuously monitored by an engineer or geologist from our office, 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 that is presented on Plate Al, Legend. Logs of the test pits are presented in the Appendix A, Plates A2 through A103. The final Togs represent our interpretations of the field logs and the results of the laboratory 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. Earth Consultants, Inc. MAJOR DIVISIONS GRAPH 'SYMBOL LETTER SYMBOL TYPICAL DESCRIPTION Coarse Grained Soils More Than 50% Material Larger Than No. 200 Sieve Size Gravel And Gravelly Soils More Than 0 °k Coarse Fraction Retained On No. 4 Sieve Clean Gravels (little or no fines) C] C`) (,GW � ° 0 6 0 • gw Well- Graded Gravels, Gravel -Sand Mixtures, Little Or No Fines / • • • I I • 1 GP gp Poorly - Graded Gravels, Gravel - Sand Mixtures, Little Or No Fines Gravels With Fines ( appreciable amount of fines) `r ` ' 1+ 1 GM gm Silty Gravels, Gravel- Sand Silt Mixtures ' f ♦ / ♦ GC gc Clayey Gravels, Gravel- Sand - Clay Mixtures Sand And Sandy Soils More Than 50% Coarse Fraction Passing No.4 Sieve Clean Sand (little or no fines) , • 0 0° o e 0 o 0 SW SW Well- Graded Sands, Gravelly Sands, Little Or No Fines {; �: •. ' *;, 1►'��� >:; *��: ?O ` ?i Q;: SP Sp Poorly Graded Sands, Gravelly Sands, Little Or No Fines Sands With Fines (appreciable amount of fines) ' -= ° 7 SM Sm Silty Sands, Sand - Silt Mixtures SC SC Clayey Sands, Sand - Clay Mixtures Fine Grained Soils More Than 50% Material Smaller Than No. 200 Sieve Size Silts And Liquid Limi Less Than 50 Clays I I ML ml Very Sa, o1., CI Fine Silts Sands; & Clayey Fine Silts nds w/ R Slight ck FIo Plasticity rSilty- ^ � CL CI Inorganic Clays Of Low To Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean I il l l l l I I OL OI Organic Silts And Organic Silty Clays Of Low Plasticity Silts Liquid Limit And Clays Greater Than 50 MH mh Inorganic Silts, Micaceous Or Diatomaceous Fine Sand Or Silty Soils / / CH Ch Inorganic Clays Of High Plasticity, Fat Clays. ,��/ OH on Organic Clays Of Medium To High Plasticity, Organic Silts Highly Organic Soils �`!. ∎" .A , ., �“, �I r, �% r pT pt Peat, Humus, Swamp Soils With High Organic Contents Topsoil ' 4, 4' 4, 4' 4 Humus And Duff Layer Fill •• Highly Variable Constituents ♦• • C qu W P pcf LL PI The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. TORVANE READING, tsf PENETROMETER READING, tsf MOISTURE, % dry weight SAMPLER PUSHED SAMPLE NOT RECOVERED DRY DENSITY, lbs. per cubic ft. LIQUID LIMIT, % PLASTIC INDEX F1M DUAL SYMBOLS are used to indicate borderline soil classification. Earth Consultants Inc. (kxrle IuiItd ilinaii !ers,(kxtlogists&1zrvironine WitScicxulsls I 2" O.D. SPLIT SPOON SAMPLER 24" I.D. RING OR SHELBY TUBE SAMPLER i WATER OBSERVATION WELL 2 DEPTH OF ENCOUNTERED GROUNDWATER DURING EXCAVATION I SUBSEQUENT GROUNDWATER LEVEL W/ DATE LEGEND Proj. No.2579 -44 Date Jan.2003 Plate Al ., . r .. . .. .. . . .... , ... 'e, .k..ys�t.7'.`! 1145' .fJkrdrS? Project Name: INS Building Sheet of 1 4 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: 6-201 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±120' Hole Completion: ❑ Monitoring Well ❑ Piezometer El Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: 13 6 i• , • • • . • , • • . • • �����. • • ������, o . • 0 � • • . • ����� • �i�i� • • �i�i�i • �i�i�i • % % % ■ . ■ • o . ∎• . • • • . 3— 5 s 9 11 12 14 15 16 17 19 SM Brown silty SAND with gravel, loose to medium dense, moist to wet (Fill) -trace cobbles - becomes medium dense, moist - becomes greenish gray, medium dense - contains asphalt debris, small - ML Dark brown sandy SILT, loose to medium dense, moist (Fill) - contains wood debris — 0, ■ i • . ■ • • o ��� � . ■ • �•. ■ ■ . ■ ♦• 4 SM Dark brown to black silty SAND, loose, moist to wet (Fill) -trace brick debris — 4 P . • J � � � b �I1f1 1'���� Cap th Consultants Inc Gcx�trd n1k`alEngtnt n, Grnbgl s, &FnvIrc�mx�nraISdrntists Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A2 • • Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmofinn nnacnnfwl nn fhic Inn z W 6 0 0 0 U w 2 � = O I-W z Z1- w U O O — O t— w W .. z W — • I 0 z Project Name: INS Building Sheet of 2 4 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -201 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±120' Hole Completion: ❑ Monitoring Well ❑ Piezometer FA Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol i Depth Ft. Sample USCS Symbol 15 17 71 74 . • �N k H . ML Blue gray sandy SILT with gravel, medium dense, moist (Fill) 21 SM Brown silty fine SAND, medium dense, moist (Fill) -trace small gravel 22 -r 23 — — 24 — 25 SM Brown silty fine SAND, medium dense, moist - contains poorly graded sand with silt 26 27 28 29 30 31 32 33 34 35 37 38 39 • SM Grades to brown silty SAND with gravel, medium dense, moist - scattered gravel - predominantly small gravel - becomes very dense - subangular gravels - pockets of poorly graded sand .a►'. M. 7111V , q0; J (,r1� � I � I/ earth Consultants inc. GtxxrdtnIc I Fn Ctx�lagtus &FnNttxuixnralticlrntttir: Ftl i t Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A3 Boring Log Subsurface conditions depicted r j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nfrvmofinn nnacunforf nn fhio Inn nt our observations at the time and location of this exploratory hole modified by engineering tests, analysis and Project Name: INS Building Sheet of 3 4 Job N. 2579-44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B-201 Drilling Contactor: Gregory Drilling DnAgMethod: HSA Sampling Method: SPT Ground Srface Elevation: ±120 Hole Completion: Monitoring Well ❑ Piezometer K4 Abandoned, sealed withbemaite General Notes W (%) N. Blows F! / .0 g- E R £ £ w E S E ° 2 r .0 S E n £ , ) $ 40 35 38 \22 \ SM Brown silty SAND with gra vel, dense, moist -contains inter bed of poorly graded sand -decrease in gravel 43 ( \: 44 � � °�: i } /% fW2 0 f 4' \o � \/? - . ° � \} \ //2 , 6a© ' « SP-SM Grades to brown poorly graded SAND with silt, dens e, moist 4 47 4 — 4 50 52 5 5 55 m — 9 5 m % § dos I%. 11 (411e(0%/ip � � �RU� tsInc. C �mr _* _�m�__wk_ Boring Log INS Building Tukwila, WasNn ton § Proj. N. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A4 \ Boring Log Subsurface condi ■onsdepdkrepresent our�� |nosat the time and location of this epm� ry hloef�r by engineering es to analysis an judgment. They are not n�e representative of other times and locations. We cannot accept res ponsibility for the use or interpretation by others of _anf od _ wee Project Name: INS Building Sheet of 4 4 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -201 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±120' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite 1 Abandoned, sealed General Notes W ( %) No. Blows Ft. IogwAS oNdeJO Depth Ft. Sample Iogw /S sosn 1 1 1 ■ i 43 ' a . q o SP -SM Brown poorly graded SAND with silt, dense, moist 61 Boring terminated at 61.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. NOTES: Borings drilled by Gregory Drilling using a CME 85, track mounted drill rig. Boring elevations based on topographic data shown on Site Plan provided by client. • F i " '. P ' 4��. ' ,� E arth Co nsultants Inc. � 1 li 0 / `1,11 \urp Gxxctc:Itnlrat FrIgInevi :. Gc:ologlu* & Fnvlrotintrtxfl idrntL,ts 1 Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I own. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate A5 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nin►mofinn nroconfori nn Ohio kin Project Name: INS Building Sheet of 1 2 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -202 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±108' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: 41 24 ■ ■ o• ■ ■ � �� . 1 I • ■ ������ , ���� i���4 • • • ���� ►�� ��• ■ • g.�. 4 � • � A . 4∎ ' SM Brown silty SAND with gravel, medium dense, moist (Fill) - becomes black - becomes gray, becomes dense - asphalt debris t3 10 13 14 15 16 17 18 19 SM Dark brown silty SAND with organics, loose to medium dense, moist (Fill) - contains abundant wood - contains ravel g SM Brown silty SAND with gravel, medium dense, moist - interbeds of poorly graded sand • " %A li)/ p»• 'ili 1) Earth Consultants Inc. G o rcltnlral FsigIllet115. Gtrk>Etlsrs & F.trvhtxtntrurdl tidt-tttIst•: Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 i n. GLS , Date Jan. 2003 Checked MGM I Date 1/21/03 Plate A6 Boring Log U Subsurface conditions depicted represent our observations at the time and location of this eloratory hole modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nfnrmotinn rvoconfori nn *de IM 7iv ,31- K:L':ui ,. r. �Lti�. L' L' Gi1��Lt+ 4:+ 4��i11LuYY�Ey. 1�di. 15T. r` LiaY+ G".. I1�A�uk�STfirl�aYitSi .�i':ldldi~ Project Name: INS Building Sheet of 2 2 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 _ Completion Date: 1/14/03 Boring No.: 8-202 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±108' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W %) No. Blows Ft. t 2 g E cif .. o. In 0 LL E 0 o ? 8 cn a 9 U 33 28 ML Grades to SILT, dense, moist -trace interbeds of sand -trace small gravel -iron oxide staining -trace small rounded gravel - becomes blue gray -thin interbeds of poorly graded sand 21 22 23 24 25 26 Boring terminated at 26.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. 3 i d» 0. 44 • � � IM g` Earth Consultants Inc m o J t l vi `, J Germtcy midi en G eMositils & FnvImomenral Scientist Boring Log INS Building Tukwila, Washington g Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 checked MGM I Date 1/21/03 I Plate A7 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, ana an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmo4nn nnxcnfai nn fhic Inn Project Name: INS Building Sheet of 1 3 Job No. 2579 -44 . Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: 6-203 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite Notes I W ) No. Blows Ft. ` — E 5 cn s a, wit E 0 cn 8 CO E N Surface Conditions: I � • SM Brown silty SAND, loose, moist to wet (Fill) 011 V' •�i�i�i ■ � • o ����� • • ML Blue gray SILT with sand, loose, wet (Fill) - contains organic wood debris - mottled 12 . 15 16 • , 19 - o • • ∎�����4 'ii.i• , ��i�i�i ; • i ♦�� ML Blue gray SILT, very loose to loose, moist to wet (Fill) -trace slag debris M L Dark gray sandy SILT, loose, wet (Fill) 9 Y Y -4" thick layer of slag 3 /Pis $/ . 4 441. rI ' I' �� ` I'r` ?� �� \I Earth Consultants Inc. n�nlca! s G�k LMS& F�rvlrcxinknhflticlesitb , Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate A8 Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of RFMYf& lnn r rccQntG/i nn Ihic (M Project Name: INS Building Sheet of 2 3 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -203 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer F7 Abandoned, sealed with bentonite General Notes W (°h) No. Blows Ft. s 2° „9 E 6 cn 'c o. d E ° cn cn .8 8 E cn a W 5 12 10 31 ♦ SM Dark gray to black silty SAND, loose, moist to wet (Fill) -trace glass and brick debris ♦ • • . •• ♦+4 ' ♦.. 21 22 23 SM Brown silty fine SAND, loose to medium dense, moist to wet - becomes wet, light seepage at 25' - becomes medium dense, moist 24 25 26 27 28 29 ' :< « '.;.:: ; ° ' c p �: :• 'Q b Q :: : oo . Q 3:: d :iQ 30 31 32 33 35 37 38 39 SP -SM Grades to brown poorly graded SAND with silt, loose to medium dense, moist - becomes dense, wet to saturated -light seepage at 35.5' — — L7 8 40,4 It, \ ltb/ 04. ,� , r I i ,l Ea Consultants Inc. Hnrfl ticlrntW cxf;.-* 1 &Fnvlrcmx �ed1iIc I iglnr Gx Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS ( Date Jan. 2003 Checked MGM 1 Date 1/21/03 Plate A9 • Boring Log Subsurface conditions depicted represent our observations at the time and location of this e>gloratory hole modified by eng tes s, ana an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnnofinn nroconforl nn fhk Inn �q! Project Name: INS Building Sheet of 3 3 Job No. 2579 -44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B -203 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer l Abandoned, sealed with bentonite General Notes W CM No. BlFows t. Graphic Symbol Depth Ft. Sample USCS Symbol 40 58 54 ' > . 7 r p o :a I ..: ° '''0 oa , :,. D. ' ° ' >< 'oa a •: SP -SM Brown poorly graded SAND with silt, dense, moist - becomes very dense -3" interbed of silt -2" silt interbed 41 42 43 44 45 46 47 48 49 50 51 Boring terminated at 51.5 feet below existing grade. Perched groundwater seepage encountered at 25.0 & 35.5 feet during drilling. Boring backfilled with bentonite and cuttings. •' »'. �i'� J ( Ie 0. 44111. � r � a��� Earth Consultants Inc . . G & lmnnxnnil Scientists I l Gomm-finical F„glnerasrob F.iry Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate A10 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmafinn nroc ant sari nn fhle Inn Project Name: INS Building Sheet of 1 3 Job No. 2579 -44 Logged by: MGM Start Date: 1/15/03 Completion Date: 1/15/03 Boring No.: B -204 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: El Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W ( %) No Blows Ft. c .n Lam° E 8 � .c a o u_ ( rn 0 j E Cl) Surface Conditions: 3 6 6 7 ► • $ . o o :4) o ������ o o � ������ ■••••l o 4 o . o � �.��� . o . o • • • ■ . . *$ *.! p i�i�i. � i�i�i�. • . • . • �... ►vvq ■ ������� $ o ������∎ o i�i�i�. • • i�i ■ ��� SM Brown silty SAND with gravel, loose to medium dense, moist (Fill) - becomes blue gray, loose - becomes wet -trace wood and glass debris - becomes moist to wet -trace wood debris - contains ockets of silt P 10 11 13 14 4 15 . . 16 • 17 ML Blue gray sandy SILT, loose, moist (Fill) -trace wood debris - contains ravel g 7 i t". p. 444. r ,�+ 1 3 ` � i �1! `�r Earth Consultants Inc. Gcxtt rcl tnlralFn¢li�ct�e; Gc�k�¢ 1st; &Fiivlrcx +nx�tts{tic4tyNLU� — Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate All Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnnoiinn nraonnial nn ihic Iry M ,nw.v.�e..rwx Project Name: INS Building Sheet of 2 3 Job No. 2579 -44 Logged by: MGM Start Date: 1/15/03 Completion Date: 1/15/03 Boring No.: B -204 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piezometer l Abandoned, sealed with bentonite General Notes W � %� Na Blows Ft. t . E � cn s o. O r., m cn V) n ? ii. cn 7 8 21 26 :+. • �i�. • : +: -trace • • • ����� 4 *4* ♦� • �� %% •.• ♦. • � • • • • • ���� SM Greenish gray silty SAND, loose, moist (Fill) gravel - becomes brown -metal debris in cuttings 21 22 23 — 24 — 25 SM Brown silty SAND with gravel, loose, moist (Possible Fill) - mottled - contains pockets of silt 26 27 — 28 29 30 — SM Brown silty fine SAND, medium dense, moist to wet ':•< SP -SM Brown poorly graded SAND with silt, medium dense, moist a ::<:: ; a.• , • o ' ::> : i >;:::d. 0 : :; • : 31 32 33 34 35 — El (t * E��..�III 3 wFil f � ` WI \i�61 Earth Co n sultants Inc. G�:cx rdmlydlFi18111. :n;, G:c> O sr.;ktiviromknralticlnilht5 Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate Al2 Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole, modified by engineering tests, analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfrnnofinn nrnccnfaf nn fhic Im ,.t mFa 47k.RVt tcrpavwsq�..,.,- Project Name: INS Building Sheet of 3 3 Job No. 2579 -44 Logged by: MGM Start Date: 1 /15/03 Completion Date: 1 /15/03 Boring No.: B -204 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W CM No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol i 31 31 '- '< o q:::Q: ', : o'.Q o 6'.Q; 0 O ::O <> a .. ' v ;. SP -SM Brown poorly graded SAND with silt, dense, moist - becomes water bearing 41 42 43 44 - 45 46 Boring terminated at 46.5 feet below existing grade. Groundwater seepage encountered at 45.0 feet during drilling. Boring backfilled with bentonite and cuttings. do. i ». 447 i�i�l 1��l 'r`li� / \ t Earth Consultants Inc. Ccorrcl�nlralFi�glnrrn+ CK Cwnglu+ &Fiivlmnmcnr�lticicntl,ca Boring Log Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/21/03 I Plate A13 Boring Log Subsurface conditions dep cted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not n Shia representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of � Project Name: INS Building Sheet of 1 4 Job No. 2579 -44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/28/03 Boring No.: B -205 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer F7 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Ft. Graphic ' Symbol aldweS U3da0 USCS Symbol Surface Conditions: ■ • o • o • $ • o • o • o o • ► • o . •�i�i�i • o • �i�i� • o • �i�i� • o ►��� o • . ►��� . • � ��� • •• • • ► ����! ������. • ■ � ����� • ■ ������ o o 4 • • 0 �� ��4 ■ ■ 6A • • 2 5 7 11 12 13 14 15 16 17 18 GM Gray silty GRAVEL with sand, dense, moist (Fill) SM Blue gray silty SAND with gravel, loose to medium dense, moist (Fill) - becomes dark gray -trace wood & brick debris . - increase in wood debris — — — — — — — di pi. 44 %; Earth Consultants Inc. ,�,,�,I��IP s 1 nn,,; >,�,kr „W ,�,x„�,i l ,l�,., Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Feb. 2003 Checked MGM Date 2/5/03 Plate A14 Boring Log a. 0 . IM �r� i .n... .. ,. Yr S ubsurface conditions dep cted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnnotinn nr con00d in *hie Inn Project Name: INS Building Sheet of 2 4 Job No. 2579 -44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/28/03 Boring No.: B -205 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer I' 4 Abandoned, sealed with bentonite General Notes W %� No. Blows Ft. Graphic I Symbol Depth Ft. Sample Io4w/S sosn 38 17 � • ► • 21 ► + + + • 22 + + + ■ + + + + + 23 ■ . 24 ■ %% 25 • 26 • • ► + j +j + 27 • + + + + +• ► + + + + + + 28 +� +� +� ■ ■ . ■ + + +. 29 ∎+ +∎ ML Blue gray sandy SILT with gravel, loose, moist (Fill) -trace wood debris — — — ML Dark gray to black SILT with sand, dense, moist to wet (Fill) -trace slag and glass debris - difficult drilling due to large debris in fill -metal and brick debris in cuttings — — — 31 32 33 34 35 37 38 39 SM Brown silty SAND with gravel, medium dense, moist SM Brown silty fine SAND, dense, moist - contains pockets of poorly graded sand an►'. i��• d � J Id/ `� $ 11 h consultants Inc. G %xrct�nk 1I Fn trwcar: GrOkogluS k r rvlccxinw nri! SClrtu4Ms Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate Al 5 Boring Log 8 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. ^ hey are n necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n,w. rr�rrmn naYax�k.4�^XR�ti�r"7�JkK1� Project Name: IN INS Building Sheet of 3 4 Job No. 2579-44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/28/03 Boring No.: B -205 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer l Abandoned, sealed with bentonite General Notes W ( %) No. Blows 1og wAS olydeJo Depth Ft. Sample IogwAS sosn 42 41 57 72 a... a... c .. a .a 5 a 6 � B � � 6. �. a. • .6. • a a. • , SP -SM Grades to brown poorly graded SAND with silt, dense, moist - contains interbeds of silty fine sand - becomes very dense - becomes gray saturated to water bearing - increase in silt content 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 57 58 59 1 »'. �` f 1 ' ` f'� 44 ` I h i qb Earth Consultants Inc. Iin caI� n Geologist; t=n s &vIron enralScientists Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Feb. 2003 Checked MGM I Date 2/5/03 I Plate A16 Boring Log 2 a 2 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. nt Theyarre necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Project Name: INS Building Sheet of 4 4 Job No. 2579 -44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/28/03 Boring No.: 6-205 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: • Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W � % � No Blows Ft. Ft. -- o 0 tn L 11-: u m g cn o j i cn 3 L ' 45 ,. 74/11" 92/11" 88/11" o : o . o: p 0 ° 'o.. a • , . 6 r: p p ; 9:. Q. a ; : ; ;:« G ° `:o o :: >G la: SP -SM Gray poorly graded SAND with silt, dense, water bearing - contains pockets of silty fine sand - becomes very dense - decrease in silt content - heaving sand at 65' 61 62 63 - . . :: 65 67 68 69 70 71 72— 73 74 75 76 — • Boring terminated at 76.5 feet below existing grade. Groundwater seepage encountered at 55.0 feet during drilling. Boring backfilled with bentonite and cuttings. NOTES: Borings drilled by Gregory Drilling using a CME 85 truck - mounted drill rig. Soils description at 0 - 20 feet based on cuttings. No sample taken until 20 feet. ,ni• p -� . V �i lei( a 6o iiii Earth Consultants Inc. 3 i 6 Gcotectmkaltn i, .Gc- ok,e,:;t,�. 1IWIMIl,e„«1 :118SM Boring Log INS Building Tukwila, Washington 1 Proj. No. 2579 -44 I Dwn. GLS I Date Feb. 2003 Checked MGM I Date 2/5/03 Plate A17 Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this eploratory hole, modified by eng tests,, analysis a j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nMnema4Inn nroconforl nn tide IM Project Name: INS Building Sheet of 1 5 Job No. 2579 -44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B -206 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±124' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: ■ �• � . • • ►�� -��•� • .��� • • . . .. •4 vq4, • . . . % %% ti . �i�i�i. oii • o . .���! . . ... • r *- -. t . . ! ■ . • . ■ • . • 4 • . ■ SM Dark brown silty SAND with gravel, loose, moist (Fill) ML Gray SILT with sand, loose to medium dense, moist (Fill) - becomes blue gray 5 7 8 11 12 14 15 17 18 — — — — SM Brown silty SAND with gravel, loose to medium dense, moist (Fill) . — — — — — ai 0. 44►1. q11;;( di) _ G a rt h C nsu an n . G miflIc Fn . C c;ok ilsis & Fnv nm enMi sdrn Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 Dun. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A18 Boring Log • 0. S ubsurface conditions depicted represent our observations at the time and location of this eploratory hole modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nfnrmofinn nnoconfori nn fhic Iry Project Name: INS Building Sheet of 2 5 Job No. 2579 -44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1 /29/03 Boring No.: B -206 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ± 124' Hole Completion: ❑ Monitoring Well ❑ Piezometer g1 Abandoned, sealed with bentonite General Notes W ( %) Blows No. Ft. Graphic Symbol Depth Ft. Sample USCS Symbol 7 ►.. �,�,�, ■ ■ . ■• . ����. • ►... • ►. . �,,,• ∎ � ,�,�, • ■ • k ,, ■ ,.,., . 4 ■ 1 ■ ■ ,,,. 1 ■ ■ ,, . • 1,,., •,• • ■ ,.,, ■ • ,.,, i� j • ���� ���� ►..♦ k • I , "V • • ♦ .,. ■ SM Brown silty SAND, loose, moist (Fill) -trace gravel - contains pockets of silt 21 • _ 23 24 25 ML Gray sandy SILT, loose to medium dense, moist (Fill) - difficult drilling from approximately 30' - 34' due to gravel and brick debris in fill -no recovery - becomes dark gray 26 27 28 29 30 31 32 33 34 35 38 - = dos. 44h. +� 1 I1 Ll 111 1 1 1 / / \ leo iiif Earth Consultants Inc. Gxxrdmkal Pilok xs, cwo o5ls &FAN Milnx�nml ScYrntiS ; Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Feb. 2003 Checked MGM I Date 2/5/03 I Plate Al 9 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmofinn r r, confari nn *hie Inn rutty•- 4.a.vu�a. Project Name: INS Building,_ Sheet of 3 5 Job No. 2579 -44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B -206 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ± 124' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W o f ( /o No. B lows Ft. r . 8 °t E 6- cn : o. ° ' ' �,ii E ° ET u) ;; v y E > tic s i i i i 7 7 30 45 •i ∎ i ∎ i i i IIi i; I I ML Mottled greenish gray SILT, loose, moist (Fill) -trace gravel 41 42 43 44 45 • � : i i! i11 ML Dark gray sandy SILT, loose, wet (Possible Fill) - contains small gravel -trace wood debris - pockets of dark brown and black - gravel zone at 47.5 as 47 — 48 — 49 50 SM Gray silty SAND, medium dense to dense, moist - becomes saturated, dense 51 52 53 55 56 57 58 59 SP -SM Brown poorly graded SAND with silt, dense, moist 11 »' 1)i• 41111. 3 qlo/ � I r 1�`ilil E arthConsultants Inc. Gt%M:CinIcuI Pi ga .Gr.(Ybgists& Erwin-in xtural SClrnlIst: Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 I Plate A20 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnnofinn nroconforl nn O hio Inn rr Project e: INS Building Sheet of 4 5 Job No. 2579 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B -206 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±124' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Note W ( %) No. B Graphic Symbol Depth Ft. Sample USCS Symbol 66 53 60 85/11" 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 SP -SM Brown poorly graded SAND with silt, very dense, moist dA'•. p►. "41\. �IIII i Igif I,viiii �� Earth Co nsultants Inc. In ocx,axtinlydlEns�:nb. 1ss v, ��„��,i,1 ,�,1lr; Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A21 Boring Log Z 8 S ubsurface conditions depict ed represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmofi■n nracanford nn Shia Irv' Project s: INS Building Sheet of 5 5 Job No. 2579 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B -206 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±1 24' Hole Completion: ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite General Note W (%) No. ws BFt. Graphic Symbol Depth Ft. Sample USCS Symbol 92/11" 82 62 84/11" , :: 81 82 SP -SM Brown poorly graded SAND with silt, very dense, moist - becomes water bearing -heave in sand at 85' to 90' 83 84 85 86 87 88 89 90 91 92 93 94 95 96 Boring terminated at 96.5 feet below existing grade. Groundwater seepage encountered at 50.0 and 88.0 feet during drilling. Boring backfilled with bentonite and cuttings. NOTE: Soils description at 0 - 40 feet based on cuttings. First sample recovered at 40 feet. ��Ais p4 44 t�i'` Ir' t0 III J 6 Earth Consultants Inc CxotctiY ink Fngliwrr G 1sA hF nvlrctinKnrilSClrntLUs Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Feb. 2003 Checked MGM I Date 2/5/03 I Plate A22 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfromo$Inn nrocanforl nn title Inn Project Name: INS Building Sheet of 1 2 Job No. 2579 -44 Logged by: MGM Start Date: 1/29/03 Completion Date: 1/29/03 Boring No.: B -207 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±78' Hole Completion: ❑ Monitoring Well ❑ Piezometer RI Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: ■ I 1 I 1 11 50 ■ ■ ■ ■ ■ ■ • ����• FI ttIII ■ ' ''': i i i . . A . . SM Brown silty SAND, loose, wet (Fill) 4 6 12 13 14 15 16 17 18 19 — ML Gray sandy SILT with gravel, medium dense, moist (Fill) -trace wood debris SM Reddish brown silty SAND, very loose, wet (Fill) -trace gravel SM Brown silty SAND, medium dense, moist to wet .. . - contains pockets of sandy silt and poorly graded sand - becomes dense to very dense -trace small gravel i .0 ►•. i A ` r /IV " "►p ii Nlof g/ Earth Consultants Inc. G x, yank` dt rfiglnrt1h. Grslosl,n &FnvIR)nmentalticlaulMS Boring Log INS Building Tukwila, Washington i Proj. No. 2579 -44 I Dwn. GLS I Date Feb. 2003 Checked MGM I Date 2/5/03 I Plate A23 Boring Log Subsurface conditions depicted represent our observations at the time and location of this eploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmoNnn nnnconlorl nn $hlc Inn A Project Name: INS Building Sheet of 2 2 Job No. 2579 -44 Logged by: MGM Start Date: 1/29/03 Completion Date: 1/29/03 Boring No.: 6-207 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±78' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W %� No. Blows Ft. `—' o E r7 a f d o u_ E g U o j E cn t s i i 1 s 45 72 37 :. SM Brown silty fine SAND with gravel, dense, moist - mottled - mottled - increase in sand content - pockets of poorly graded sand 21 22 23 24 25 26 27 28 29 30 31 Boring terminated at 31.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. 5 f 3 D ,a'. • 4 r a �f f \ \ 1 1p 1�\6 ' 1 Earth Consultants Inc. Goofed Inlralingh , Gttolostits & Scimtlits Boring Log INS Building Tukwila, Washington 1 Proj. No. 2579 -44 I Dwn. GLS I Date Feb. 2003 Checked MGM I Date 2/5/03 I Plate A24 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfn...,ollrn ..wconlorl nn lhic Orin z Ce 00 N 0 W J C0LL w LL — a = W z � z l- w • w U O — O l— w H � • O z w U= O ~ z Project Name: INS Building Sheet of 1 2 Job No. 2579 -44 Logged by: MGM Start Date: 1/29/03 Completion Date: 1/29/03 Boring No.: B -208 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: • � 16 80 78/11" 54 •• % ♦�♦ ♦���♦ ♦� ♦♦ :�: ♦ ♦ ♦ � ♦ ♦♦ �-- • ♦ ♦ ♦ ♦ • ♦♦ • SM Brown silty SAND, loose, moist (Fill) - household debris - carpet -no recovery (possible fill) - becomes medium dense - gravel or debris zone from 6' to 7.5' 1 — 2 3 4 — 5 6 — 7 8 ML Brown sandy SILT with gravel, very dense, moist - mottled - mottled 9 10 11 12 13 14 15 16 17 18 19 SM Brown silty SAND with gravel, very dense, moist - mostly small gravel, mottled - pockets of poorly graded sand i ,a►• P h. -i4k . 11 ���b � � 1 � 1� � � ID Ear Consultants Inc. G trclinICair„ IW m istsh rnvirOn nt,iticIrntisti Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 Dwn. GLS f Date Feb. 2003 Checked MGM Date 2/5/03 Plate A25 " Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmatinn nroeonfori nn fhic Inn Project Name: INS Building Sheet of 2 2 Job No. 2579 -44 Logged by: MGM Start Date: 1/29/03 Completion Date: 1 /29/03 Boring No.: 6-208 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piezometer FA Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol 57 100/4" SM Brown silty SAND with gravel, very dense, moist - seepage zone at 21.5' -moist to wet 21 22 23 ML Gray sandy SILT, very dense, moist -trace laminations -no recovery 24 25 26 27 28 J Boring terminated at 28.0 feet below oasting grade. Groundwater seepage encountered at 21.5 feet during drilling. Boring backfilled with bentonite and cuttings. d". 0». 44 l i 1 1 Earth Consultants Inc. : � JJ J � 1W 1r \ iff c4,0teCI1nICdI Nn8lne�t1 Grnk�yi;m & I nvI mental scientists Boring Log INS Building Tukwila, Washington Proj. No. 2579 -44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A26 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nffwmeaflnn nroaanfewl nn lhic Inn Project Name: S Sheet of Job No. L Logged by: D Date: T Test Pit No.: Excavation Contactor: G Ground Surface Elevation: Notes: General Notes ( W " " : $ t t �- a 0 0 S Surface Co Depth of Topsoil & Sod 3 "- 4 ": grass a 3 9 3 12.0 : • • S SM D Dark brown silty SAND with gravel, very loose, moist (Fill) 2- 3 _ _ - � && 4 . 5 4 SP -SM B Brown poorly graded SAND with silt, loose, moist 5 6 7— 4 1 10 4 Grades to brown poorly graded SAND, loose to medium dense, moist -trace small gravel p ?4 — SP -SM G Grades to brown poorly graded SAND with silt, medium dense, moist - contains 1"- 2" thick interbeds of silt, becomes moist to wet Test pit terminated at 15.5 feet below existing grade. No groundwater encountered during excavation. Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfewmetf,.%n nowaGntGd rn +hkk IM fwt,44 C' wfatP�?i .. Project Name: INS Building Sheet of 1 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -202 Excavation Contactor: NW Excavating Ground Surface Elevation: 92' Notes: General Notes W ( %) Graphic Symbol aid wes 43daa logw/s sosn Surface Conditions: Depth of Topsoil & Sod 2 "- 3 ": sparse grass 3.3 5.0 ')X ■ ■ ■ ■ ■ ■ ►�•♦ ■ ■ ■ ■ *s q .• e o ci • .:. 1 2 6 7 8 9 10 11 12 13 14 15 16 SM Dark brown silty SAND, very loose, moist (Fill) - contains abundant organic debris and trace plastic and metal debris SP -SM Brown poorly graded SAND with silt, loose, moist -11.7% fines - becomes medium dense, 2 "- 3" interbeds of silt o pQ O o o oao.o o ;o ■ ;o o ■ �.o >o SP Grades to brown poorly graded SAND, medium dense, moist Test pit terminated at 16.0 feet below existing grade. No groundwater encountered during excavation. //AL'. ( Ear 44h% �tl Pl �l� l � 1 i, li Earth Consultants Inc. G:cxc y,nlrjI Rn Gctob v ro(m nral ticlt:Mists Test Pit Log INS Building Tukwila, Washington Proj. No. 2579 -44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A28 " Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfs rmofinn nreconfai nn Shia Inn Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -203 Excavation Contactor: NW Excavating Ground Surface Elevation: 91' Notes: General Notes W ( %) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Sod 2 "- 3 ": sparse grass •• • �i�i� • �, .•it. • • - •�� .. *. .:: 1 2 3 4 5 6 SM Dark brown silty SAND, very loose, moist (Fill) - contains construction debris — SP -SM Brown poorly graded SAND with silt, loose to medium dense, moist Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during excavation. k .. �� 1 � $1. 44 I��r i�1) Earth In Gxxecli lnrah, 1. tits &FnvironmtntalScientist)i Test Pit Log INS Building Tukwila, Washington Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/2/03 I Plate A29 Test Pit Log Subsurface conditions depicted judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Inf1 m 4IM nrop/, }p/+ M 1hie IM esent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and Project Name: INS Building Sheet of 1 2 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -204 Excavation Contactor: NW Excavating Ground Surface Elevation: 104' Notes: General Notes W (° /,) . p In t o o "' cn cf - 5 S),;), Surface Conditions: Depth of Topsoil & Duff 2 "- 4" 1 U L :7 ■ ► 12.2 10.5 i i ►+++ ■ + + + ++ i +i + ► + ++ ■ + + + ++ ■ ► + ++ ■ ■ ► + + + + ■ : ML Gray SILT, medium dense to dense, moist (Fill) -trace gravel - contact dipping out of slope 5 V ■ ► +i +i + + o• �++ + ++ ►++ . o * i +i ++ ►+++ ■ o i +i +i+ S Brown silty SAND with gravel, dense, moist (Fill) - contains large asphalt debris - relatively flat contact 6 0 11 12 13 14 15 16 17 18 19 SM Reddish brown silty SAND, medium dense, moist - contains gravel -24.1% fines SM Reddish brown silty SAND with gravel, medium dense to dense, moist ,to' i l,. 44 ' ����i / �,�� � Earth Consultants Inc. 11 Ccxttc�tdatk-al nrcxt;.Ccolog% LS& i�vircNm■rnralticitmllscs Test Pit Log INS Building Tukwila, Washington Proj. No. 2579 -44 ( Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A30 " Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, madded by engineering tes ana and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmofinn nroconforl nn *tic Inn cu. Project Name: S Sheet of Job No. L Logged by: D Date: T Test Pit No.: Excavation Contactor: G Ground Surface Elevation: Notes: General W W IogwAS alydeJO Depth Ft. Sample IogwAs sosn 9.1 2 SM R Reddish brown silty SAND with gravel, medium dense to dense, moist 21 - 22 23 - Test pit terminated at 23.0 feet below existing grade. No groundwater encountered during excavation. • a Test Pit Log Subsurface conditions depicted r j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nfnrrnofinn nwconfnrl nn f hio Inn t our observations at the time and location of this exploratory hole modified by engineering tests, analysis and Project Name: INS Building Sheet of 1 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -205 Excavation Contactor: NW E* avating Ground Surface Elevation: 108' Notes: General Notes W ( %) 0 — o .8 �n „ o. o "' 3 w i Surface Conditions: Depth of Topsoil & Duff 2 "- 3" D. L 21.1 30.0 ■ � • •�i�i�i • �i�i� $�����• • � • • j�j� • ■ ■!i!i!i ► i�i�' . •���i • • ii �i • •�����. • • • • • •�����• ���� •.•. ∎,A • '..._4 ML Gray SILT, medium dense, moist (Fill) - contains abundant concrete, plastic and miscellaneous household debris ML Gray SILT, medium dense, moist (Fill) - pockets of dark brown organic silt 13 14 15 SM Reddish brown silty SAND, medium dense, moist (Possible Fill) Test pit terminated at 15.0 feet below existing grade. No groundwater encountered during excavation. . Pis • , 14i■ qlf;',110, ? 6 t i 1 Earth Consul ants Inc. Otoftcttnkal g InerAs,Groioglstom &f�rvi ,n nraiSiirntl:;tti Test Pit Log INS Building Tukwila, Washington w Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/2/03 I Plate A32 C Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering • tes s, an alysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmalinn nraeunlord nn hie Inn BIf.'t'v:v.•�"^. i E: xF.1.�c�.:S.�SS.:t�.dt:'_v%l��e .t ,14 • '.w6ti4:4144 • .......- rwrNrWYY.'MIyK r't�W ^' Nw..Wi+niYtdlxwww�.ayK tY Project Name: INS Building Sheet of 1 '1 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -206 Excavation Contactor: NW Excavating Ground Surface Elevation: 98' Notes: General Notes (tN - 6 Q 9 ( t w o i m m N o ? E. Surface Conditions: Depth of Topsoil & Duff 3 "- 4" 3 3 D. u I. L 7 22.6 9.2 ■ • i • •�i�i�i • o �����. �. SM Brown silty SAND with gravel, loose, moist (Fill) -trace miscellaneous household debris - plastic along contact 'ii ■i�ii ■ � �ii. �i�i�i � • • •� ■ • ����. � ��� � 'i 11111111 ML Dark brown sandy SILT, loose to medium dense, moist (Fill) - appears to be topsoil used as fill -trace plastic debris - abundant roots along contact 6 — s 10 12 — GM Gray silty GRAVEL, loose, moist (Fill) — S M Brown silty SAND with gravel, medium dense, moist (Fill) ML Reddish brown sandy SILT, medium dense, moist to wet 13 SM Brown silty SAND, medium dense, moist to wet - contains gravel 14 Test pit terminated at 14.0 feet below existing grade. No groundwater encountered during excavation. I do' , p■• 4ok . 3 �1 1 1111 ` I E Earth Consultants Inc. GcxxcxtmIcal Fi1BInt cab. G o4o 4s& FilvIromemil kitTnIl is Test Pit Log INS Building Tukwila, Washington 3 Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM Date 1/2/03 I Plate A33 Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis a nd judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of sninmmofinn nrocon /ori nn Ihic Inn Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -207 Excavation Contactor: NW Excavating Ground Surface Elevation: 88' Notes: General Notes W ( %) 0 o n 2O 0 L a , c ,x o '� a N o U n 0 al Surface Conditions: Depth of Topsoil & Duff 3 "- 4" a 5 0. 3 W y 8.3 19.7 000C �� ML Gray sandy SILT, medium dense, moist (Possible Fill) - highly fractured M 1 2 3 — 4 SM Reddish brown silty SAND with gravel, medium dense to dense, moist - contained large 3' x 4' boulder -30.4% fines 5 6 7 8 9 10 11 12 13 14 15 ML Brown SILT, dense, moist - massive - blocky Test pit terminated at 15.5 feet below existing grade. No groundwater encountered during excavation. a. t dAls �� rii 0. ,,,►V Earth Consultants Inc. lmwnrilSCIrn11SA 1iIP \ a ff Ccotecl,nk n al Pngln ;.G ologlsAhFirvtu, Test Pit Log INS Building Tukwila, Washington a. Proj. No. 2579 -44 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/2/03 I Plate A34 Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by eng tes ana ana j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of rvrnrmofir,n nroconforf nn fhlo Inn �tJ�: «'VS'�9LL *lrS•AA+icde <r{�; Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -208 Excavation Contactor: NW Excavating Ground Surface Elevation: 95' Notes: General Notes W ( % /,) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Duff 3 "- 4" 27.7 ML Mottled brown and gray SILT, medium dense, moist (Possible Colluvium) - highly fractured - appears disturbed -more intact at 3.5' - contains cobbles and boulders -very large boulder along contact 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ML Dark brown SILT with organics, medium dense, moist (Possible Colluvium) SM Gray silty SAND with gravel, medium dense, wet - contains angular silt clasts Test pit terminated at 17.0 feet below existing grade. No groundwater encountered during excavation. iu»'. Ear. , ,4►�� I �� n ii �� P �J �,� 1 J Earth Consultants Inc GeotecnnI ai Engines :, G-MagLtiA & Environmental ental Sale Uht+ Test Pit Log INS Building Tukwila, Washington i Proj. No. 2579 -44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A35 Test Pit Log nt our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of snfrwnmofinn nroconlori nn +hie 4,r, Subsurface conditions depicted NNino. •,.pis!.w.M.P+I' t°74�Y5!a§ m '..3 emero /i"u. rilttwtt, c. n.H, Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -209 Excavation Contactor: NW Excavating Ground Surface Elevation: 82' General Notes W ( %) Graphic Symbol Depth Ft. Sample loges /s sosn Surface Conditions: Depth of Topsoil & Sod 2 "- 3 ": sparse grass 10.8 :: ♦ • • •A+• 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 SM Dark brown silty SAND, loose, moist (Fill) - abundant large blocks of concrete and asphalt -trace wood debris — %% • ML Reddish brown SILT, medium dense, moist (Fill) — SM Brown silty SAND, medium dense, moist - contains pockets / interbeds of poorly graded sand and silt - buried pipe at 8.5' but appears to be in old trench line SP -SM Gray poorly graded SAND with silt and gravel, loose to medium dense, moist SM Brown silty SAND, medium dense, moist - contains interbeds of silty sand and poorly graded sand SP Brown poorly graded SAND, loose to medium dense, moist Test pit terminated at 16.0 feet below existing grade. No groundwater encountered during excavation. dA 0. , , V 1$11;;11,10, ,' ��1Gl i `, Earth Consultants Inc G:cxrdulk'al Fif$Ittrras, G-o10 1.5ts & InVlrrnmw n, )I icirnlhts Test Pit Log INS Building Tukwila, Washington Proj. No. 2579 -44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A36 1, cb 1— a Test Pit Log S ubsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of snfrvnfofinn nroconforl nn fhb, 4v+ Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by. MGM Date: 11/29/02 Test Pit No.: TP -210 Excavation Contactor: NW Excavating Ground Surface Elevation: 94' Notes: General Notes W ( %) Graphic Symbol aldweg id yidaa USCS Symbol Surface Conditions: Depth of Topsoil & Sod 2 "- 3 ": sparse grass 11.0 %% • • • 4 * ♦ t♦ 55 ��... ,. • • • :• • •• ML Brown SILT, loose, moist (Fill) s SM Reddish brown silty SAND with gravel, medium dense, moist (Fill) — 5 SP -SM Brown poorly graded SAND with silt, medium dense, moist Test pit terminated at 7.0 feet below ebsting grade. No groundwater encountered during excavation. Am' 40 + � ' Vi/ NIli pl. -ii►�. �, f / `u`I� Ea Consultants Inc. ` dunlral Pnglneti s.Go4ogiMs&EnvIronntentalSt - it- fists Test Pit Log INS Building Tukwila, Washington Checked MGM rDate 1/2/03 Plate A37 Proj. No. 2579 -44 Own. GLS I Date Jan. 2003 Test Pit Log I- U W 0. Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and Judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of snfrvnnofinn n►oconforf nn Shia Inn vurw I:�t.R1'aK Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -211 Excavation Contactor: NW Excavating Ground Surface Elevation: 98' Notes: General Notes W ( %) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Duff 3 "- 4" ■ ������ ■ ■ • • • ■ • ■ • • • ■ • i • • ■ • ■ • ! � ! �! .! ■ • � ■ �����. ■ ■ • ����! MOM ML Brown SILT with sand and gravel, loose, wet (Fill) 2 — 4 5 7 s 9 10 11 12 ML Blue gray SILT, medium dense, moist (Fill) - bricks in fill -large blocks of concrete — - concrete, garden hose in fill SM Brown silty SAND, medium dense, moist, pockets of poorly graded Test pit terminated at 12.0 feet below eAsting grade. No groundwater encountered during excavation. .��I o• 44 `� . q11)1;( � � � 1 Earth Consultants Inc If if \11 / Gcxttrdink al Fnglnrrm. G oloslua k FjMro mrx,rttal Sic.IrntL.1s Test Pit Log INS Building Tukwila, Washington Proj. No. 2579 -44 Dwn. GLS Date Jan. 2003 checked MGM Date 1/2/03 Plate A38 Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrrnolinn nrnann$ori nn *hie Inn . x�r.•ri., S « . .�,..arnustit��3.r �� �,6SL1°S Project Name: INS Building Sheet of 1 1 Job No. 2579 -44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -212 Excavation Contactor: NW Excavating Ground Surface Elevation: 70' Notes: General Notes W ( %) — n In d a }; IL' o " c ° n 5 Surface Conditions: Depth of Topsoil & Sod 2 "- 3 ": sparse grass 3 3 0 5 D. u 7 L 7 ♦♦ ...��� >..i 0 o:Q • . SM Dark brown silty SAND, very loose, moist (Fill) - concrete debris 2 SP -SM Brown poorly graded SAND with silt, loose, moist 4 Test pit terminated at 4.0 feet below existing grade. No groundwater encountered during excavation. 1 dAs p . 44f , � j l � ' l� 1i1 ��i � I Earth Consultants Inc. t / Cotrd -AEn tortriti,G:obelv5 &Erwi n*menmlticlrnlLtih: - T. T. Test Pit Log INS Building Tukwila, Washington w Prof. No. 2579 -44 1 I Dwn. GLS I Date Jan. 2003 Checked MGM I Date 1/2/03 I Plate A39 ", Test Pit Log t our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an judgment. They are not necessari yrepresentative of other times and locations. We cannot accept responsibility for the use or interpretation by others of mfrvm, firm rvmonfori nn fhi° IM Subsurface conditions depicted r Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: 8-101 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 128' Hole Completion: ❑ Monitoring Well ❑ Piezometer F7 Abandoned, sealed with bentonite General Notes F No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Gravel Parking Lot I 53/6" 18 ■ ��� o A o . • • • ■ A • ■ . I jj�7 ■ . ► i i . ►���j ■��j ►����� o � ����A o �����j �� �� j ■ �����j ►•�� I jjj7 ������4 ♦ ��4 • o 4 ►r����� ■ ■ SM (Crushed Rock Surface to 6 ") Brown to gray silty fine to medium SAND with gravel, loose, moist to wet (Fill) 1 — 4 7 8 — 9 11 12 13 14 16 17 18 19 ML Gray SILT or CLAY, medium dense, wet, medium plasticity (Fill) — — — — -- — '' i .Ps. A �1 1 � p gay, 4411. Earth Consultants Inc. N lor N vj'� GoosechnICal cni,Cvolooltilti &Fnvlmnnienr,IS(i ntlsr; Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate .A40 Boring Log Subsurface conditions depicted represent our observations at the time and loca Ion of this exploratory hole modifi ed by engineering tests, analysis and B j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnrmollnn nacon{orl nn fhlo Inn .140dtatttlN Ayt79tNak+, S{'.!'. 4S '.�eRtC+W.manNU .............., Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by; RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: 8-101 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 128' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W 06) No. Ft. Ft. Graphic Symbol Depth Ft. Sample USCS Symbol 20 66 �• ■ • •������ ■ - • � ������ • o ����• • • °������ $��� • • • o • ■ ������ • • . 21 . ' 23 • 24 25 . 26 27 • 28 • ' . 30 • 31 32 33 34 ML Gray SILT, medium dense, moist to wet (Fill) -some slight organics -shelby tube _ -gray silty sand, possible fill /native contact -- — — — ML Gray SILT, medium dense, moist (Native) 35 36 37 38 39 SM Brown silt SAND with occasional poorly y p y graded sand interbeds, dense, moist to wet . JO'. Kati- AI. $11,1 l r` o ' ,` Earth Consultants Inc \lig, c�;cxrd,nICal rnRmiS. oc;cwoetini & Fawlmnm nral musts Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS I Date April 2001 Checked RAC I Date 4/10/01 I Plate A41 Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and l udgm ent. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or Interpretation by others of r G,m,eNnn nracaniarl nn Ghia Inn Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: 6-101 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 128' Hole Completion: ❑ Monitoring Well ❑ Piezometer FA Abandoned, sealed with bentonite General Notes W (%) No. BI Ft • a g cn t n. 0 tL g USCS Symbol 5 3 i 5 2. i 9 SM Brown silty SAND grading to brown SILT, dense, moist to wet - possible groundwater seepage 41 42 43 44 24 ML Brown silty CLAY with silty sand interbeds, dense, moist to wet, trace organics 46 47 48 49 50 51 52 53 54 55 SM Gray silty SAND grading to plastic SILT /CLAY, dense, wet, with sandy interbeds • 27 50/4" 56 57 58 59 ML Brown SILT /CLAY dense, wet, grading to silty SAND, dense, moist to wet ' / IA is . • "th I 'i r` �,ff Earth Consultants Inc. 3 \ \IIJ /\if \cif GrXXKIITIKVI RigInecni, Gro4ogb : & FnNmnnknral5cirntlsr; J , Boring Log International Corporate Campus East Tukwila, Washington i 1 Prof. No. 2579 -31 Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate A42 Subsurface conditions deploted re went our observations at the time and location of this exploratory hole modified by engineering tests, analysis and Boring Log udgm ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others o nfnnwafinn nrnoonfad nn Ohio Inn ', ` ;:'�, ,l9,g6x} 5/�'.s t �'x Project Name: International Corporate Campus East Sheet of 4 4 Job No, 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: 13-101 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 128' Hole Completion: Well ❑ Piezometer with bentonite • Monitoring M Abandoned, sealed General Notes W (%) Blows Ft Graphic Symbol Depth Ft. Sample IogUJ S s3sn s i 9 e L 70 /6 1' 1 f 111 f SM Brown /gray silty SAND, very dense, moist to wet Boring terminated at 60.5 feet below existing grade. Groundwater seepage encountered at 40.0 feet during dnlling. Boring backfilled with cuttings and bentonite. 2 ,o a 3 �(�� If J � " 41,. v, Earth Consultants Inc. N;ir Q oatis hNcal FngInoms,C.colO51 &F.nvlmnnunrnlScltnnsts Boring Log International Corporate Campus East Tukwila, Washington Proj. No, 2579 -31 I Dwn. GLS i Date April 2001 Checked RAC I Date 4/10/01 I Plate A43 Boring Log Subsurface conditions depicted represent our observations at the time and loca on of this exploratory hole, m by eng tests, ana and and ' They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of in►maflnn nrooanfo'f nn Ghio Inn Project Name: International Corporate Campus East Sheet of 1 4 Job No, 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: B -102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Gravel Parking Lot 54 33 o • o ������ o o iii •�i�i�i ► . o •, • o . o . o . o ����• • • • • • • i!i!i 2 SM Gray black silty SAND with gravel (Fill) 8 1 0 11 i�iw • o •�i�i� ►• ��� •������ ■ ■ ■ ► � .�� 7 ■ 0 � � � � � � 4 • �����A • � � � � � 1, ■ ■ �����! ■ ■ � • ■ •�•� �� ■ • ML Green SILT /SAND, medium dense, moist -gray sand with silt 12 14 15 16 17 8 1 — — — - ,1 M. 44Iy )I r N`r��l a cxxr to c I rs, Earth C ons: is A u lt an vIrt t�xmrdl ts Sc InItI c. 1 6 J (',l G cx G ok (I Boring Log International Corporate Campus East Tukwila, Washington Proj, No. 2579 -31 I Dwn. GLS I Date April 2001 Checked RAC I Date 4/10/01 1 Plate A44 Boring Log Subsurface conditions depicted represent our observations at the time and loca Ion of this evloratory hole modified by engineering tests, analysis an � udgm ent. They are not necessarily representative of other times and locations. We cannot accept responslbllfty for the use or interpretation by others of nlnrmel(nn nroannlorl nn fief Inn Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: 13-102 Drilling Contactor: Associated Drilling Method: H SA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Plezometer .1 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Ft. Graphic Symbol Depth Ft. Sample USCS Symbol 14 is •� •i • • ■ A ■ . o . 0��� � . ► . � � � � � • ����� ••��� • • 0 ��� • • 0 . • A 0 ���• ������. ° ' • ■ • • 1 ■ . ����� • • ■ . ��� 4 . ■ ), 40 0 �1� . : 44 • • ■ 21 24 25 27 28 29 30 31 33 35 36 37 38 39 ML Gray sandy SILT with gravel, medium dense, moist to wet with trace organics ( -shelby tube sampler Y P - becomes stiff — — r — — — — --- -- — , u ", 4 0. -�4r,�, ` �w Earth Consultants Inc. �tI I) J 1 111 °cowltnica! Fnghitcts, Gc olost e & NIA rn nllenral bclentlntn Boring Log International Corporate Campus East Tukwila, Washington , I Proj. No. 2579 -31 I Dwn. GLS I Date April 2001 Checked RAC Date 4/10/01 Plate A45 5 C, 'Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis an idgm ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of I +4 n my:mania/4 nn Ihic Inn Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: B-102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Plezometer . Abandoned, sealed with bentonite General Notes W % N0 Blows Ft. L - ° E ge r 0. LL E ° 17, t 0 - ° 0 E m ci r i u 59 1. 9 • • 13 SM Gray silty SAND grading to sandy SILT, medium dense, moist with ocassional gravel (Native) - becomes brown silty sand, dense, moist to wet - becomes very dense 41 54 53/6" 60 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 ' 0 3 +1 i r i AO Earth Consultants Inc. CasSI ; k Fnvlmrnimral SClr 11603 'Vii N WI Ma Gokdinkal Fin ginMSco Boring Log International Corporate Campus East Tukwila, Washington C 1 Proj. No. 2579 -31 I Dwn. GLS I Date April 2001 Checked RAC 1 Date 4 /10/01 PlateA46 Siihr rnnditiens derided rebresent our observations at the time and location of this exploratory hole. modified by engineering tests, analysis and boring Log udlgm ent. They are not necessari y representative of other times and locations. We cannot accept responsibility for the use or interpretat on ers o ntnnnoflnn nrnonnferl nn Ghia Inn Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: B -102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite 4 Abandoned, sealed General Notes No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol P i 3 u 66 11111 I ML Brown SAND with silt, very dense, damp Boring terminated at 60.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. ,a► O. ,,tt ),, k e� +,ff Ear Consultants Inc. 3 10 N i I/ \u i I Growl mica! Fngln ec.s. Grab¢1M F FnNmnnxmral Scientists J . Boring Log International Corporate Campus East Tukwila, Washington G Proj. No. 2579 -31 Dwn. GLS I Date April 2001 Checked RAC I Date 4/10/01 Plate A47 Subsurface condfuons derided renresent our observations at the time and location of this exz loratory hole modified by engineering tests, analysis and _ `Boring Log j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others o ninnyeafinn nracon {arl nn {hie Inn .4246 44114,410,,. Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP -101 Excavation Contactor: Schwindt Ground Surface Elevation: 86' Notes: General Notes W (%) logwAs otydeip Depth Ft. Sample logwAs s3sn Surface Conditions: Graded Slope • tSP : J — • i�i — 2 3 s 7 8 9 10 11 12 13 14 15 16 17 Gray silty fine to medium SAND with gravel, loose to possibly medium dense, moist (Fill) -some sloughing of fill from 2:1 slope above — SM (Organic layer - Native Surface Horizon) Light brown silty fine to medium SAND with gravel, medium dense, moist to wet - becomes dense, increasing silt content — ML Light brown SILT, dense, moist • - increasing plasticity, hard Test pit terminated at 17.0 feet below e>dsting grade. No groundwater encountered during excavation. .u►•. (1,,(101 ; i �,111 . AI. Earth Consultants Inc. I Gomm-link-al Fn accts, CTo4ostus & Fnvlmnn enral it:mi t$ Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No, 2579 -31 Own. GLS I Date April 2001 Checked RAC Date 4/10/01 Plate A48 sTest Pit Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nfnrm.finn nreeonfo,l nn +hie Inn .'. 11: , .r' «?442,155 �.aSkY.N� 67nLw���iuni� 'Si ?Lkwj NF. ..v wy�1Nv Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP -102 Excavation Contactor: Schwindt Ground Surface Elevation: 92' Notes: General Notes W (%) IogwAS oiydelD aldweS ld wdaa USCS Symbol Surface Conditions: 1 2 s 4 5 6 7 8 s 10 11 12 SM Brown silty fine to medium SAND with gravel, medium dense to dense, moist (Till) - becomes dense to very dense, moist - becomes light brown to gray, very dense, moist -light seepage -6" standing water in bottom of hole after 90 minutes Test pit terminated at 12.0 feet below existing grade. Groundwater seepage encountered at 10.0 feet during excavation. •n ► $a , AI‘. Q �r rcl,nl -al Pnitnrr q11;;611.;$0 ot Ic. n; Gcok>s & l F.nvimnnxm ral scYrnh.�,r; Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate A49 `,Test Pit Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of n /nrrnnfinn rveeenferl nn file Inn .1 Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP -103 Excavation Contactor: Schwindt Ground Surface Elevation: 86' Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample logwAs sosn Surface Conditions: i jt ti ��i�i� • o�� j t t It j 4i . o ������ • • • o •���•�! • • ���! • • • +�� • • • • • • ■ • • o • • r o o ii �i ■ ��� ������i SM Gray to black silty fine to medium SAND, heavy organics, loose, moist (Fill) - organic layer- sticks and branches - continued fill, silty sand with considerable organics - loose, organics -large concrete fragments, 18 "x18 "x48" - continued gray fill, concrete rubble and organics -12" concrete storm line, possible light seepage, possible contact Test pit terminated at 19.5 feet below e�asting grade Groundwater exc seepage encountered at 18.0 feet during avation. 2 8 — 12 18 — — I d Kati, .����, t i/ t o l l (10, ,4„ Earth Consultants Inc. CcxxrdinicaI Fngint s. GMloglsin & FnNmnmcnmi Scicnnsn Test Pit Log International Corporate Campus East Tukwila, Washington 1 Proj. No. 2579 -31 I Dwn. GLS Date April 2001 Checked RAC 1 Date 4/10/01 Plate A50 % Test Pit Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis an udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfnrme +nn nrnaoninri nn fide Inn ... �.... wrwLKwS5k03W64L14UW %W'kNkpMV....... Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP -104 Excavation Contactor: Schwindt Ground Surface Elevation: 82' Notes: General Notes W (%) Ioqw /S oNdeiD Depth Ft. Sample USCS Symbol Surface Conditions: i i i i • •4•• _- " ` SM Light brown to gray silty fine to medium SAND, loose, moist (Fill) 1 2 ML Light brown SILT, medium dense to dense, moist (Native) -some gravel interbeds 3 4 5 6 7 8 s 10 11 12 13 14 15 16 17 18 ML Gray SILT and SILT with sand, dense to very dense, moist - - seepage at 10', light to moderate seepage - continued gray silt and sandy silt, very dense - increased plasticity, hard Test pit terminated at 18.0 feet below existing grade. Groundwater seepage encountered at 10.0 feet during excavation. . i ,a►._ i , ' v)/ pl. 440 � , \ Ifif \ f Earth Consultants Inc. Gcxtd Ink FngInex ys.CrcoglsnkFnvlmnnxmn+l s Test Pit Log International Corporate Campus East Tukwila, Washington 3 Proj. No. 2579 -31 I Dwn. GLS 1 Date April 2001 Checked RAC Date 4/10/01 Plate A51 ‘, Test Pit Log Subsurface conditions depicted represent our observations at the time and loca Ion of this exploratory hole modified by engineering tests, analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfn►rnhinn nracnnlard nn'hic Inn R•�RiU!ry '•.? Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP -105 Excavation Contactor: Schwindt Ground Surface Elevation: 66' Notes: General Notes W (96) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: - 1 F i s - SM Light brown silty fine to medium SAND with gravel, medium dense to dense, moist -very dense - till - difficult digging - continued very dense - till -very dense 1 2 3 4 5 6 7 8 9 10 11 12 Test pit terminated at 12.0 feet below existing grade. No groundwater encountered during excavation. i d dA p 411V a ,� na Earth C onsultants Inc. 3 � �rp N Irif N\ F/ Gcrorrcl ink Fnglnms .C430MSLus &FnNmnnknralSctrnn:;rs L Test Pit Log International Corporate Campus East Tukwila, Washington 3 Proj. No. 2579 -31 I Dwn. GLS J Date April 2001 Checked RAC Date 4/10/01 I Plate A52 Test Pit Log Subsurface conditions depicted represent our observations at the time and loca Ion of this exploratory hole, modified by eng t ests, ana an udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n /nrn,efnn nroconforf nn fklo Inn 4 F4It.= . • m raw. u. nn +e.......,v.+n'..•Iw'q +NN.aew+ nir:Ytik•�7 tl 1 }, d�lYl�wsl I Project Name: International Corporate Campus East Sheet of 1 2 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-1 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Plezometer ® Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: i i 22.0 14.6 25.3 16.0 15.9 15 21 ► • ������ .•.s, • • �����• ►'• • • o • • i ����i �!i!!i .,........1, ■ ���4 ►..i 1. ■ •• •• • • . 94 • A w, SM Brown to black silty fine to medium SAND, medium dense, moist (Fill) 2 3 ML Brown sandy SILT, medium dense, moist (Fill) 5 SM Brown silty fine to medium SAND, medium dense, moist (Fill) 8 ML Brown sandy SILT, medium dense, moist (Fill) - contains fine gravel 10 11 12 13 14 15 16 17 18 19 SM Brown silty fine to medium SAND, medium dense, moist to wet (Weathered Glacial Till) - becomes gray and wet, light seepage at 15' - becomes very dense aots oh, , al, � . I ,� �� Eart Consultants Inc. N . , iJ (II ' A i Cetx miln I Fnpinecam, G oloctLiss Fnvlmnnxnrnl Scaann n Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A53 Boring Log Subsurface conditions depicted represent our observations at the time and Iota ion of this exploratory hole modified by engineering tests, analysis an udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmofinn nrocanfori nn Hilo Inn Project Name: • S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor. D Drilling Method: • Sampling Method: Ground Surface Elevation: H Hole Completion: General W W N No. logwAs oiydeJo whiles 43da0 IoqwAs szsn LL =51 PL =25 1 9.1 S 50/5.5" ! 3 21 SM G Gray silty fine to medium SAND, very dense, moist (Glacial Till) 22 23 24 CH G Gray fat CLAY, hard, moist Boring terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 15.0 feet during dnlltng. Boring backfilled with bentonite and cuttings. NOTE: Elevations estimated from Site Plan provided by Client. • , .Boring Log judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of t:'. It. nfnema4inn nraean4or4 nn 41-tic In,, wo Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 • Boring No.: B-2 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer El Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: • 3 j i J 16.5 15.9 9.7 9.9 23 84 69 H N- N� N N� •• H• N N N. N ' ■ • s • • . SM Brown to black silty fine to medium SAND, medium dense, moist (Fill) • 1 2 3 — 4 s SM Brown silty fine SAND, medium dense, moist (Glacial Till) - mottled - medium dense to coarse grained sand with gravel, very dense -iron oxide stained - becomes gray fine grained sand with gravel 6 7 a 9 10 11 12 13 14 15 16 17 18 19 7 1 3 3 J g do,: �� \ )i Eil° 4%. 40 Earth Consultants Inc. � I1iikir6' � yinkalFnglrxc�s Gok>gLUskFnNrtxuixnral ;cirnhin Boring Log International Corporate Campus East Tukwila, Washington E Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A55 ,Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, ana and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfnm,aHnn nroconfo,l nn ►hic Inn Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer K1 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. : .8 - i C7 v� .c o. o it E cn in '6 ? E c4 LL =33 PL =23 PI =10 a I- n U W 12.7 20.2 19.5 21.7 38 34 60 IIII SM Gray silty fine SAND, dense, moist (Glacial Till) 21 ML Gray SILT, dense, moist • 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 CL Grades to gray lean CLAY, hard, moist - becomes very dense — -- 8 J 411. k e up AV 444 � ! Eart Consultants Inc. liff C`'m fink-al Fnenects, Cg:1)40ilsts & FnvImnmenra1:kit thn Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A56 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified try engineering tests, analysts and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfnrmotInn nr.conforl nn Ohio Inn Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: &2 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft . n .$ g to E. n ° " al USCS Symbol a S D. 3 u L 24.1 26.3 26.7 26.3 47 23 25 31 ML Gray SILT, dense, moist . - becomes medium dense - contains very fine grained sand laminations - becomes dense 41 42 43 44 46 47 48 49 50 51 52 53 54 55 56 57 58 59 9 ,e ��v: 44 + � �, 11` f 3 Wi J ( o iry E Consultants Inc. Ccottclinlral Fn01ftrI ;. Grc,bgltin k Fml rpm Itfl al k:lrritsts Boring Log rp East P I nternational Corporate Campus Tukwila, Washington i Pro). No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A57 • Boring Log Subsurface conditions depicted represent our observations at the time and iota on of this eploratory hole modified by englneenng tests, ana lysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ninrrnotfnn nroaontorl nn fkia Inn Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 Drilling Contactor: Gregory • Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (94) No. Blows Ft. Graphic Symbol Depth Ft. Sample log wAs sosn 3 7 u 1 L 25.1 25.9 22 32 ML Gray SILT, medium dense, moist - becomes dense 61 62 63 64 65 66 Boring terminated at 66.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. • D. `v 3 dos. p , 44k. �� r ' v , Old( J N VJ �kiw Earth Consultants Inc. Ccotrcymlral Fnpinrcas, Gco4081sts k Fnvlmnnxnrtl SCIerfIttiN Boring Log International Corporate Campus East Tukwila, Washington Proj, No. 2579 -31 1 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A58 .Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis an j udgment. They are not necessarily representative o other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnrmofinn nrocanfnrl nn ff+ic Inn Project Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor: D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: General W W B No. G Graphic Symbol Depth Ft. Sample loges /s sosn Surface Conditions: 3 3 1 16.0 • 8 � •� •• S SM G Gray silty fine to medium SAND, loose, moist (Fill) 4 — — 7 — — — - 15 ML G Gray SILT, dense, moist 2. < <<% i» 44h. B Boring Log Boring Log Subsurface conditions depicted represent our observations at the time and loca on of this exploratory hole modified by eng tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnmnalinn rvocnn toil nn Ihic Inn Project Name: International Corporate Campus East Sheet of 2 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Plezometer 0 Abandoned, sealed with bentonite General Notes a? No. Blows Ft. s - E T 0 co ., _ a v u- 0 In 1ogwAs szsn a 5 D. L 20.2 19.6 24.3 26.4 55 51 39 21 ML Gray SILT, very dense, moist - becomes dense - becomes medium dense 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 7 i .4' . 3 voi OW , �4■p +, \l \,0 Earth Consultants Inc. CcxrclinlralFnelnems,°cc ttsis r!... EnvImmen al ScItntLirs Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS Date Aug. 2000 Checked RAC L Date 8/15/00 PlateA60 .Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, ana lysis and j udgment. They are not necessarily representative o other times and locations. We cannot accept responsibility for the use or interpretation by others of nliwm-Ann nroeonforl nn Chia IM iL %n't &cit ..;7'eC:ia'ritiw 1*. ..,...: Project Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor. D Drilling Method: • S Sampling Method: Ground Surface Elevation: H Hole Completion: General W W N No. Graphic Symbol Depth Ft. Sample Iogw /s sosn 27.8 M 17 41 42 43 44 ML G Gray SILT, medium dense, moist 1 p', 4 4141V B Earth Consultants Inc. I Boring Log • Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnrrnofinn n►000n /orl nn Ski* inn Yti Project Name: International Corporate Campus East Sheet of 4 6 Job No, 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Plezometer M Abandoned, sealed with bentonite General Notes W �%) No. Blows Ft. .U- 6 ro E ei a a u' ° < E n u) 8 E Dcn n o 0 0. n 25.5 26.7 29.7 29.3 24 28 33 37 ML - Gray SILT, medium dense, moist • - becomes dense 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 78 79 i A CL Grades to gray lean CLAY, hard, moist . — CO 2 8 ,,, ►._ h. 4411. �ll elt }y` .,fr o/ NW, \W / Earth Consultants Inc. Gccxrctnk lsrs&FnvlmnuxenrnitidrnKin Boring Log International Corporate Campus East Tukwila, Washington a $ Pro) No. 2579 -31 Own. GLS Date Aug, 2000 Checked RAC Date 8/15/00 PlateA62 d Boring Log Subsurface conditions dep cted represent our observations at the time and Iota on of this e oratory hole m odified by engineering tests, analysis an J udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrrr,.afk n nrccenfori nn Olio Inn Project Name: International Corporate Campus East Sheet of 5 .6 Job No. 2579 -31 Logged by: VVRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer 0 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample IoqwAs sosn LL =33 PL =24 PI =11 3 Z J 26.4 35.2 30.1 7.9 30 26 38 5016" CL Gray lean CLAY, very stiff to hard, moist • - becomes very stiff - contains sand interbeds - becomes hard - containing silty sand layer 81 82 83 84 — 86 87 88 89 91 92 93 94 95 97 98 99 SM Grades to brown silty SAND, very dense, moist 9 ,u ►._ o��: - ‘ 3 Op ktiir I J R • Earth Consultants Inc. 0cm: clinical PngIne�c: �s,CTMost.n t% &Envrocnralticlrnrf Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 1 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A63 Boring Log pr Subsurface conditions dep represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, ana an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrrnafinn nroconfon nn /hlo Inn Project Name: International Corporate Campus East Sheet of 6 6 Job No. 2579 -31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: El Monitoring Well ❑ Piezometer with bentonite 0 Abandoned, sealed General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. ' Sample IoqwAS s -sn 3 3 2 u 80 . ° SP -SM Gray poorly graded SAND with silt, very dense, water bearing - medium grained sand 101 Boring terminated at 101.5 feet below existing grade. Groundwater seepage encountered at 100.0 feet during dnlling. Boring backfilled with bentonite and cuttings. ' , ,u ►• _ e + � 3 \\ • ���. , �4 t.. 4111 Earth Consultants Inc. % vy vi i °‚ calEnglne .Gtolo¢LVa &FnNmn nraltieirntbr.; Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A64 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by enginee tests, ana an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnrrn•Hnn rvocnn /nil nn lhic Inn Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 120' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. logwis oNdeJe Depth Ft. Sample IogWIs sosn Surface Conditions: 13.5 10.0 15.5 14.9 18.5 18 5 8 9 1; � 'V.V. ���� . • • • • • ������� ■ ■ � ����� . � . � . �: ������, ■ • • � ■ � • �� ■ •�����. ■ ►.AAA. 'i�i�i� • ' • ► ����� ���• • . •������ • • • • ■•••�� . • . ■ • . 'i' • • •���i ■ �i�i�i, ��i�i�i ■ ►,����: •�ii •���i I • i � �� • 2 8 10 11 12 14 15 17 • 19 GM Brown silty GRAVEL with sand, medium dense, moist to wet (Fill) SM Grades to black silty SAND, medium dense, moist (Fill) -trace brick fragments - contains asphalt, concrete and brick fragments - becomes loose, moist to wet -trace brick ML Gray sandy SILT, loose, wet (Fill) -light seepage at 10' -trace slag tailings — — SM Gray sandy SILT, loose, moist (Possible Fill) -trace small gravel — ,/) 1 • $11 . ./4q, i ,� r ,i I mu)/ N Itil `41 Earth Consultants Inc. GrOttcl mlcal Pnperm, Geologists' & Fnwmnll keel ticlrnnus Boring Log International Corporate Campus East Tukwila, Washington Pro). No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A65 'Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this eploratory hole, modified by engineering tests, analysis an idgm ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of fnnnafrnn nnueontorl nn Halo Inn +'?kM.J.tin14? +u+�rsit+?uwy*4 + nrr.ri,.rA..,q,tnrdx n;.o.M.Vi txxAt�Yfil!+'CS'E''ik"; Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: 8-4 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 120' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) Blows No. Ft. Graphic Symbol Depth Ft. Sample loy W/s s3sn 24.1 13.2 9 . 0 8.6 12.0 10 19 15 35 80 =0‹ H,: E 21 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 CL Grades to brown lean CLAY, medium stiff, wet (Possible Fill) ML Brown SILT with sand, loose to medium dense, moist (Possible Fill) -2" sand interbeds -trace gravel - mottled, wet _ ML Brown sandy SILT with gravel, medium dense, moist SM Grades to brown silty fine SAND, medium dense, moist -trace interbeds of poorly graded sand -26% fines -trace gravel, becomes dense -still pockets of poorly graded sand ML Grades to brown sandy SILT, very dense, moist -trace gravel -trace sand interbeds ,p►s. E d1k ' II)I of \1 ' W Earth Consultants Inc. GcxclmlralFngTnern +.G:ologLyr.; &FnvlmnnxnralSeim hA xr Boring Log International Corporate Campus East Tukwila, Washington Pro). No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A66 'Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole, modified by engineering tests, analysis and gment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of fnrmo{Inn nnacenlcil nn {hie Inn Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579-31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 120' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Not W % No. Blows Ft. Graphic Symbol aidwes 'IA tiida loquAs sosn 5.5 4.9 5.7 59 56 48 • ..„ 41 42 43 44 45 47 48 49 50 51 SP -SM Grades to brown poorly graded SAND with silt, wry dense, moist - becomes dense Boring terminated at 51.5 feet below existing grade. Groundwater seepage encountered at 10.0 feet below existing grade. Boring backfilled with bentonite and cuttings. .40. 0% AI. q i � � 9v/1'0 Earth Consultants Inc. liel f G o ostchnlca 'FnEgneai,Gc gtS1 Rawl mnInenralSctrnttst; Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A6 7 'Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an idArnent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of fnrwlInn 'woennfnd nn fhle Inn Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Plezometer 1 Abandoned, sealed with bentonite General Notes % No. Blows Ft. m E 6 a. iv W E 0 In 2 8 E C) Surface Conditions: 3 1 18.4 25.0 26.7 30.1 18.0 6 3 4 5 3 ,00 0000 C SM Brown silly SAND with gravel, loose, moist (Fill) • 1 . — 2 _ — 888 n�.Qr M 3 ML Brown SILT, loose, moist (Fill) -trace brick fragments (small) - becomes very loose -trace brick, plastic s — 6 — $ ML Mottled brown and gray SILT, very loose to loose, moist (Possible Colluvium) - contains roots - comprised of angular silt fragments in fine grained sandy silt matrix - becomes loose -trace organics (wood) - becomes very loose 10 11 12 13 14 15 16 17 18 19 ,iA►,. l't. 44 it. h ir��`,m Earth Consultants Inc. C ecxr clmkatPripet:: vs, GmingLUskFnvfnxinxnnUScittittus Boring Log International Corporate Campus East Tu kwila, Washington 1 Proj. No. 2579 -31 + Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 Plate A68 boring Log Subsurface conditions depicted represe nt our observations at the time an .. oca on o t his e hole, modified r y engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nfnrTn +inn nnaoonIwS nn Shia Inn 1 i i7.iSi�r�i.. `, � n.?Pw...�w '4 =.+ i "'F" wnTw«""'.6.64rn . . Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Piezometer 0. AbancSoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample IoqwAS sosn LL =29 PL =21 P1 =8 24.0 26.5 27.9 23.3 24.7 2 5 3 7 7 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 39 CL Gray lean CLAY, very soft to soft. moist to wet (Possible Colluvium) - comprised of small angular clay fragments in fine grained matrix - becomes medium stiff - becomes soft - contains 3, 1/4" sticks - mottled, trace organics, medium stiff — — ML Dark brown to black sandy SILT, loose, moist (Possible Coliuviurn) -trace organics, organic odor do.. � w / ( ii p. 444 //// l ? Earth Consultants Inc. ff ‘virp Gcorrd%nlral ENIne:cyr,. Grok sIsIs & FAVIRX1111Cnfal tictmtists Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn, GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A69 'Boring Log Subsurface conditions depleted represent our observations at the time and ioca ion of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n /nrrniHnn nroeonh arl nn Iklo Inn Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1► l Abandoned, sealed with bentonite Notes I No. Blows Ft. s - E 46 N n . . 1, ,i s ° g Co 8 E n v a 3 L I 18.3 33.8 6.3 5.1 6 SM Grades to greenish gray silty SAND, loose, wet (Possible Colluvium) -trace small gravel -small rootlets 41 42 43 44 11 45 ML Grades top mottled brown SILT, medium dense, wet - appears to be undisturbed 46 47 48 49 50 51 52 SM Brown silty SAND with gravel, dense to very dense, moist - contains gravel - becomes very dense 53 54 55 56 57 58 74 SM Grades to light brown silty SAND, very dense, moist -14% fines 59 . ,lP1'. ill , 1 8 w o f O. .,i►\, ,, If viw Earth Consultants Inc. Grxxecimic. FnEthierAs, Grolostits kFnvlmrtmmiralScientists Boring Log International Corporate Campus East Tukwila, Washington i 1 Proj. No. 2579 -31 I Own. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I PlateA70 Su bsurface conditions danicted reoresent our observations at the time and location of this edloratory hole. modified by engineering tests, analysis and _ Boring Log j udgment. They are not necessaril representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others o nlnrmoHnn nrncon}o,l nn lhlc Inn Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: MGM Start Date; 6/16/00 Completion Date: 6/16/00 Boring No.; B-5 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Plezometer with bentonite E4 Abandoned, sealed General Notes W ( % ) No. Blows Ft. Graphic i Symbol aidweg 43daa USCS Symbol is 5 7. i 4.1 61 SM Light brown silty SAND, very dense, moist 61 Boring terminated at 61.5 feet below existing grade. Groundwater seepage encountered at 40.0 feet during drilling. Boring backfilled with bentonite and cuttings. • i .n►' 0. ,Ak a ii i,ff Earth Consultants Inc. 3 m 0 / \ i \ �,iw Gerardmlcal Pnalnt r:a:. Geotostin a Environmental Scientists Boring Log International Corporate Campus East Tukwila, Washington 1 Proj. No. 2579 -31 Subsurface oondalonn dep+ded Dwn. GLS renresent our observations Date Aug. 2000 at the time and location Checked RAC of this exploratory hole Date 8/15/00 Plate A71 modified by engineering tests, analysis and boring Log iid They are not necessarily representative of other times and locations We cannot accept responsibility for the use or Interpretation by others o Inrrerotinn wuaonfuri nn thlo Inn Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W ( %) Bows Ft. Iogw /S olydewo Depth Ft. Sample IogwAs s3sn Surface Conditions: 1 10.3 14.1 14.5 15.0 26.8 10 5 5 3 14 • 1 2 3 4 5 6 7 SM Brown silty SAND with gravel, loose to medium dense, moist • 8 9 10 11 12 13 14 15 ML Brown sandy SILT, loose, moist - contains gravel - becomes dark brown, very loose • 16 17 18 19 ML Mottled brown SILT, medium dense, moist i l ,e... & P)' sh: 44 ( * 0 \ �y 11 Earth Consultants Inc. b / \ ri Ca:Ofrdt Frislnetris, CrxIiostils & Fnv1r nhl .nral Sclrnhg+ Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS I Date Aug. 2000 Checked RAC Date 8/15/00 Plate A72 Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnrrnofnn nroefontorl nn thief Inn a1 Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer 0 Abandoned, sealed with bentonite General Notes W o� Blows Ft. ° 2 '° E c7 cn 1 ` n . tL E a b U .S tq E LL =39 PL =26 P1 =13 5 o 0 w a 24.9 25.5 27.2 25.1 15 23 20 29 ML Mottled brown SILT, medium dense, moist - massive -trace vertical hairline fractures - becomes gray 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 // 36 37 39 CL Grades to gray lean CLAY, very stiff, moist trace fine sand laminations dipping at approximately 1 5 -20 _ degrees o c ry 8 J .,n._ pl. 44 i iy olfil Earth Consultants Inc. 10/ NIvy ,jw Cn:cxrclinlralFnRlni C o4oiltin&FnNmnnunrnitictrntltin Boring Log International Corporate Campus East Tukwila, Washington Pro]. No. 2579 -31 1 own. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 Plate A73 sand Boring Log Subsurface conditions depict ed represent our observations at the time and loca on of this e oratory hole modified by engineering tests, analyst j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n /nrrnottnn nroennlorl nn rhle In.. Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: 13-6 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer KA Abandoned, sealed with bentonite otes l ) No. Blows Ft. t— m cn I o m I D I LL =49 PL =24 PI =25 $ a 1 - 0 f, a. 28.2 24.6 25.9 3.2 29 41 CL Gray lean CLAY, very stiff, moist - massive, trace fractures - becomes hard -trace pockets of wet sand -trace vertical fractures, slickensides along fractures - becomes dark brown at 46', trace gravel 41 42 43 44 47 48 49 50 51 52 53 54 ML Grades to gray SILT, dense, moist to wet - massive 55 56 SM Grades to light brown silty fine SAND, very dense, moist -1/8" thick silt interbeds Boring terminated at 56.5 feet below existing grade. Groundwater seepage encountered at 45.0 feet during dnlling. Boring backfilled with bentonite and cuttings. dos AI: 4111. % $11 ` / 14' � Eart h 4 Consultants Inc. 8 f idll Ge :cxrct,nk-alFn Inr• els, C: nk ,¢LsnkFnvlmrink�nrnlScyrnn,7:+ Boring Log International Corporate Campus East Tukwila, Washington 1 Proj. No. 2579 -31 1 Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A74 c.. l�...... t . ..... .......1Ae.......I.,.J..4eu-1 re.veeen/ ne it nkcnnrmlinna of Chu lima and Inratinn nf fhlc avminralnry hnla mnrtincai by ennlneerina tests. analysis and Boring Log JYWVIIOK. JI,ue"v,w VGfI,V,GU e.. ..w,,, V ... ..................., ... S.,— ....._ _•._ •___ ._.. _. ...._ _.T._. —._., .._._ ...__..."'a — "v.. - —- j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnrtnafinn nnacnnforl nn fhlc Inn wwm. .n.r•.a .. r+; t? K! Mrn; �i7ktc4pS4514`4NLH?��911�5441i# .�� ..�snu�r,��sweww Project Name: International Corporate Campus East Sheet of 1 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: &7 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 70' Hole Completion: ❑ Monitoring Well ❑ Piezometer O Abandoned, sealed with bentonite General Notes W (o,%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: 15.1 11.9 10.1 10.9 11 28 62 15 78 :: H N • •• •• H • N 1 SM Dark brown silty SAND with gravel, loose, moist (Fill) • — 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 SM Brown silty SAND, medium dense, moist (Weathered Glacial Till) - contains small gravel SM Brown silty SAND with gravel, very dense, moist (Glacial Till) SM Grades to brown sandy SILT with gravel, medium dense, wet (Glacial Till) -no recovery - becomes very dense, moist dA II: 44h. i , yl , Earth Consultants Inc. m o, (i lif \�i Cccx rcllnk.al FnglnMS, Ccx� )Q1S k Fmlmnnlenral Sc Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A75 Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nlnnnaHnn nrucunl.l nn lhie Inn *VIA? 71RSptynvx Project Name: International Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-7 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 70' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W �%� No. Blows Ft. r a m E C7 en' 4 o d L.' E 0 to cn 8 E cn LL =30 PL =20 PI =10 0. U W a 9.6 9.5 18.7 41 78/10" ML Gray sandy SILT with gravel, dense, moist (Glacial Till) -light seepage at 25' - becomes brown, very dense 21 22 23 24 25 26 27 28 29 j �31-- 30 CL Grades to gray lean CLAY, hard, moist - massive, trace silt laminations Boring terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 15.0 and 25.0 feet during drilling. Boring backfilled with bentonite and cuttings. ,a E»• -u∎1. IOy�..ii o ll' N1 d \tal J 0 Earth Consultants Inc. inIcalFngfiMi.G rim &FnNmnmrnral,ctrncl, Boring Log International Corporate Campus East Tukwila, Washington Z 1 Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A76 Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, ana and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of n /nnn +inn nioennfod nn Ohio I.... Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B -8 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. IoqwAS 0iydeio aidweS '3A 43de0 IogwcS sosn Surface Conditions: 14.8 13.5 18.0 14.9 9.5 9 14 13 9 11 •� • • �� r ∎i �i� i o ���� . •�� . o o��. ►��� o . ����. • 1 i ■4 ■ • �� ����. • • $ • o 4 ° ■ ■ �� � ��� ■ ► 4 1 0 .•��• • ••�� •*���� � � ��. 4 . •� ! ���� �••�� •• ► • � � � � � • • � j�j� v 2 3 4 5 6 7 10 11 13 14 15 16 17 18 19 SM Dark brown silty SAND, loose, moist (Fill) -trace gravel - becomes black - contains organics and sandy silt layers - becomes dark gray, medium dense -trace organic debris -36% fines - becomes loose -trace wood - becomes medium dense -trace organics -trace brick, painted wood — — — — — — 1 »' i,1 . -1 %. ( o r ` iio wri 'if / `11 Earth Consultants Inc. Go a lnlcal Fngtnca Geologists & Fnvlmnx nenral Scientists Boring Log International Corporate Campus East Tukwila, Washington Prof. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A77 is 2 a 2 Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and gment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Inrrnefinn nroeenferl nn Hilo Inn Projed Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B -8 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: ❑ Monitoring Well ❑ Piezometer El Abandoned, sealed with bentonite General Notes W 06) No. ws BFt. Graphic Symbol Depth Ft. Sample USCS Symbol 14.0 14.8 14.1 5.8 13 21 ` • � ••• o • o �� ■ • ► • i� i � i � ■ • ■ • ■ ■ �� �� • i ii 2 6 . �� " • •��: . ! ���• 21 22 24 25 27 28 29 30 31 32 33 34 35 36 37 38 39 ML Dark gray sandy SILT, medium dense, most (Fill) -trace slag, small wood debris -large piece of wood in sampler — — SM Dark brown silty SAND, medium dense, moist (Fill) -trace glass debris (blue) — — -- SM Brown silty SAND, loose, moist -trace gravel, trace of wood (red) SM Grades to light brown silty SAND, medium dense, moist - contains small gravel - contains interbeds of poorly graded sand l p ► •I4 ` 1r wr/ N 1f!/ N Earth C o nsultants In Gt�Mrdlnlral Pnglnrcts. G rnlogl tir: k PawlrtH lX 11t, l ticlenti Boring Log Internationa Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A78 5 0, 2 t? 2 Boring Log nt our observations at the time and loca Ion of this exploratory hole, modified by engineering tests, analysis and � udgrn ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nf, rw, inn rvneonforl nn *do Inn Subsurface conditions depicted re Projed Name: S Sheet of Job No. L Logged by: S Start Date: C Completion Date: B Boring No.: Drilling Contactor: D Drilling Method: S Sampling Method: Ground Surface Elevation: H Hole Completion: . with bentonite Abandoned, sealed w General W W N No. IogwAS olydeio • Depth Ft. Sample logwAs sosn 6.2 ' 26 a ' . S SP -SM L Light brown poorly graded SAND with silt, medium dense, moist 41.0 ' Boring terminated at 41.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. "' p,. -/4 B Boring Log Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrma$Inn nrucun.0A nn *hie Inn Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Plezometer M Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample iogw /s s3sn Surface Conditions: l 12.7 15,3 21.1 24.0 3 20 11 9 • •• o o ► ii •• ����� . ► �i�i�i� ►iii . ����. , . • . • . ����. � �� . o • . • ����� SM Brown silty SAND, very loose to loose, moist (Fill) - becomes gray - contains abundant glass fragments 3 — 4 — SM Reddish brown silty SAND, medium dense, moist (Possible Fill) -trace gravel -trace wood debris -43% fines ►i i i o � �� o � ■ ■ • • � ����� o . ��� �. �• ► ���. �� �. � •�i�i�i ►���. • . • • . ���� o • • Le....: 10 11 12 13 14 15 16 17 18 19 — — — OH Dark brown organic SILT, loose, moist SM Gray silty SAND, loose, wet • ,,Ak• � 44q\ q +1 ,� Ear Consultants Inc. lV /(1 10 Gcxxc�cd% nKa1 Fngfilet ifi, Gc :ciogIst+hNMmnnu:nrnlSclrntlsr.: Boring Log International Corporate Campus East Tukwila, Washington 1 Proj. No. 2579 -31 own. GLS Date Aug. 2000 Checked RAC 1 Date 8/15/00 Plate A80 Boring Log Subsurface conditions depicted represent our observations at the time and location of this e>r�loratory hole, modified by enginee t ests, ana a n d J udgme nt. They are not necessarily esentative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nBnrmofInn nroccnforl nn fhlc Inn Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol aldwes id y ;dap logwAs szsn LL =15 PL =14 PI =1 28.1 16.9 19.9 28.8 7 1 22 24 ML Grades to mottled brown SILT with sand, loose, saturated - becomes gray, very loose, water bearing 21 22 23 24 25 26 SM Gray silty SAND, very loose, water bearing - becomes brown, medium dense -trace gravel -layer of gravel at approximately 31.5' - contains silt laminations 27 28 29 30 31 32 33 34 35 36 37 38 39 — ,P►• ' i 1 ' ' / (1. 44 I ` , j r ; 1 i Y ) h & F Consultants Inc. c r A n t c 1 mica! Engine ts, Gm4ogt nvin nI nral Scientists Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC 1 Date 8/15/00 I Plate A8 1. Boring Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole, modified by engineering tests, analysis an j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrm641nn rvneunkarl nn fklc Inn Project Name: International Corporate Campus East Sheet of 1 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite El Abandoned, sealed General Notes W (%) No. Blows Ft. logwAs oNdeJo Depth Ft. Sample logwAs szsn 15.6 29 ... a ' . .; SP -SM Brown poorly graded SAND with silt, medium dense, water bearing 41 Boring terminated at 41.5 feet below eAstin9 grade. Groundwater seepage encountered at 16.0 feet during dnlling. Boring backfilled with bentonite and cuttings. • • Jot. 01 'Ail% 1 i r�l' • ffl q / Earth Consultants Inc. °noted mlcal Wilms, G Isis k Frwlmnmenral Scientists Boring Log International Corporate Campus East Tukwila, Washington Pro). No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 r Plate A82 5 C, Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis an rn ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmaflnn nroconfnrl ro, fhle Inn Project Name: International Corporate Campus East • Sheet of 1 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-10 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer Ei Abandoned, sealed with bentonite General Notes No. Blows Ft. Graphic Symbol Depth Ft. Sample logwAs sosn Surface Conditions: - i i i i 12.6 11.2 10.7 24.2 20 32 64 30 . co W ML Brown sandy SILT with gravel, medium dense, moist (Possible Fill) 1 2 • • SM Brown silty SAND with gravel, medium dense, moist (Weathered Glacial Till) - becomes very dense (Glacial Till) • 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 ML Mottled brown SILT, medium dense to dense, moist i I .,A►•- I ��►, - ��►>�. ��` Yi si writ ( 1\ 1 rii Earth Consultants Inc. CcontclinIcal Fn ghxeati. C,cObgt.Sn k Env ronnxtnrfl:iclrntla Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 , Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A83 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of n /nrmofinn nrnaanlorl nn fhic Iry `YJ.A1v3i Protect Name: International Corporate Campus East Sheet of 2 2 Job No. 2579 -31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B -10 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: II Monitoring Well ❑ Piezometer 0 Abandoned, sealed with bentonite General I W �%) No. Blows Ft. s r ° E ( j c� t n v u. E O v> E > N LL =46 PL =24 P1=22 • 3 a 5 9 1 i . 29.3 23.6 24.8 14 24 31 7 j CL Gray lean CLAY, stiff, moist - massive 21 ^— 24 25 ML Grades to gray SILT, medium dense, moist -6" wet zone 26 27 28 29 30 31 Boring terminated at 31.5 feet below e>asting grade. Groundwater seepage encountered at 26.0 feet during dnlling. Boring backfilled with bentonite and cuttings. i n 9 ibis. � u e ,, , q». 444. a, NW, \,i Earth Consultants Inc. Ccxxrclinical Fn¢tn s, Cr:Mogttin & Fnvimntn nral k7enttws Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A84 Boring Log Subsurface conditions depicted represent our observations at the time and loca on of this a ploratory hole, m by eng tests, a nalys(s and judgment. ent They o arenot necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Inel ..........; ten., 4 N Protect Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Piezometer K4 Abandoned, sealed with bentonite General Notes O ) No. Blows Ft. t E 6 ai .c a v 1 % ° cn -6 E _ in Surface Conditions: LL =30 PL =19 PI =11 29.7 30.0 23.2 26.7 1 1 2 3 3 * : .� :* o � A ► i�ii�i ► � ������ •� . �� o t t t: GM Brown silty GRAVEL with sand, medium dense, moist (Fill), comprised of angular gravel ML Brown SILT, wry loose, moist (Possible Fill) . 3 % CL Brown lean CLAY, very soft, moist (Possible Coliuvium) - comprised of highly fractured angular clay fragments in silt / clay matrix - massive - becomes soft • -trace wood debris - appears disturbed, trace wood debris - appears disturbed, trace gravel, charred wood - becomes blue gray with pockets of brown -no gravel, trace organic stringers • 4 s 6 7 — 8 9 10 11 12 13 14 15 16 17 18 19 — - ,,, ►, i , 1 $� � ��►p II) Earth Consultants Inc. ff \1 GnoIrd UnlcalFngficc+s.G okigt'*&Fnvlmnnwnrnitictrntist; Boring Log International Corporate Campus East Tukwila, Washington 1 ProJ. No. 2579 -31 I Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A85 I d Boring Log Subsurface conditions depict ed represent our observations at the time an loca Io of this e o ratory hole modified by engineering tests, ana ysls an { udgm ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n /n►moHnn Iroconfnrt nn thlc Inn � ``ie,64+. tizie ti~.aC •'"• . 'ti *MN Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Plezometer El Abandoned, sealed with bentonite General Notes F No. Blows Ft. Graphic Symbol Depth Ft. Sample logwiS sosn LL =38 PL =26 PI =12 T J 29.8 11.1 24.4 20.7 2 68 45 4s j / CL Gray lean CLAY, very soft, moist to wet (Possible Colluvium) -becomes dark brown 21 24 25 26 27 28 29 SM Brown silty SAND with gravel, dense to very dense, moist 30 31 32 33 34 35 37 38 39 ML Grades to brown SILT, dense, moist - contains vertical laminations, iron oxide staining along laminations -light seepage in sand pocket at 35' - contains 114" thick vertical sand laminations -trace gravel ii k* E �� 44r,1,i l l Ir 3 W i l NI l if Ni liii Earth Consultants Inc. Gx HrcinIcalFngfiects,G trnkEnvtmnn�cntalScientists Boring Log International Corporate Campus East Tuk wila, Washington 1 Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A86 Boring Log Subsurface conditions depicted represent our observations at the time and location of this expl oratory hole modified by engineering tests, analysis an I ud9rn ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmaHnn rvooanfa.l nn Oda Inn ; t #i��Cr;�31iS2CYlrSs. Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Plezometer K.1 Abandoned, sealed with bentonite General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample IoqwAs sosn 3 a 5 9 a 12.6 9.0 73/10" 80 SM Brown silty SAND with gravel, very dense, moist - contains pockets of wet sand 41 42 43 44 45 • Boring terminated at 46.0 feet below existing grade. Groundwater seepage encountered at 35.0 feet during dnIling. Boring backfilled with bentonite and cuttings. ri a 3 do►•. I+� woi 0. ,I4 01.1 \III, \�r`�� Earth Consultants Inc. Gc:clrcl mica, Fngincrn;,G oitinl:FnvlronnxanralSclrntirs Boring Log International Corporate Campus East Tukwila, Washington 1 Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A Bbring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, m odifi ed by eng tests, a n a l y sis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnr, i. firm nroconforl nn fhlc Inn .. v.n+ h.I 0.Votrxnw,rtt :!rA.i 772+x+9' f Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-12 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer El Abandoned, sealed with bentonite General Notes (%) No Blows t E L a o 1 it (7 USCS Symbol _ Surface Conditions: 2.5" of Asphalt LL =34 PL =25 P1=9 a 5 0 3 L 1 20.7 19.0 26.9 26.9 26.5 1 3 2 6 2 : ♦♦ •��• • - - ML Brown SILT, wry loose, moist (Possible Fill) -trace gravel 1 2 3 4 ML • Mottled brown SILT, very loose, moist (Possible Colluvium) - mottled, no gravel - contains angular silt fragments in silt matrix -trace organic debris -some massive - becomes blue gray with pockets of greenish gray -trace small gravel 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 i ," X11. 4111% �i � it t rj, (k, / / ` i Earth Consultants Inc. j , , Gnorectmlral Fn¢Ine rn+. Cco400tirs & Environmental Scientists Boring Log International Corporate Campus East Tukwila, Washington Pro.. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by eng t ests, ana and J udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnnnn {Inn nroeonlorl nn lhla Inn Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-12 Drilling Contactor: Gregory Drilling Method: HSA Sampling SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W �%� No Blows Ft. L .o° >. o c L n a u m CT) uscs Symbol a 5 D. i 48.4 15.4 26.7 14.2 2 10 11 13 CL -ML Greenish gray lean CLAY, very soft, wet, massive, does not appear disturbed 21 ML Dark brown SILT with organics, very loose, moist 22 23 ML Mottled brown sandy SILT with gravel, very loose to loose - becomes loose to medium dense 24 25 26 27 28 29 30 31 32 33 ML Brown SILT, medium dense, moist - vertical laminations with iron oxide staining 34 35 SM Brown silty SAND with gravel, medium dense, wet -light seepage at 35' 36 37 38 39 ML Brown SILT, medium dense, moist - massive - contains gravel interbeds - contains cobbles di■•. 0. 444 li ��f 3 \lid / miw Earth Consultants Inc. Grkl eclm lralFng ineas .ocrokgls+,8 Env' mnnxnmltidrntW Boring Log International Corporate Campus East Tukwila, Washington 1 Proj. No. 2579 -31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 i Plate A89 Boring Log Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and J udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nl wmoflnn nraoonfrl nn Chia Inn ' zt + r �b , . n M ...row �*pe!' 7 SY%ib2C+dfN`1SF : iTYC itk taau' ^u'. Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-12 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite l Abandoned, sealed General Notes W ( %) No. Blows Ft. Graphic Symbol Depth Ft. Sample lo4WAs sosn • 1 i 16.5 ML Brown SILT, dense, wet - vertical laminations, trace gravel at 40.5', sand in tip 41 Boring terminated at 41.5 feet below existing grade. Groundwater seepage encountered at 35.0 feet during dnlling. Boring backfilled with bentonrte and cuttings. . . d» h .444 �, li, 7 / 11 Earth Consultants Inc. l o' ow// ,.0 Ccxxrclmlral Fnghx tw Gooiostsu h Fmlmnnxnral SdrMLsA Boring Log International Corporate Campus East Tukwila, Washington i Proj. No. 2579 -31 ( Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 [ Plate A90 Subsurface conditions decided represent our observations at the time and location of this exploratory hole modified by enolneerino tests. analysis and Boring Log e „ � nt..Th y are nnotn representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of r dgm .w,M .4u1atat M!7 :r 40VAM, Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Plezometer FA Abandoned, sealed with bentonite General Notes 00 No. `U - L v Ft. E a u Ft. (79 cn a logw /s s3sn Surface Conditions: Gravel Parking Area a 5 D. L 16.2 25.1 25.5 29.6 31.1 � ����4 � GM Brown silty GRAVEL, dense, moist (Fill) ■ • ► i ;9 ;4 ■ ML Brown SILT with sand, very loose, moist (Possible Fill) -trace small gravel �� • ... 3 • . ■ ■ • : �����. 2 2 2 5 ML Brown SILT, wry loose, moist to wet (Possible Colluvium) - comprised of angular silt fragments in silt matrix -trace organic debris - distinct iron oxide staining 6 e 9 10 11 12 13 14 2 IIIIIIII 15 ML Blue gray SILT, very loose, moist to wet, massive 16 17 18 19 ML Brown sandy SILT, very loose, moist - contains organic charred wood -trace small gravel a 8 dI s. iI +l ` o, $ h. 4411t■ 0 11 N i of \a6 Earth Consultants Inc. cronctinICalPn¢ mesa ;. Geologists &PnNmnmenralScientism Boring Log International Corporate Campus East Tukwila, Washington i 1 Proj. No. 2579 -31 I Own. GLS 1 Date Aug. 2000 Checked RAC Date 8/15/00 I Plate A91 Boring Log Subsurface conditions depict ed represe nt our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnmm8Hnn nrmon4ari nn +hie Inn Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Plezometer 4 Abandoned, sealed with bentonite General Notes W (3b) No. Blows Ft. Ft. Graphic Symbol aidwes '3d UidaQ USCS Symbol i i i f 1 5 21.2 13.9 10.0 9.1 31 13 76/10" 76/10" 46 21 22 23 24 SM Blue gray silty SAND with gravel, dense, moist to wet - recovered only small sample ML Grades to brown sandy SILT, medium dense, wet -trace small gravel 25 26 27 28 29 30 SM Grades to silty SAND with gravel, very dense, wet : : 31 32 33 SM Brown silty SAND, very dense, moist -trace gravel -thin silt interbeds, becomes dense -34% fines 35 37 38 39 3 I ',". pt. 44W OA n,f Earth Consultants Inc. `J/ \ � n vi ` I � GhcxrctmIcalPngln:nn Crnbglir .:hFnvlmnnxnr4l5clrntlsr:: Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I D Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 Plate A92 Boring Log Subsurface conditions depicted represent our observations at the time and location of this ora tory hole, modified by engineering tests, ana a j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfn►mshnn nnaeantarl nn +hie Inn Y #ts4lai:F+clwWctd'i`i • wtsa✓kvice+.t;tr+s.e«u Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Plezometer 0 Abandoned, sealed with bentonite General Notes F No. Blows Ft. logwAs Depth Ft. Sample 1ogwis sosn LL =56 PL =26 P1 =30 10.8 23.9 19.4 27.6 30 73 47 SM Light brown silty SAND, medium dense to dense, moist - contains silt and poorly graded sand interbed -trace gravel • • 41 42 43 44 46 CH Grades to brown fat CLAY, hard, moist (Older Colluvium) - highly fractured, comprised of angular clay fragments in silt / clay matrix -trace gravel -trace pockets of sand - becomes blue gray, massive at 50' - 51' - becomes brown, highly fractured - comprised of angular clay fragments in silt / clay matrix, some of the fragments contain laminations, others are massive - moderate seepage at 55' 47 49 50 51 52 53 54 55 — —y— — 56 57 58 59 ML Brown SILT, dense, moist - contains vertical interbed of saturated, poorly graded sand ,a►s. °. 441, 3 ql , � ., ,,, (j \A J Eart Consultants Inc. Gc:<mxilnk elv i,GcabsLtin Boring Log I nternational Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 Plate . A93 Boring Log nt our observations at the time and location of this exploratory hole, modified by en tests, a nalysis a nd j udgment. They are not necessari presentative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnrmallnn nnocon4ul nn +hie Inn Subsurface conditions depicted re • !. R"wvpekr,:r,+ u...n•e...w» +m.mX.+. fmiv'aM1a/t ii'AJ u �wwww, rsi�l�� Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579 -31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well r � , ldl Abandoned, sealed with bentonite I• Piezometer General Notes W CM No. B Ft. Ft. Graphic I Symbol J I Depth Ft. Sample IogwAs sosn 5' • a 5 3 L 6.9 51 ' ; . a 111 Ill ML Brown sandy SILT with gravel, very dense, moist •: SP -SM Brown poorly graded SAND with silt, wry dense, moist 61 y Boring terminated at 61.5 feet below existing grade. Groundwater seepage encountered at 55.0 feet during dnlling. Boring backfilled with bentonite and cuttings. 0. ,ep■•. 1 01. . 414 � , Earth Consultants Inc. $1: i \I , 11 , lr1� Grktec'f ink Fnghnec"G-ologL :kFnvlmnmentalScientL,n Boring Log International Corporate Campus East Tukwila, Washington 1 Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 plate A94 Boring Log Subsurface conditions depicted represent our observations at the time and location o this exploratory ho m by engineering tests, analysts and dgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of /nrmofnn nr000nl•or4 nn +hie Inn E�2 °w 3s .siixkkY ii G Project Name: Intemational Corporate Campus East Sheet of 1 Job No. 2579 -31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -1 Excavation Contactor: Client Provided Ground Surface Elevation: Notes: General Notes Graphic Symbol Depth Ft. Sample logwAs sosn Surface Conditions: Depth of Topsoil & Duff 6" i 9 U L 7 24.3 • *iii • • • %.. SM Brown silty fine to medium SAND with gravel, loose, moist (Fill) -roots at 2' -some 4" to 6" cobbles . 1 — 3 4 SM Light brown to gray silty fine to medium SAND with gravel, medium dense, moist to wet, mottled (Native) 5 6 • Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during excavation. fi „A". p1 44k \, � � ikhli \ dl ills Co nsultants I I rdullc alNista.. 2;. CrcNc¢L &FnNrtaxinxrtrfl`kYrrtrli+s . Test Pit Log Corporate Campus East International nte Tukwila, Washington $ Proj. No 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A95 • Test Pit Log Subsurface conditions depicted represent our observations at the time and loca on of this exploratory hole modified by engineering tests, analysts and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfnrmoflnn rvneonfo,4 nn /hie Inn Project Name: International Corporate Campus East Sheet of 1 1 Job No, 2579 -31 Logged by: RAC Date: 5/15/00 Test Pit No,: TP -2 Excavation Contactor: Client Provided • Ground Surface Elevation: Notes: General Notes W (%) 0 O :f= .a c9 c E n � L a, _ a Q u., o S CO Surface Conditions: W a . 18.0 • • • •� • ♦1♦ . %% • • ♦ 1 ♦ •** SM Gray silty fine to medium SAND with gravel, loose, moist to wet (Fill) - becomes wet, trace organic debris, branches - caving, asphalt fragments, branches 2 — — 4 SM Brown silty fine to medium .SAND with gravel, medium dense, moist to wet (Native) s 7 Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during excavation. 8 4' »._ f \( A� lip 0 44h v f Ai Earth Consultants Inc. \1 0, Nu mimk- n &, C g 3.:;& nNrm„,„„ iisk'Irn�,sn Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A96 S ub s u rface conditions depicted re resent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and , test Pit Log j udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others nfnmlo*Inn nroeonta l nn }hie Inn If g { , :' I. :snSti¢�ivAilit�LL1Y'Q5 ' J�X' ra: Y�. dG+ 1�f t�: r. li( �l�Iwv40wi1iu .IEl,J •• Project Name: International Corporate Campus East Sheet of 1 1 Job No, 2579 -31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -4 Excavation Contactor. Client Provided Ground Surface Elevation: Notes: General Notes W 06) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Duff 18 ": branches a 5 7 3 u 7 L 7 • ••� ... WV+ i. i�i� • %i ... •�.*� •�.,. ♦�♦ • 5 • A. A. TPSL Duff and roots to 18" • 1 - 2 '— SM Gray silty fine to medium SAND with gravel, loose, wet (Fill) - occasional wood debris -large concrete nibbles obstruction 4 — 5 — Test pit terminated at 6.5 feet below existing grade. No groundwater encountered during excavation. • L ,,n'- � A � i &W)' AV 441 vi , , � r \ If Furth Consultants Inc. Geew ilniCalFngtnrer ;.ccobgtus& FnNmnnknrallcymrlrs Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579 -31 I Dwn. GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A97 Test Pit Log Subsurface conditions depicted represent our observations at the time and loca on of this exploratory ho modified by engineering te sts, analysis and j udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfnrmaftnn nrueonforl nn fhb:: Inn Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -5 Excavation Contactor: Client Provided Ground Surface Elevation: Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Duff 6" 1 i 1 16.5 38.3 • ••ii �� *A+ iii •• ♦♦ . . ♦ • � •�i�i• • *4 *, • •_ •. SM Light brown silty fine to medium SAND with gravel, loose, moist to wet (Fill) . - increasing coarse sand, fill . 2 .— 6 ML Gray SILT, medium dense, moist, varved (Native) 7 8 9 r Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during excavation. ,u►•. i1 pl. 444. �� Earth C o nsult a nts mimic & Fnv kYrNlit� . Test Pit Log International Corporate Tukwila, Washington Proj, No. 2579 -31 Own. GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A98 Test Pit Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysts and I udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfnrrnvfinn nrcoonforf nn *de Inn Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579 -31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -6 Excavation Contactor: Client Provided Ground Surface Elevation: Notes: General Notes W ( %) Graphic Symbol aidweg 'id yodap USCS Symbol Surface Conditions: Depth of Topsoil & Duff 6" s s i ' . SM Light brown silty fine to medium SAND with gravel, loose, moist to wet - becomes medium dense.to dense, till like, near optimum - lightly coarse, mottled 2 4 s Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during excavation. ,u $4, "4 Ohl( i in0 4110 wr / N WV iF Earth Consultants Inc. CH,rrctrnlcal Pngtnrrtti, Crobstsnh nnvImnnx�nr,�l S,.Yrrnt1. m Test Pit Log International Corporate Campus East Tukwila, Washington 3 Proj. No. 2579 -31 Own. GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A99 Test Pit Log Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis an udgment, They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of n /nrrnofnn nroeontorl nn Hite Inn BORING NO. 101 Logged By AM 8/20/88 ELEV 73'± Date Graph CS Soil Description Depth Sample (N) Blows Ft ° (W) _ •• � 4 iti1u i i 11 i h i 1 : 1 1 i sm Black silty SAND, some medium gravel, damp, medium dense "fill" —� 5 - 10 - - "15 - - 8/23/88 II: ill I Z 12 11 9 . 33 29 46 75 6 18 12 15 23 20 25 qu2.25tsf i11tt:i:ttii ML Gray sandy SILT, trace clay and gravel, damp to moist, medium dense Pieces of logs coming up in cuttings " f i 11 " tli!i$11111 --$1 -- sm -- s Gray -brown silty SAND, trace fine gr and wood, moist to damp, medium g,__' Li1.1 "- - - - Brown fine SAND, some silt, damp; loose "fill" sm - -- Sp. SM Brown -gray mottled silty SAND, trace gravel, damp to moist, dense ------ - - ---- Grayish -brown fine SAND, some silt, wet, medium dense to dense Grayish brown fine SAND, some silt, wet, dense - becomes very dense — 20 _ —25 — If - _ —30 - _ —35 - . Continued 1 P . f J '�� + ► Earth Consultants Inc. . Geotechnical Engineering and Geology BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj, No2579 -13 I Date Sept' 88 Plate . A100 z w c4 2 00 ill (/) W u_ Q LU Z i ZI- L11 uj U C1 W W H0 -O w Z U= • Z Logged Date By BORING AM NO. 101 ELEV 73 '±- 8/20/88 Graph CS Soil Description Dept Sample (N) Blows Ft. CoW j v er.%% v ti� _ vi.« «.tip _ Sp SM Grayish brown fine SAND, some silt, wet,_ T 67 23 very dense —45 Gray to gray -brown fine SAND, wet, very _ I 70 22 dense —50 Yip Gray fine silty SAND, wet, very dense _ II: 91 32 —55 Gray fine to medium SAND, some SILT, _ [ 69 21 very dense - -60 - 91 21 Boring terminated at 64 feet below existing grade. Groundwater encountered at 28 feet during drilling. 3/4" PVC standpipe installed to bottom of boring. Lower 10 feet slotted. Boring backfilled with cuttings and capped with concrete.and locking monument. Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and Judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of Information presented on this log. BORING LOG l Earth EA MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON ' 1p;# Consultants Inc. Geotechnical Engineering and Geology Proj. No.2579 -13 1 Date Sept' 88 J Piate A101 1 BORING NO. .._ Logged By AM ELEV 118'± Date 8/20/88 Graph CS CS Description Depth Sample (N) Blows Ft. � v +! �� hiii: i:ii1iiitL : ••4 ' +4i � +• + •! .+ i'• • A D i• +• + . .+++ � !• P +�.� +..� +� t + + + ' • •••• ++ + Ii4i:tiJI1 : i: i I i iI i I f i 1 _ : : i + • i 04 � -2 • �+, 4+� A0 4W44 +.+.• ".4������ O + + +•••+'+• +•i i❖+ .++.. . .++•. +•++! ,++. ++ ; ; sBlack ML . sm sp si lty SAND, some gravel, trace black lass materia dr g y y, medium dense fill Gray -blue sandy SILT, trac e wood chunks, moist, medium dense "fill" Black silty SAND, trace gravel and green fine SAND, moist, medium dense " f i ll " B lack .sandy SILT, trace gravel and organics, damp to moist, loose "fill" Black to brown silty SAND, trace glassy material and wood fragments, damp to moist, loose "fill" Tan fine SAND, trace silt, dry to damp, dense - 5 - — 10 - - -.15 - 0 _ _ _ —25 - - _ - Z J 1 13 14 8 6 48 11 19 18 20 20 8 Continued #.I { % //`` I ` • /, �' + i i \ Earth Consultants Inc• Geotechnical Engineering and Geology BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No2579 - 13 Date Sept' 88 Plate A102 Logged Date BORING By AM NO. 102 ELEV 118'± 8/20/88 Graph CS Soil Description � pth Sample (N) Blows Ft. (oW ) ;;: :•, sp Gray fine SAND and silty SAND ._ – ';;;;;:;';; sm damp, medium dense – 30 16 • •,'' sm Brown silty fine SAND with thin silt – ' ,. lenses, moist, dense – 3 19 sp Gray fine SAND, damp, dense — 45 – _ 48 8 --- 50 _ ifi 43 8 -- :..,.:...:. T 53 8 Boring terminated at 59 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with cuttings and bentonite cap. Subsurface conditions depicted represeht our observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and Judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of . Information presented on this log. BORING LOG Erh EAST MARGINAL WAY CORPORATE PARK �1)ii)111 ltants Inc. KING COUNTY, WASHINGTON • G eotechnical Engineering and Geology Proj. No.2579 -13 Date Sept' 88 Plate A103 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ;1— W J U 00 N o, CO 111 J • u_ W D u. co I d W APPENDIX B z i — t— 0 z. LABORATORY TESTING RESULTS ? Q E- 2579 -44 0 - o � w • w ` I— lk o ..z W • = O I— Earth Consultants, Inc. ..,..!,.. w,., is�;;:; �C, N`. i 'r:t�';�NA�' »5'•.',x:.,w..l „!:: i�:, �, r•.�� .��': �:S{; z H __ rt CD rt G O D w H Z H c-) { O N �.y m co r Z H- rt D CPQ rt C to O Pa Cn sr cn tri co rt i KEY SIEVE ANALYSIS SIZE OF OPENING IN INCHES 1 NUMBER OF MESH PER INCH. U.S. STANDARD N 100 90 80 m m 70 Z m_ 60 Z m 50 07 40 m G) 30 20 10 03 O 0 0 • ID CO C O r- • 7 --d l U \} 0 00 0 M N 0 0 R7 CO c 0 N 0 CO tD . t.7 N 00 fD Q M N GRAIN SIZE IN MILLIMETERS C V, c h N O O O N O O O O O O O O e- 00 (O • 0 0 O O O 0 CO 0 0 0 0 0 0 O O 0 N 0 0 F COARSE 1 FINE 1 COARSE I MEDIUM I FINE 1 1 COBBLES GRAVEL SAND FINES i 10 20 30 40 50 60 70 80 90 10 0 O 0 Boring or Test Pit No. TP -201 TP -202 DEPTH (ft.) 2 4 US CS SM SP —SM DESCRIPTION Dark brown silty SAND with gravel Brown poorly graded SAND with silt HYDROMETER ANALYSIS I GRAIN SIZE IN MM Moisture Content ( %) 12 3.3 LL 1 PL NOTICE: IF THE IT IS DUE TO THE QUALITY N THIS NOTICE ITY OF THE DOCUMENT. O 1.00' N Z00' N J E00 Z �bo0' Q z 900' W N 800 W Z LO' g a ZO' >- £0' = b0' 90' o0Z tx. Q • OOL y 08 y 09 D 09 v Ob Z cc of Z OZ us 9L U. • OL C. 8 >' Q z LU tit LU w 8/E co Z • Z�l 8 i • 4 z L b/ ww E o . O Z LL 0 w C N C7) 9 ZL 0 0 0 0 Cr) 0 N 0 co PERCENT COARSER BY WEIGHT 0 0 0 0 ID 0 to O co 0 d' O 0 M PERCENT FINER BY WEIGHT O co O 0 O 0 I I Q i f A I 0 r- 100' Z00' COO' b00' 900' 800' LO' ZO' CO' b0• 90' 80' L' CC LLL Z' • J 2 9' Z 8' w L co) Z Q Z a E b 9 8 OL 0Z OE Ob 09 08 001. 00Z OOE w _ z LL w Z U- O z 5 < D N 0 w S w rn cc Q 0 0 W 3.I CO O U Earth Consultants Inc. Geotechnlcal Engineers. Geologists & Environmental Scientists -I 0. -I V Cn 1— -. o $ } W 3 O W C/) crl GRAIN SIZE ANALYSES In Corporate Campus East Tukwila, Washington Pro). No2579 -44I Drwn. GLS I Date Jan. 2003I Checked RAC I Date 1/3/03 [ Plate B2 Z W W_ N w x U z_ Z_ Z z w a 0 (L 0 w N N L00 0 91 0 I- 0 N Proj. No.2579 -31 Drwn. GLS PERCENT COARSER BY WEIGHT 0 M 0 i 0 0 41 0 co 0 Q 0 n 0 C1 PERCENT FINER BY WEIGHT Earth Consultants inc. ( 1r I ., 0""fiiik I Iinginorrs, c; )k);i' s & I:IWIpHUlWIll lI S(I i(ui ,„ • 0 (p 5 W C C. c t 1 CC I . o�� ac.uaaov ie33 I Zi p; NIIIiiI IIIII III IIIIIIIIII ii Ii iii!Hift!iiiiIiIIIi o .. • � gip sn �imn�a�l6i O AAi91i� • OE oz ,� ir�... mmiieY�ii��s Ob i i ' w iiIIamiIIII ZL 0 m 0 N 0 0 0 0 L 00 Z00' E00' 000 900' 800' L0• Z0• CO' 00• 90• 80' l' cC Z' F- w E ' 9' Z' 8' w L N z c E 9 OL 0Z OE 017 09 08 00 l 00Z 00 w z IL 0 w w CC 0 U w rn cC 0 U 0 z (n w J m m 0 U J 0. J J F- --- O- 4.; w � a `oz , r C eL O in m >. w Date Aug . 20001 Checked RAC I Date 8/15/00 O --I rn Q1 u1 Cr) 0 Iq rA O ul (n Ln u1 ul b Pq Pq P4 • O 4 0 GRAIN SIZE ANALYSES International Corporate Campus East Tukwila, Washington Plate B3 Z W r ,J O O 0 N o W= F � LL w L¢ _ d W Z = ZO W W U� O — O H W W I-U • � z U= 0 z C) CD r) CD C. C) rt ri W rt H w o • W w I- w C) ., 0 n fu O 0) n x>v rt • CD I7 Q rt 0 o w rn w 0 rr SIEVE ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD 100 90 80 m C") 70 Z -4 'I7 60 z m 50 cD 40 m G) 30 20 10 csizr v03 N W D a M N 7- .- c+) u) co IIl 1 L • ill 1 \ • O O N 0 0 0 0 U0 W 0 0 0 V M N 0 00 ED 03 0 O I- 0 C.) 0 0 co 0 O r— V M N r W ID Q CI N 7 O O GRAIN SIZE IN MILLIMETERS . 0 U3 O 0 0 0 O O O r O O O O O O O O O 0 0 0 0 0 0 0 0 0 N O O N O O O O 0 COBBLES COARSE 1 FINE GRAVEL COARSE 1 MEDIUM FINE SAND FINES 10 20 30 40 50 60 70 80 90 100 O O KEY O O • Boring or Test Pit No. B -9 B -13 B -15 B -16 DEPTH (ft.) 10 35 30 2.5 USCS SM SM SP -SM SM DESCRIPTION Reddish brown silty SAND Brown silty SAND Brown poorly graded SAND with silt and gravel Gray silty SAND HYDROMETER ANALYSIS l GRAIN SIZE IN MM Moisture Content ( %) LL PL NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Key Boring/ Test Pit Depth (ft) Soil Classification USCS L.L. P.L. P1. Natural Water Content • • • 0 4 0 B -5 20 Gray lean CLAY CL 29 21 8 24.0 B -6 20 Brown SILT ML 39 26 13 24.9 B -6 45 Dark brown lean CLAY CL 49 24 25 24.6 B -7 30 Gray lean CLAY CL 20 30 10 18.7 B -9 25 Gray SILT with sand ML 15 14 1 16.9 B -10 20 Gray lean CLAY CL 46 24 22 29.3 100 80 x 60 w 0 z 20 0 CL- ML A 0 • @we `--- A -Line 20 40 LIQUID LIMIT 60 80 1 00 Earth Consultants Inc. Geotednnical Engineers, Geologists & Environmental Scientists Atterberg Limits Test Data International Corporate Campus East Tukwila, Washington Proj. No.2579 -31 Date Aug . 2000 Plate B5 Key Boring/ Test Pit Depth (ft) Soil Classification USCS L.L. P.L. P I. Natural Water Content • • ■ 0 4 B -11 10 Brown lean CLAY CL 30 19 11 23.2 B -11 30 Brown SILT ML 38 26 12 24.4 B -12 15 Blue gray SILT ML 34 25 9 26.5 B -13 50 Blue gray fat CLAY CH 56 26 30 19.4 B -14 40 Dark gray silty CLAY CL -ML 29 22 7 40.9 w c z 100 80 x 60 20 LIQUID LIMIT 0 Earth Consultants Inc. Geotechnlcal Engineers. Geologists & Environmental Scientists Atterberg Limits Test Data International Corporate Campus East Tukwila, Washington Proj. No. 2579 -311 Date Aug.2000 !Plate .B6 '��11wST�'fmfata�r*.tnn�+' roe +�M�actx.IN?t`FiA'r'a�t ti t", S � v �G a4 h . ' k S."'ib } a� r : 4 '' :. � , �E r S . ' '.'+,.14 "--- A -Line 0 • @o0I ■ CL-ML 0 a a i 2n 40 60 8n IC w c z 100 80 x 60 20 LIQUID LIMIT 0 Earth Consultants Inc. Geotechnlcal Engineers. Geologists & Environmental Scientists Atterberg Limits Test Data International Corporate Campus East Tukwila, Washington Proj. No. 2579 -311 Date Aug.2000 !Plate .B6 '��11wST�'fmfata�r*.tnn�+' roe +�M�actx.IN?t`FiA'r'a�t ti t", S � v �G a4 h . ' k S."'ib } a� r : 4 '' :. � , �E r S . ' '.'+,.14 6 Copies Reviewed by: Scott D. Dinkleman, CEG Associate Engineering Geologist DISTRIBUTION E- 2579 -44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. Ralph Hagler Earth Consultants, Inc. z _� w re 6 00 U) o J = w u_ Q = a �.w z = F- O • w 0- O E- W • w . L .. w U= 0 ~ z '• W:,;:+, r. s:' »o DEPARTMENT OF HOMELAND - MPtAG I C Kaaci SECURITY °R'‘ I� P41 SEATTLE DISTRICT OFFICE W - ritS Pu c.Pvmo� �"• (�- 1 cT '� a3 � z$ . i COPY °6m F-b OTIA '`Au- SURFACE WATER TECHNICAL M t i PaLacNl INFORMATION REPORT kpok O CI 2 9 200 � tLU SABEY CORPORATION 12201 TUKWILA INTERNATIONAL BLVD., 4TH FLOOR SEATTLE, WASHINGTON 98168 (206) -281 -8700 RECEIVED KWILA CITY OF SEp 1 B 20 pERMIT CENTER Prepared for: .4 � 13T _ C i ' P 1' .. • Prepared by: DAVID EVANS AND ASSOCIATES, INC. 1620 W. Marine View Drive Everett, WA 98201 425- 259 -4099 DASC0000 -0021 o a 0 � ' lI DAVID EVANS AND ASSOCIATES I N C. Revised on: June 3, 2003 E3-2'j3 DAVID EVANS AND ASSOCIATES, INC. June 2003 TABLE OF CONTENTS I N C.. SECTION 1 Project Overview 1 Existing Drainage System and Problems 1 Proposed Drainage System 1 SECTION 2 Conditions and Requirements Summary 7 SECTION 3 Off -Site Analysis 11 Study Area Definition 11 Upstream Analysi 11 Level 1 Downstream Analysis 11 SECTION 4 Flow Control & Water Quality Facility Analysis and Design 14 Site Hydrology (Parts A & B) 14 Part A - Existing Site Hydrology 14 Part B - Developed Site Hydrology 14 Part C - Performance Standards 15 Part D - Flow Control System 15 Water Quality 16 SECTION 5 Conveyance System Analysis and Design 19 SECTION 6 Special Reports and Studies 20 SECTION 7 Other Permits 21 SECTION 8 TESC Analysis and Design 22 SECTION 9 Maintenance and Operations Manual 23 APPENDIX A — ON -SITE WATER QUANTITY CALCULATIONS 36 APPENDIX B — ON -SITE WATER QUALITY CALCULATIONS 55 APPENDIX C — CONVEYANCE CALCULATIONS 58 d: \work \d\dasc002I -ins\r 03_0528 rail' tukw fir final.doc Sabey — INS Building Surface Water Technical Information Report DAVID EVANS AND ASSOCIATES, INC. June 2003 List of Figures Figure 1 - Technical Information Report Worksheet 2 Figure 2 - Vicinity Map 6 Figure 3 — Major Drainage Basins 9 Figure 4 — Riverton Creek Sub - basins 10 Figure 5 — Downstream Analysis Map 13 Figure 6 - North Basin Map Pocket Flap Figure 6a - North Basin Conveyance Map .Pocket Flap Figure 7 — South Basin Map 17 Figure 7a — South Basin Conveyance Map 18 List of Tables Table 4.1 --North Basin Area Tabulations 15 Table 4.2 — South Basin Area Tabulations 15 Table 4.3 — North Basin On -site Peak Flows From KCRTS 15 Table 4.4 — South Basin On -site Peak Flows From KCRTS 15 ii N (:. d: \work \d \dasc0021 -ins\r 03_0528 rmf tukw tir final.doc Sabey — INS Building Surface Water Technical Information Report Aiy.L:r l��a;;+'.YSI,:.ti a«i�.t'. _.. z w 6 00 J 1- � w { • 1 O Y ; 0 I— W 0 L 0 W z UN 0 z An office building for the Immigration and Naturalization Service, a parking garage, uncovered parking, and two access driveways are proposed. Detention and water quality standards will be met for stormwater runoff, with the provision of a wet pond and wet vault designed in accordance with current King County requirements as found in the 1998 King County Surface Water Design Manual (KCSWDM). EXISTING DRAINAGE SYSTEM AND PROBLEMS The site lies along the eastern margin of Highway 99, west of Riverton Creek and south of the Metro Maintenance Facility. A portion of the site is currently used as a temporary parking and trailer space, with the remaining area forested with conifers and mixed brush. Moderate slopes are located along much of the area to be developed. Soils are classified as Alderwood series. The site lies within the Fostoria drainage basin. There are no significant drainage features within the proposed development area. The west tributary of Riverton Creek is located at the base of the proposed development. The creek is a Class 2 stream as identified by the KC Sensitive Areas Folio. Drainage from a portion of Highway 99 discharges through the site, and into Riverton Creek. The lower reach of Riverton Creek is near enough to the Duwamish River to experience tidal influence. PROPOSED DRAINAGE SYSTEM The construction of a multi -story office building is proposed. Detention facilities Will be designed in accordance with the 1998 King County Surface Water Design Manual. Level 1 flow control will mitigate for increased runoff rates resulting from site development. Water quality will be provided for all pollution generating pervious and impervious surfaces. The proposed drainage system has been designed to meet the requirements set forth in the King County 1998 Surface Water Design Manual, adopted by the City of Tukwila. DAVID EVANS AND ASSOCIATES, INC. June 2003 SECTION 1 PROJECT OVERVIEW I N C. d: \work \dUlasc002I -ins\r 03_0528 rmf tukw tir final.doc Sabey — INS Building Surface Water Technical Information Report ,...�Si �i�J: i�l.+. �" iiG't�:.i5siiu.�? °t3:s';l::r . ai�e•r '•m'4 •. +;J Figure 1 - Technical Information Report Worksheet King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Project Owner Sabey Corporation Address 12201 Tukwila International Blvd. Phone (206)- 281 -8700 Project Engineer Errol Garr Company David Evans and Associates Address /Phone 1620 W Marine View Dr, Everett, WA (425) - 259 -4099 aFt.3:'..:TYPE OF PERMIT • tPP.LICATION ❑ Subdivision ❑ Short Subdivision ❑ Grading it Commercial X Other Utility and R/W use Permits ' art ' 2' PROJECT LOCATION' AND DESCRIPTION , '. Project Name INS Building Seattle District Location Township 23N Range 4E _ Section Portions of 9 and 10 _ Part4. OTHER REVIEVWlS AND. P, E ❑ DFW HPA ❑ COE 404 ❑ DOE Dam Safety ❑ FEMA Floodplain ❑ COE Wetlands ❑ Shoreline Management • Rockery Structural Vaults ❑ Other Part 5 "SITE AND DRAINAGE BASIN Community Riverton Creek — City of Tukwila Drainage Basin Riverton Creek Drainage Basin DAVID EVANS AND ASSOCIATES, INC. June 2003 N (:. d: \work \d \dasc002 ( -ins\r 03_0528 rmf tukw tir Gnal.doc Sabey — INS Building Surface Water Technical Information Report. POW 1 N . Part CHARACi O River gl Stream izmago&S O Critical Stream Reach LI Depressions/Swales 0 Lake O Steep Slopes LI Floodplain [14 Wetlands O Seeps/Springs O High Groundwater Table 0 Groundwater Recharge O Other Part 7. s. SOILS Soil Type ALDERWOOD GSL Slopes 6-15% 0 Additional Sheets Attached Erosion Potential Slight-Moderate Erosive Velocities 2.5fps Pat 8 DEVELOPMENT LIMITATIONS • • . • " ' REFERENCE O Ch. 4 — Downstream Analysis LI O Additional Sheets Attached LIMITATION/SITE CONSTRAINT None Identified DAVID EVANS AND ASSOCIATES, INC. June 2003 3 dAwork\d\dasc0021-ins\r 03_0528 rnif tukw tir final.doc Sabey — INS Building Surface Water Technical Information Report 1012.116 1 N C. Part:9 ESC`R,EQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION K1 Sedimentation Facilities rg Stabilized Construction Entrance • Perimeter Runoff Control ❑ Clearing and Grading Restrictions ❑ Cover Practices ❑ Construction Sequence ❑ Other MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION tgl Stabilize Exposed Surface Remove and Restore Temporary ESC Facilities X Clean and Remove All Silt and Debris X Ensure Operation of Permanent Facilities ❑ Flag Limits of SAO and open space preservation areas ❑ Other FACEWATER SYSTEM ❑ Grass Lined Channel ❑ Pipe System ❑ Open Channel ❑ Dry Pond 54 Wet Pond ❑ Tank ❑ Infiltration X Vault ❑ Depression ❑ Energy Dissipater ❑ Flow Dispersal ❑ Wetland ❑ Waiver ❑ Stream ❑ Regional Detention Method of Analysis KCRTS Compensation /Mitigati on of Eliminated Site Storage Brief Description of System Operation: Closed pipe conveyance system, with a wet vault and wet pond to meet detention requirements with dead storage to provide water quality treatment Facility Related Site Limitations Reference Facility Limitation DAVID EVANS AND ASSOCIATES, INC. June 2003 4 d: \work \d \dasc0021 -ins\r 03_0528 rmt tukw tir final,doc Sabey — INS Building Surface Water Technical Information Report ,".'. ��� c......:: �Ji+ �' ai:: iYti. �i�C' e,; Y'• LirXE:; g'. d% N#+ A' Sflul." �. id 4 +b z r4 O 0 N t1) J H N u_ w • J u_ w = z � I— O Z.1- tu • p c o U O — C1 I-- W W O w z 0 H z .01116.0% . 11.11.0 A Cast in Place Vault Retaining Wall Rockery > 4' High 0 Structural on Steep Slope 0 Other DAVID EVANS AND ASSOCIATES, INC. June 2003 1 N . Part 12 EASEMENTS/TRACTS NI Drainage Easement 0 Access Easement 0 Native Growth Protection Easement 0 Tract 0 Other ::Part1:3i.SIGNATU OFESSIONALENGINEE I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. Signed/Date gm. 5 d: \work \d\dasc0021-ins\r 03_0528 rmf tukw tir final.doc Sabey — INS Building Surface Water Technical Information Report D IMMIGRATION AND NATURALIZATION SERVICE Tukwila. Washington Vicinty Map Figure 2 f t�t�.�ta ..<:: M'sn "h >r�,uxiY MA4'Mi ^ Dtr,K02 SECTION 2 CONDITIONS AND REQUIREMENTS SUMMARY King County Surface Water Management Design Manual Core Requirements 2. Off -site Analysis (1.2.2): Upstream basins have been identified. Runoff from upstream and tributary flows will continue to discharge to Riverton Creek. A downstream analysis has been prepared and include in Section 3. I N (:. This section will address the requirements set forth by the King County Surface Water Management Design Manual Core and Special Requirements listed in Chapter 1. 1. Discharge at the natural location (1.2.1): The project is tributary to Riverton Creek and generally sheet flows down to the creek in its existing condition. Detention discharge points will be at the edge of the southern wetland complex for the wet pond, and north of the recently completed stream enhancement project for the wet vault. 3. Flow Control (1.2.3): Detention will be provided for the development through the construction of a wetpond for the southern basin, and a wet vault for the northern basin. The 1998 KCSWDM Level 1 Flow Control Standard will be met. 4. Conveyance System (1.2.4): Closed pipe system used to convey on -site and off -site runoff will be designed to carry the 100 -year event flow with no overtopping. 5. Erosion /Sedimentation Control Plan (1.2.5): Erosion control measures will be designed in . accordance with King County and City of Tukwila requirements. 6. Maintenance and Operations (1.2.6): A Maintenance and Operations manual has been provided. 7. Financial Guarantees and Liability (1.2.7): Bonds will be provided in accordance with the City of Tukwila requirements. 8. Water Quality (1.2.8): Water quality will be provided by the wet pond and wet vault. The WQ components of the ponds will be designed in accordance with 1998 KCSWDM Basic Wet PondNault BMP requirements. DAVID EVANS AND ASSOCIATES, INC. June 2003 7 d: \work \d\dasc002I -ins\r 030528 nut tukw fir linal.doc Sabey — INS Building Surface Water Technical Information Report King County Surface Water Management Design Manual Special Requirements 1. Other Adopted Area Specific Requirements (1.3.1): There does not exist any area - specific requirements at this time. 2. Floodplain/Floodway Delineation (1.3.2): The project is not located within any FEMA designated floodplain. 3. Flood Protection Facilities (1.3.3): There are no Class 1 or 2 two streams adjacent to the site that have an existing flood protection facility, nor is the construction of a flood protection facility proposed. 4. Source Control (1.3.4): The proposed project will provide water quality source controls applicable to the proposed project in accordance with the King County Stormwater Pollution Control Manual and City of Tukwila Requirements. 5. Oil Control (1.3.5): Based on the criteria listed in Section 1.3.5, the proposed project does not meet the thresholds that require oil controls. The site will not be subject to 100 ADT per 1,000 square feet of gross building area. Sensitive Areas Ordinance Requirements Wetlands — Several on -site wetlands have been identified and delineated in the critical areas study. Streams - The project is tributary to Riverton Creek and the Duwamish River. Seismic Hazard Areas - No seismic hazard areas have been identified within or adjacent to the proposed site. Coal Mine Hazard Areas - The project area is not identified as a CoalMine Hazard area. DAVID EVANS AND ASSOCIATES, INC. June 2003 8 N ( 03_0528 mif tukw tir final.doc Sabey — INS Building Surface Water Technical Information Report File: D03-0293 • 35mm Drawing #11-12 SECTION 3 OFF -SITE ANALYSIS In general, runoff from land west of the site drains down to Riverton Creek at three separate locations. DAVID EVANS AND ASSOCIATES, INC. June 2003 1 1 I N C.. This section identifies the tributary basin areas upstream of the project site, and evaluates upstream and downstream drainage system problems. The intent of this section is to demonstrate the proposed project will neither aggravate existing problems nor create new drainage problems. STUDY AREA DEFINITION The project site is located within the Fostoria Drainage Basin, which is tributary to the Duwamish River. The project lies within the Riverton Creek subbasin as defined by the Riverton Creek Stormwater Quality Management Plan The boundary areas for those upstream basins tributary to the project site were delineated in two reports City of Tukwila Surface Water Mangement Plan (April 1993), Riverton Creek Stormwater Management Plan (November 1997), USGS 1:24,000 Quadrangle Topographic Maps, and were verified in the field . UPSTREAM ANALYSIS The Riverton Creek basin is approximately 434 acres in size. The proposed development is tributary to the west reach, which is approximately 226 acres in size at the point where it enters the Metro bus facility. The creek enters the site along a concrete stair -step structure and flows through the site in an engineered channel, passing through several culverts before exiting the site on the north side through a 42" concrete culvert. The creek will continue to bypass the new development undisturbed. All other upstream flows will be bypassed, including any runoff from SR99. LEVEL 1 DOWNSTREAM ANALYSIS The following downstream analysis was prepared from field observations taken on September 5, 2000 at 2 p.m. Weather conditions were dry and overcast. The proposed area of development is tributary to Riverton Creek, which crosses the base of the site from south to north. The southernmost detention pond will discharge at a wetland edge before entering Riverton Creek. The creek flows to the north in a channel and then travels underground for 300LF in a series of 30" diameter pipes. Approximately 1160LF downstream, from the southern wet pond, the creek daylights into a channel and passes through two recently installed over -sized "fish- passage" culverts. The northernmost pond will discharge at a small wetland and runoff will immediately enter a recently installed 24" diameter bypass line. The bypass line increases in diameter to 30" and 36" before discharging to Riverton Creek at the southern edge of the Metro Maintenance facility. This point is the confluence of the discharge from both ponds. d: \work \d\dasc002I -ins\r 03_0528 rntf tukw tir final.doc Sabey — INS Building Surface Water Technical Information Report DAVID EVANS AND ASSOCIATES, INC. June 2003 N ( . At this point, discharge enters a 42" culvert with headwall, wingwalls and a debris rack. This culvert directs the creek to the northeast through the Metro Maintenance Facility for approximately 150 feet. At this point the creek daylights into an open- topped concrete box. This fenced box culvert is approximately 8 feet wide with 15 feet of depth. The creek flows back to the north in the box culvert for approximately 150 feet, whereupon it enters a 42" concrete culvert and is piped north for approximately 270 feet, exiting the Metro facility and daylighting into the ditch on the south side of SR 599. The creek passes under SR 599 in twin 48" culverts and enters the ditch on the north side of SR 599, discharging into a large silt - bottomed pool. This ditch is located on the south side of the Gateway Corporate Center North and follows the center along to the west. The ditch widens into a deep ravine with a tall rockery on the north side. The creek is bordered here by the SR 599 -SR 99 on -ramp and the Gateway Corporate Center North. The creek discharges into the Duwamish River at the northwest corner of the Corporate Center passing through the levy in twin 48" submerged CMP culverts. There was no visible indication of erosion or scour along the downstream route. This downstream system appears adequate to convey the detained runoff from the proposed development. d: \work \d \dasc002I•ins\r 03_0528 rmf tukw tir fittal.doc 12 Sabey — INS Building Surface Water Technical Information Report File: D03 -0293 35mm Drawing #13 z < • W re JU O 0 J = F- M O IL W lL < N n I HW Z= I- O Z•!- w uj U� O - O H WW H U L'0 w U 2 O Z SECTION 4 FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS AND DESIGN SITE HYDROLOGY (PARTS A & B) Part A - Existing Site Hydrology The existing site hydrology is undeveloped and mostly cleared. There exists several stands of conifers and alder, but the bulk of the site is brush and blackberries. The site is sloped to the east and drains down to the existing parking area and Riverton Creek. A structure (to be demolished) and associated parking are located on the southern portion of the property, near the State Right -of -way. The site is crossed by several drainage features. Riverton Creek enters the property along the southern boundary and passed though an artificial water feature before entering the defined channel that follows the existing buildings and parking to the north. A Type 2 watercourse with a 35 -foot buffer drains west to east across the property with drainage from the west side of State Route 99. Additionally, a small ditch running northward along the State Right -of -way enters the property and will be picked up and routed down to the creek in a storm drainage bypass line. Part B - Developed Site Hydrology The new drainage system will collect surface runoff in catch basins and carry the water via underground pipes to the proposed detention/water quality facilities. The property will be divided into two basins. The building, access road , and parking structure will be conveyed to the north to the proposed detention vault, to be located underneath the parking structure. The lowest portion of the access drive will not be routed to the detention vault due to grade constraints. It will be modelled as a bypass area using a downstream point of compliance analysis (see bypass area in Tabel 4.1 below). The parking areas surrounding the office building will be collected and routed to a wet pond located near S. 126th Street at the southern edge of the site. The section of frontage on S. 126th Street and 34th Avenue S. that is to be improved will also be collected and routed to the detention pond for water quality and quantity treatment. 1.07 acres of offsite land is tributary to 34th Avenue and will be routed through the pond. Two single - family residences and gravel driveways exist on this property. The offsite area will be modelled as 0.14 acres of impervious and 0.93 acres of pervious till forest in both the pre- and post - developed conditions. The north and south drainage basins have been delineated in Figures 6 and 7 respectively. Figure 6 can be found in a pocket flap in the back of this report. The areas are tabulated and listed in Tables 4.1 and 4.2 below. The detention /water quality facilities have been designed in accordance with the 1998 KCSWDM. DAVID EVANS AND ASSOCIATES, INC. June 2003 1 N C:. d; work \d \dasc002I -ins\r 03_0528 rmt'tukw tir final.doc 14 Sabey — INS Building Surface Water Technical Information Report • v.In7a1Va .1• CY tI _ �a�1 • ".'J,+ r . �`4' Y �? th:P Ex...$ NG. " , Y ' i . I? ��4..h�a�.a, . * ._ .. .. � .i;, t � r . � r I ...�........ ... �, <._ :..,. - ��`ri�R. � o . � Ek6::�•.A[ � : ,R.,: �:' `��4 �c � g in'i�rY 1� M +,X::O ` �,� h* ;; 4 i,' r=%'u , ... .. , .., .. ., ., rT � ., �n4`�: • . r� ..,j ���:D�3,� ..',, .�• PED B� IN,�� �t���,�,���.r, Total Subbasin Area (ac) 4.63 Total Subbasin Area (ac) 4.63 Onsite Impervious Area (ac) 0.00 Onsite Impervious Area (ac) 2.53 Onsite Pervious Area (ac) - Till Pasture 3.34 Onsite Pervious Area (ac) - Till Grass 0.81 R/W Impervious Area (ac) 0.10 R/W Impervious Area (ac) 0.22 R/W Pervious Area (ac) - Till Pasture 0.12 R/W Pervious Area (ac) - Till Grass 0.00 Offsite Impervious Area (ac) 0.14 Offsite Impervious Area (ac) 0.14 Offsite Pervious Area (ac) - Till Forest 0.93 Offsite Pervious Area (ac) - Till Forest 0.93 ur xr ' r; . .W, TG� 1 (PE) . 1 'VELOPADF)LOW,(CFS),{ ' . ,n, 's.. . 2 -YR 10 -YR 100 -YR 2 -YR 10 -YR 100 -YR 0.188 0.326 0.598 0.810 0.962 1.61 Pond Design 0.188 0.326 1.10 2 :t�'aYYtt"�'2r.:.41�, ' ,��7(�'nj� � }�' 'T'r',,�r.:, �y ,.,E� ST ^ JVONi C S -i .:.°''F t "yr xYt , ����a,�i1.t�. +�!'ttkCt. �. �.l�i ;•'.Y - \� ��..- .(Cfl��iliGi'�:'.�i7„o �."L '5..5 ,t..ti, .��, a \. x ., , ..... r:.; " :z 1 " ' �' I �� tt DEVEL�9P,P+�,DTLOW, CFS1 , r.; ':: � �:`'am4l,�3k., '�•' ,.. ..)'"..1^'�v� . 5... � . �z.. r• 1 ° itn.r(S ! .�.` i r. • 'r�` S � . !.: 2 -YR 10 -YR 100 -YR 2 -YR 10 -YR 100 -YR 0.244 0.437 0.821 1.35 1.63 2.66 Vault Design 0.11 0.32 2.26 ,.J 211,' y c. I.. i 1\ -' C ' "h�.J' t'� i:fi : , l`.E �. t.�' „a. -., . ,.< T ;�I11TC•�,:���S�:r��,�����4��.� �; �.��. F^ u xr q t xS �# } � i( . . �' t� 4 E '�\'4:•....� -07 ,P .i i �3: ��` ll��t�=:' ���D7�LOP��jBASIN .�::� �r�.`�,�,..�:�':�� Total Subbasin Area (ac) 6.80 Total Subbasin Area (ac) 6.80 Onsite Impervious Area (ac) 0.00 Onsite Impervious Area (ac) 5.35 Onsite Pervious Area (ac) - Till Pasture 6.80 Onsite Pervious Area (ac) - Till Grass 0.60 Total Bypass Area (ac) 0.85 Bypass Impervious Area (ac) 0.56 Bypass Pervious Area (ac) - Till Grass 0.29 Table 4.1- North Basin Area Tabulations DAVID EVANS AND ASSOCIATES, INC. June 2003 Table 4.2 - South Basin Area Tabulations Part C - Performance Standards The project site has been identified as a Level 1 Flow Control Area by the City of Tukwila Department of Public Works. According to Table 1.2.3.A of the KCSWM, this requires the 2 -year and 10 -year peak discharge rates be matched for existing and developed conditions. Existing conditions are those that currently exist at the site. Part D - Flow Control System Flow control will be achieved using a wet vault and riser with orifices to match developed 2 -yr and 10 -yr peak rates to existing peak flow rates as modeled using KCRTS. The flow rates for the north and south basin are summarized in Tables 4.3 and 4.4 below. Table 4.3 - North Basin On -site Peak Flows From KCRTS I N C. Table 4.4 - South Basin On -site Peak Flows From KCRTS d:\work \d \dasc002I -ins\r 03_0528 mil'tukw• tir ftnal.doc 15 Sabey - INS Building Surface Water Technical Information Report B for calculations). • 2:1 side slopes. 0.29 fps < 1 fps O.K. DAVID EVANS AND ASSOCIATES, INC. June 2003 I N(.. Water Quality � z re W J U 00 CO O CO 11J J CO Li. w 2 uQ = • d I— Ill Z = ZO w • W U O Step 2: Calculate swale bottom width: 3 feet rn O— O 1— w Step 3: Determine flow velocity: V, = Q " 9 — 0162 / (3 *0.17 + 2 *0.17 = 0.29 fps w/ y = 2inches and H — A g . = w�. fv9 — O. .z . w O - Step 4: Calculate swale length: L= 540V = 540 *0.29 = 154 LF, 183 LF is provided. - 0 t z The project requires Basic Water Quality Treatment. The site has not been identified by the City as one that requires special water quality requirements. The dead storage components of the wet vault and wet pond will provide basic water quality treatment for all new and replaced impervious surfacing. The north basin water quality volume is 25,412 cf; 26, 391 cf are provided. The south basin water quality volume is 15,539 cf; 17,236 cf are provided (See Appendix Water quality will be provided for the bypass portion of the proposed access road in the north basin by an existing biofiltration swale. This swale has a 3 -foot bottom width, a length of 183LF, and a longitudinal slope of 1.55 %. The section of the swale is approximately trapezoidal with 3:1 to 2:1 side slopes. Any attempts to modify the section would require removal of the 8 existing pine trees located on the edge of the swale. The following calculations demonstrate that the existing swale can treat the proposed bypass area without any modifications: Step 1: Calculate design flows: Qwq = 2 -yr peak = 0.162 (see attached Bypass.pks time series file). d: \work \d \dasc0021 -ins\r 030528 ruff tukw fir final.doc 16 Sabey — INS Building Surface Water Technical Information Report • 4; ' isu. tzs'. �;: ii, wu%., �% ba: Y%%, �a' f.' �t'e �i:: ar'+ cZ' �iLikLK`; a::. `w'�.:ti;�„idi:{::tiki.l:tt�c+ a .... • i • :% • 4.• Figure 6 — North Basin Map DAVID EVANS AND ASSOCIATES, INC. June 2003 1 N ( . dAwork\d\dasc0021-inAr 03_0528 rmf tukw tir final.doc 17 Sabey — INS Building Surface Water Technical Information Report • ;' ' „,,., ' WW•1■111.1471.-■ File: D03 -0293 35mm Drawing #14 -15 if- W J U 0 N 0. wW J H W O. Q =• d F._W _ Z I- O' Z•I- U� O N: .0 I- LLJ W _ 1- U. O. Z WN = O ~' z SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 1 NC._ In accordance with King County Core Requirement #4, pipe systems and culverts shall be designed to convey and contain at least the peak runoff rate for the 25 -year design storm. The attached spreadsheet demonstrates that the proposed design can convey the 100 -year storm with no over - topping. The south pond will discharge to a level spreader /dispersion trench. This trench has been sized in accordance with thr 1998 KCSWDM. The south pond 100 -year peak discharge is 1.10 cfs. 100 LF of trench will be provided. The basin areas for the conveyance calculations can be found in Figures 6a and 7a. Figure 7a can be found in a pocket flap in the back of this report. d: \work \d \dasc0021 -ins\r 03_0528 rmf tukw tir final.doc DAVID EVANS AND ASSOCIATES, INC. 19 Sabey — INS Building June 2003 Surface Water Technical Information Report L DAVID EVANS AND ASSOCIATES, INC. June 2003 SECTION 6 SPECIAL REPORTS AND STUDIES Geotechnical/Soils — A geotechnical report has been prepared and submitted. I N C. dAwork\thdasc0021-inAr 030528 rmf tukw hr final.doc 20 Sabey — INS Building Surface Water Technical Information Report posi • _ _1 SECTION 7 OTHER PERMITS Permits required for this project include: Clearing and Grading Permit, City of Tukwila -4 Utility Permits 4 R/W Use Permit, Washington State Department of Transportation DAVID EVANS AND ASSOCIATES, INC. June 2003 I NC. d: \work\d \dasc002I -ins\r 03_0528 rmf tukw tir tinal.doc 21 Sabey — INS Building Surface Water Technical Information Report Kin • DAVID EVANS AND ASSOCIATES, INC. June 2003 SECTION 8 TESC ANALYSIS AND DESIGN I N C. Erosion control measures will include silt fences, straw check dams, catch basin inlet protection and ground cover practices. Silt fences will be placed at the downstream edges of all disturbed areas. The plans will include details and notes for the use and maintenance of straw check dams, catch basin protection and ground cover practices. d: \work \d\dasc002l -ins\r 03_0528 rmf tukw tir final.doc 22 Sabey — INS Building Surface Water Technical Information Report 4 ttltatti '414' • INNti t '• J DAVID EVANS AND ASSOCIATES, INC. June 2003 SECTION 9 MAINTENANCE AND OPERATIONS MANUAL I N C. d:\work\d\dascOO2 I -inAr 03_0528 lid tukw tir final.doc 23 Sabey — INS Building Surface Water Technical Information Report • r. Ple F:► ) J APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Maintenance Component General Storage Area Pond Dikes NO. 1 - DETENTION PONDS Defect Rodent Holes Insects Tree Growth Side Slopes of Pond Erosion Emergency Overflow /Spillway Trash & Debris Poisonous Vegetation Pollution Unmowed Grass/ Ground Cover Sediment Settlements Rock Missing 1998 Surface Water Design Manual $ .. a? - ,2 1, K 4 ' 4 `.0 \:.:f s rkd; .ts,51 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Conditions When Maintenance is Needed Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Any poisonous or nuisance vegetation which may constitute a hazard to County personnel or the public. Oil, gasoline, or other contaminants of one gallon or more or any amount found that could: 1) cause damage to plant, animal, or marine life; 2) constitute a fire hazard; or 3) be flushed downstream during rain storms. If facility is located in private residential area, mowing is needed when grass exceeds 18 inches in height. In other areas, the general policy is to make the pond site match adjacent ground cover and terrain as long as there is no interference with the function of the facility. Any evidence of rodent holes if facility is acting as a dam or berm, or any evidence of water piping through dam or berm via rodent holes. When insects such as wasps and hornets interfere with maintenance activities. Tree growth does not allow maintenance access or interferes with maintenance activity (i.e., slope mowing, silt removal, vactoring, or equipment movements). If trees are not interfering with access, leave trees alone. Eroded damage over 2 inches deep where cause of damage is still present or where there is potential for continued erosion. Accumulated sediment that exceeds 10% of the designed pond depth. Any part of dike which has settled 4 inches lower than the design elevation. Only one layer of rock exists above native soil in area five square feet or larger, or any exposure of native soil at the top of out flow path of spillway. Rip -rap on inside slopes need not be replaced. A -1 Results Expected When Maintenance Is Performed Trash and debris cleared from site. No danger of poisonous vegetation where County personnel or the public might normally be. (Coordination with Seattle -King County Health Department) No contaminants present other than a surface film. (Coordination with Seattle/King County Health Department) When mowing is needed, grass /ground cover should be mowed to 2 inches in height. Mowing of selected higher use areas rather than the entire slope may be acceptable for some situations. Rodents destroyed and dam or berm repaired. (Coordination with Seattle/King County Health Department) Insects destroyed or removed from site. Trees do not hinder maintenance activities. Selectively cultivate trees such as alders for firewood. Slopes should be stabilized by using appropriate erosion control measure(s); e.g., rock reinforcement, planting of grass, compaction. Sediment cleaned out to designed pond shape and depth; pond reseeded if necessary to control erosion. Dike should be built back to the design elevation. Replace rocks to design standards. 9/1/98 fyJ'{ 4^ 5j� . trnr?Jri,`,r:S.'+,n•...ww. n,.,.e.u�.. +- eai+.r•. -.,n,. 45lr . 2*Mn rynt 0.1 7i*P** f: 4 i ..J Maintenance Component Storage Area Manhole Catch Basins APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.3 - CLOSED DETENTION SYSTEMS (PIPES/ TANKS) Defect Plugged Air Vents Debris and Sediment Joints Between Tank/Pipe Section Tank Pipe Bent Out of Shape Cover Not in Place Locking Mechanism Not Working Cover Difficult to Remove Ladder Rungs Unsafe 1998 Surface Water Design Manual Conditions When Maintenance is Needed One -half of the cross section of a vent is blocked at any point with debris and sediment Accumulated sediment depth exceeds 10% of the diameter of the storage area for Yz length of storage vault or any point depth exceeds 15% of diameter. Example: 72 -inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than 1 length of tank. Any crack allowing material to be transported into facility Any part of tank/pipe is bent out of shape more than 10% of it's design shape Cover is missing or only partially in place. Any open manhole requires maintenance. Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have less than 3i inch of thread (may not apply to self - locking lids.) One maintenance person cannot remove lid after applying 80Ibs of lift. Intent is to keep cover from sealing off access to maintenance. King County Safety Office and/or maintenance person judges that ladder is unsafe due to missing rungs, misalignment, rust, or cracks. See "Catch Basins" Standards No. 5 A -3 Results Expected When Maintenance is Performed Vents free of debris and sediment All sediment and debris removed from storage area. All joint between tank /pipe sections are sealed Tank/ pipe repaired or replaced to design. Manhole is closed. Mechanism opens with proper tools. Cover can be removed and reinstalled by one maintenance person. Ladder meets design standards allows maintenance person safe access. See "Catch Basins" Standards No. 5 9/1/98 .u.. +.n...u..+.r'e.a. lo ft » , sinia+ l::$ tiLii" 4.' Va.1i..41t4 W3. (AIM APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Maintenance Component General Cleanout Gate Orifice Plate Overflow Pipe Manhole Catch Basin 9/1/98 NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Defect Trash and Debris (Includes Sediment) Structural Damage Damaged or Missing Damaged or Missing Obstructions Obstructions Condition When Maintenance is Needed Distance between debris build -up and bottom of orifice plate is Tess than 1 -1/2 feet. Structure is not securely attached to manhole wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. Structure is not in upright position (allow up to 10% from plumb). Connections to outlet pipe are not watertight and show signs of rust. Any holes —other than designed holes —in the structure. Cleanout gate is not watertight or is missing. Gate cannot be moved up and down by one maintenance person. Chain leading to gate is missing or damaged. Gate is rusted over 50% of its surface area. Control device is not working properly due to missing, out of place, or bent orifice plate. Any trash, debris, sediment, or vegetation blocking the plate. Any trash or debris blocking (or having the potential of blocking) the overflow pipe. See "Closed Detention Systems" Standards No. 3 See "Catch Basins" Standards No. 5 A -4 Results Expected When Maintenance is Performed All trash and debris removed. Structure securely attached to wall and outlet pipe. Structure in correct position. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Structure has no holes other than designed holes. Gate is watertight and works as designed. Gate moves up and down easily and is watertight. Chain is in place and works as designed. Gate is repaired or replaced to meet design standards.. Plate is in place and works as designed. Plate is free of all obstructions and works as designed. Pipe is free of all obstructions and works as designed. See "Closed Detention Systems' Standards No. 3 See 'Catch Basins" Standards No. 5 1998 Surface Water Design Manual r Maintenance Component General APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.5 - CATCH BASINS Defect Trash & Debris (Includes Sediment) Cracks in Basin Walls/ Bottom Sediment/ Misalignment 1998 Surface Water Design Manual Conditions When Maintenance is Needed Trash or debris of more than 1/2 cubic foot which is located Immediately in front of the catch basin opening or is blocking capacity of the basin by more than 10% Trash or debris (in the basin) that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in volume Structure Damage to Comer of frame extends more than 3/4 inch past Frame and/or Top Slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch (intent is to make sure all material is running into basin). Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot at the joint of any inlet/ outlet pipe or any evidence of soil particles entering catch basin through cracks. Basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. A -5 Results Expected When Maintenance is performed No Trash or debris located immediately in front of catch basin opening. No trash or debris in the catch basin. Inlet and outlet pipes free of trash or debris. No dead animals or vegetation present within the catch basin. No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and cracks. Frame is sitting flush on top slab. Basin replaced or repaired to design standards. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Basin replaced or repaired to design standards. 9/1/98 .,e.�rro,�,d►r1 . APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Maintenance Component Pollution Catch Basin Cover Cover Not in Place' Locking Mechanism Not Working Cover Difficult to Remove Ladder Metal Grates (If Applicable) Maintenance Components General Metal 9/1/98 NO. 5 - CATCH BASINS (CONTINUED) Defect Fire Hazard Vegetation Ladder Rungs Unsafe Damaged or Missing. Defect Conditions When Maintenance is Needed Presence of chemicals such as natural gas, oil and gasoline. Vegetation growing across and blocking more than 10% of the basin opening. Vegetation growing in Inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. Nonflammable chemicals of more than 1/2 cubic foot per three feet of basin length. Cover is missing or only partially in place. Any open catch basin requires maintenance. Mechanism cannot be opened by on maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread. One maintenance person cannot remove lid after applying 80 lbs. of lift; intent is keep cover from sealing off access to maintenance. Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Grate with opening wider than 7/8 inch. Trash and Debris Trash and debris that is blocking more than 20% of grate surface. Grate missing or broken member(s) of the grate. NO. 6 DEBRIS BARRIERS (E.G., TRASH RACKS) Condition When Maintenance is Needed Trash and Debris Trash or debris that is plugging more than 20% of the openings in the barrier. Damaged/ Missing Bars are bent out of shape more than 3 inches. Bars. Bars are missing or entire barrier missing. Bars are loose and rust is causing 50% deterioration to any part of barrier. A - 6 Results Expected When Maintenance is performed No flammable chemicals present. No vegetation blocking opening to basin. No vegetation or root growth present. No pollution present other than surface film. Catch basin cover is closed Mechanism opens with proper tools. Cover can be removed by one maintenance person. Ladder meets design standards and allows maintenance person safe access. Grate opening meets design standards. Grate free of trash and debris. Grate is in place and meets design standards. Results Expected When Maintenance is Performed. Barrier clear to receive capacity flow. Bars in place with no bends more than 3/4 inch. Bars in place according to design. Repair or replace barrier to design standards. 1998 Surface Water Design Manual Maintenance Components External: . Rock Pad Dispersion Trench Internal: Manhole/ Chamber NO. 7 - ENERGY DISSIPATERS Defect Missing or Moved Rock Pipe Plugged with Sediment Not Discharging Water Properly Perforations Plugged. Water Flows Out Top of "Distributor" Catch Basin. Receiving Area Over - Saturated Wom or Damaged Post. Baffles, Side of Chamber Other Defects 1998 Surface Water Design Manual APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Conditions When Maintenance Is Needed Only one layer of rock exists above native soil in area five square feet or larger, or any exposure of native soil. Accumulated sediment that exceeds 20% of the design depth. Visual evidence of water discharging at concentrated points along trench (normal condition is a "sheet flow" of water along trench). Intent is to prevent erosion damage. Over 1/2 of perforations in pipe are plugged with debris and sediment. Maintenance person observes water flowing out during any storm Tess than the design storm or its causing or appears likely to cause damage. Water in receiving area is causing or has potential of causing landslide problems. Structure dissipating flow deteriorates to 1/2 or original size or any concentrated wom spot exceeding one square foot which would make structure unsound. See "Catch Basins" Standard No. 5 A -7 Z.1 Results Expected When Maintenance is Performed. Replace rocks to design standards. Pipe cleaned/ flushed so that it matches design. Trench must be redesigned or rebuilt to standards. Clean or replace perforated pipe. Facility must be rebuilt or redesigned to standards. No danger of landslides. Replace structure to design standards. See "Catch Basins" Standard No. 5 9/1/98 T NO.8 - FENCING f . •m, APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Maintenance Components General Wire Fences Maintenance Component General 9/1/98 Defect Erosion NO.9 - GATES Missing or Broken Parts Damaged Parts Deteriorated Paint or Protective Coating Openings in Fabric Defect Damaged or Missing Members Openings in Fabric Conditions When Maintenance is Needed Any defect in the fence that permits easy entry to a facility. Erosion more than 4 inches high and 12-18 inches wide permitting an opening under a fence. Post out of plumb more than 6 inches. Top rails bent more than 6 inches. Any part of fence (including post, top rails, and fabric) more than 1 foot out of design alignment. Missing or loose tension wire. Missing or loose barbed wire that is sagging more than 2 -1/2 inches between posts. Extension arm missing, broken, or bent out of shape more than 1 1/2 inches. Part or parts that have a rusting or scaling condition that has affected structural adequacy. Openings in fabric are such that an 8 -inch- diameter ball could .fit through. Conditions When Maintenance is Needed Missing gate or locking devices. Broken or missing hinges such that gate cannot be easily opened and closed by a maintenance person. Gate is out of plumb more than 6 inches and more than 1 foot out of design alignment. Missing stretcher bar, stretcher bands, and ties. See "Fencing" Standard No. 8 A -8 Results Expected When Maintenance is Performed Parts in place to provide adequate security. No opening under the fence that exceeds 4 inches in height. Post plumb to within 1 -1/2 inches. Top rail free of bends greater than 1 inch. Fence is aligned and meets design standards. Tension wire in place and holding fabric. Barbed wire in place with less than 3/4 inch sag between post. Extension arm in place with no bends larger than 3/4 inch. Structurally adequate posts or parts with a uniform protective coating. No openings in fabric. Results Expected When Maintenance is Performed Gates and Locking devices in place. Hinges intact and lubed. Gate is working freely. Gate is aligned and vertical. Stretcher bar, bands and ties in place. See "Fencing" Standard No. 8 1998 Surface Water Design Manual ,. .r'�i" • yxQy,f.��If3511'n. Maintenance Component Pipes Open Ditches Catch Basins Debris Barriers (e.g., Trash Rack) Maintenance Component General APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 10 - CONVEYANCE SYSTEMS (PIPES & DITCHES) Defect Sediment & Debris Vegetation Damaged Trash & Debris Sediment Vegetation Erosion Damage to Slopes Rock Lining Out of Place or Missing (If Applicable). NO. 11 - GROUNDS (LANDSCAPING) Defect Weeds (Nonpoisonous) Safety Hazard Trash or Litter Trees and Shrubs Damaged 1998 Surface Water Design Manual Conditions When Maintenance is Needed Accumulated sediment that exceeds 20% of the diameter of the pipe. Vegetation that reduces free movement of water through pipes. Protective coating is damaged; rust is causing more than 50% deterioration to any part of pipe. Any dent that decreases the cross section area of pipe by more than 20 %. Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Accumulated sediment that exceeds 20 % of the design depth. Vegetation that reduces free movement of water through ditches. See "Ponds" Standard No. 1 Maintenance person can see native soil beneath the rock lining. See "Catch Basins: Standard No. 5 See "Debris Barriers" Standard No.6 Conditions When Maintenance is Needed Weeds growing in more than 20% of the landscaped area (trees and shrubs only). Any presence of poison ivy or other poisonous vegetation. Paper, cans, bottles, totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees or shrubs that have been blown down or knocked over. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. A -9 31 Results Expected When Maintenance is Performed Pipe cleaned of all sediment and debris. All vegetation removed so water flows freely through pipes. Pipe repaired or replaced. Pipe repaired or replaced. Trash and debris cleared from ditches. Ditch cleaned/ flushed of all sediment and debris so that it matches design. Water flows freely through ditches. See "Ponds" Standard No. 1 Replace rocks to design standards. See "Catch Basins" Standard No. 5 See "Debris Barriers" Standard No. 6 Results Expected When Maintenance is Performed Weeds present in less than 5% of the landscaped area. No poisonous vegetation present in landscaped area. Area clear of litter. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Tree or shrub in place free of injury. Tree or shrub in place and adequately supported; remove any dead or diseased trees. 9/1/98 Ymtcvrwr rvN�m ewpntn..T.wrrrr."+ vuK ws +�n^+U +f•+a+c7yronwaM!vomn'IMRO AMM HALM APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Maintenance Component General Road Surface Shoulders and Ditches 9/1/98 NO. 12 - ACCESS ROADS / EASEMENTS Defect Trash and Debris Blocked Roadway Settlement, Potholes, Mush Spots, Ruts Vegetation In Road Surface Modular Grid Pavement Erosion Damage Weeds and Brush Condition When Maintenance is Needed Trash and debris exceeds 1 cubic foot per 1,000 square feet i.e., trash and debris would fill up one standards size garbage can. Debris which could damage vehicle tires (glass or metal). Any obstruction which reduces clearance above road surface to less than 14 feet. Any obstruction restricting the access to a 10 to 12 foot width for a distance of more than 12 feet or any point restricting access to less than a 10 foot width. When any surface defect exceeds 6 inches in depth and 6 square feet in area. In general, any surface defect which hinders or prevents maintenance access. Weeds growing in the road surface that are more than 6 inches tall and less than 6 inches tall and less than 6 inches apart within a 400 - square foot area. Build -up of sediment mildly contaminated with petroleum hydrocarbons. Erosion within 1 foot of the roadway more than 8 inches wide and 6 inches deep. Weeds and brush exceed 18 inches in height or hinder maintenance access. A -10 32- Results Expected When Maintenance is Performed Roadway free of debris which could damage tires. Roadway free of debris which could damage tires. Roadway overhead clear to 14 feet high. Obstruction removed to allow at least a 12 foot access. Road surface uniformly smooth with no evidence of settlement, potholes, mush spots, or ruts. Road surface free of weeds taller than 2 inches. Removal of sediment and disposal in keeping with Health Department recommendations for mildly contaminated soils or catch basin sediments. Shoulder free of erosion and matching the surrounding road. Weeds and brush cut to 2 inches in height or cleared in such a way as to allow maintenance access. 1998 Surface Water Design Manual wwYai1tiStH1Yb" d!. 7 Y' C' hl�VMi 'i`p ;z - ... — Z W QQ � J 00 CO W J H SW W 1 tL CO = W H Z � I.0 z. I- W uj 0 = p 0 0 - O E- W W H r- U. 0 .. Z W = • O Z y ., Biofiltration swale APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.13- WATER QUALITY FACILITIES A.) Biofiltration Swale Maintenance Defect Component Sediment Accumulation Sediment depth exceeds 2- inches on Grass Layer Vegetation Inlet Outlet Pipe Trash and Debris Accumulation Erosion/ Scouring Condition When Maintenance is Needed When the grass becomes excessively tall (greater than 10- inches); when nuisance weeds and other vegetation starts to take over. Inlet/ outlet pipe clogged with sediment and/or debris. Trash and debris accumulated in the bio-swale. Where the bio-swale has eroded or scoured the bottom due to flow channelization, or higher flows. NO. 13- WATER QUALITY FACILITIES (CONTINUED) B.) Grasslined Filter Strips Maintenance Defect Component Filter Strip Sediment Accumulation Sediment depth exceeds 2 inches. on Grass Layer Vegetation 1998 Surface Water Design Manual Condition When Maintenance is Needed When the grass becomes excessively tall (greater than 10- inches); when nuisance weeds and other vegetation starts to take over. Trash and Debris Trash and debris accumulated on the filter Accumulation strip. Erosion/ Scouring Where the filter strip has eroded or scoured due to flow channelization, or higher flows. V -Notch Pipe Weir When the V -Notch pipe becomes damaged or clogged with sediment/ debris. A -il Results Expected When Maintenance is Performed No sediment deposits on grass layer of the bio-swale, which would impede filtration of runoff. Vegetation is mowed or nuisance vegetation is eradicated, such that flow not impeded. Grass should be mowed to a height between 4 inches and 9 inches. No clogging or blockage in the inlet and outlet piping. Trash and debris removed from bioswale. Bioswale should be re- graded and re- seeded to specification, to eliminated channeled flow. Overseeded when bare spots are evident. Results Expected When Maintenance is Performed No sediment deposits on grass layer of the filter strip, which would impede filtration runoff. Vegetation is mowed or nuisance vegetation is eradicated, such that flow not impeded. Grass should be mowed to a height between 4 inches and 9 inches. Trash and Debris removed from filter. Strip should be re- graded and re- seeded specification, to eliminate channeled flow. Overseeded when bare spots are evident. Cleaned and properly functioning weir, such that flows uniformly spread. 9/1/98 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES C.) Wetponds Maintenance Defect Component Wetpond 9/1/98 Vegetation Trash and Debris Sediment Accumulation in Pond Bottom Erosion Settlement of Pond Dike/ Berm Rock Window Condition When Maintenance is Needed Vegetation such as grass and weeds need to be mowed when it starts to impede aesthetics of pond. Mowing is generally required when height exceeds 18- inches. Mowed vegetation should be removed from areas where it could enter the pond, either when the pond level rises, or by rainfall runoff. Accumulation that exceeds 1 CF per 1000 -SF of pond area. Inlet/ Outlet Pipe Inlet/ Outlet pipe clogged with sediment and/ or debris material. Sediment accumulations in pond bottom that exceeds the depth of sediment zone plus 6- inches, usually the first cell. Oil Sheen on Water Prevalent and visible oil sheen. Erosion of the pond's side slopes and/ or scouring of the pond bottom, that exceeds 6- inches, or where continued erosion is prevalent. Any part of these components that has settled fl- inches or lower than the design elevation, or inspector determines dike/ berm is unsound. Rock window is clogged with sediment. Overflow Spillway Rock is missing and soil is exposed at top of spillway or outside slope. A - 12 34 Results Expected When Maintenance is Performed Vegetation should be mowed to 4 to 5 inches in height. Trees and bushes should be removed where they are interfering with pond maintenance activities. Trash and debris removed from pond. No clogging or blockage in the inlet and outlet piping. Removal of sediment from pond bottom. Removal of sediment from pond bottom. Slopes should be stabilized by using proper erosion control measures, and repair methods. Dike/ berm is repaired to specifications. Window is free of sediment and debris. Replace rocks to specifications. 1998 Surface Water Design Manual 1 NO. 13 - WATER QUALITY FACILITIES (CONTINUED) D.) Wetvaults Maintenance Defect Component Wetvault APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Trash/ Debris Accumulation Sediment Accumulation in Vault Damaged Pipes Access Cover Damaged/ Not Working Vault Structure Damaged Baffles Access Ladder Damage 1998 Surface Water Design Manual Condition When Maintenance is Needed Trash and debris accumulated in vault, pipe or inlet/ outlet, (includes floatables and non - floatables). Sediment accumulation in vault bottom that exceeds the depth of the sediment zone plus 6- inches. Inlet/ outlet piping damaged or broken and in need of repair. Cover cannot be opened or removed, especially by one person. Vault: Cracks wider than 1/2 -inch and any evidence of soil particles entering the structure through the cracks, or maintenance/ inspection personnel determines that the vault is not structurally sound. Baffles corroding, cracking, warping and/ or showing signs of failure as determined by maintenance/ inspection staff. Ladder is corroded or deteriorated, not functioning properly, missing rungs, has cracks and/ or misaligned. A -13 Results Expected When Maintenance is Performed Trash and debris removed from vault. Removal of sediment from vault. Pipe repaired and/ or replaced. Pipe repaired or replaced to proper working specifications. No cracks wider than 1/4-inch at the Joint of the inlet/ outlet pipe. Vault is determined to be structurally sound. Repair or replace baffles to specifications. Ladder replaced or repaired to specifications, and is safe to use as determined by inspection personnel. 9/1/98 1;i9a.i;.,'.::$' •' "iYis1:'vY.'iitt'Li! • ' t APPENDIX A - ON-SITE WATER QUANTITY CALCULATIONS DAVID EVANS AND ASSOCIATES, INC. June 2003 I NC. dAwork d dasc0021-ins 03_0528 rmf tukw hr final.doc 36 Sabey — INS Building Surface Water Technical Information Report if— W ce 2 00 U) W W —J LL w 0 u. < ° z 1 ._ o 0 ° 0 — CI I— w I 0 Z w = 0 I— • Recordno.exc KCRTS Program...File Directory: C: \KC_SWDM \KC_DATA\ [C] CREATE a new Time Series ST z 0.00 0.00 0.000000 Till Forest z1-= 6.80 0.00 0.000000 Till Pasture rx 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest v O 0.00 0.00 0.000000 Outwash Pasture cop 0.00 0.00 0.000000 Outwash Grass w i 0.00 0.00 0.000000 Wetland cn u_ 0.00 0.00 0.000000 Impervious w 0 Prenorth.tsf T �Q 1.00000 c T = d [C] CREATE a new Time Series z w z ST H 1- O 0.00 0.000000 Till Forest z•E- 0.00 0.000000 Till Pasture w 0.00 0.000000 Till Grass U co 0.00 0.000000 Outwash Forest O (3E- 0.00 0.000000 Outwash Pasture w w 0.00 0.000000 Outwash Grass H 0.00 0.000000 Wetland O 0.00 0.000000 Impervious U= O F- z 0.00 0.00 0.29 0.00 0.00 0.00 0.00 0.56 Bypass.tsf T 1.00000 T [C] CREATE a new Time Series ST 0.00 0.00 0.60 0.00 0.00 0.00 0.00 5.35 Devnorth.tsf T 0.00 0.000000 Till Forest 0.00 0.000000 Till Pasture 0.00 0.000000 Till Grass 0.00 0.000000 Outwash Forest 0.00 0.000000 Outwash Pasture 0.00 0.000000 Outwash Grass 0.00 0.000000 Wetland 0.00 0.000000 Impervious 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies devnorth.tsf Devnorth.pks Page 1 Recordno.exc [P] Compute PEAKS and Flow Frequencies prenorth.tsf •Prenorth.pks [P] Compute PEAKS and Flow Frequencies bypass.tsf - Bypass.pks [R] RETURN to Previous Menu [F] Size a Retention /Detention FACILITY Manual Design Vault.rdf 5 Route Time Series 0 Return to Main Menu [F] Size a Retention /Detention FACILITY Manual Design Vault.rdf 5 Route Time Series 0 Return to Main Menu [X] eXit KCRTS Program Page 2 s. Prenorth.pks Flow Frequency Analysis Time Series File:prenorth.tsf ' Project Location:Sea -Tac - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak (CFS) 0.480 2 2/09/01 18:00 0 0.179 7 1/05/02 16:00 0 0.437 3 2/28/03 3:00 0.047 8 3/24/04 19:00 0 0.244 6 1/05/05 8:00 7 0.408 4 1/18/06 16:00 0 0.394 5 11/24/06 4:00 1 0.821 1 1/09/08 6:00 1 Computed Peaks 0 Page 1 - - Peaks - - Rank Return Prob (CFS) Period 0.821 1 100.00 0.99 0.480 2 25.00 0.96 0.437 3 10.00 0.90 0.408 4 5.00 0.80 0.394 5 3.00 0.66 0.244 6 2.00 0.50 0.179 7 1.30 0.23 0.047 8 1.10 0.09 0.708 50.00 0.98 - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Devnorth.pks Flow Frequency Analysis Time Series File:devnorth.tsf • Project Location:Sea -Tac 0 0 0 7 0 1 Flow Rate Rank Time of Peak (CFS) 1.35 6 2/09/01 2:00 1.17 1.63 1.34 1.60 1.44 1.96 2.66 1 Computed Peaks 0 8 1/05/02 16:00 3 12/08/02 18:00 7 8/26/04 2:00 4 10/28/04 16:00 5 1/18/06 16:00 2 10/26/06 0:00 1 1/09/08 6:00 Page 1 - - Peaks - - Rank Return Prob (CFS) Period 2.66 1 100.00 0.99 1.96 2 25.00 0.96 1.63 3 10.00 0.90 1.60 4 5.00 0.80 1.44 5 3.00 0.66 1.35 6 2.00 0.50 1.34 7 1.30 0.23 1.17 8 1.10 0.09 2.42 50.00 0.98 Bypass.pks Flow Frequency Analysis Time Series File:bypass.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates - -- Flow Rate (CFS) 0.162 0 0.133 0 0.194 0 0.145 0 7 0 1 0.174 0.172 0.211 0.326 1 Computed Peaks 0 Rank Time of Peak 6 2/09/01 2:00 8 1/05/02 16:00 3 2/27/03 7:00 7 8/26/04 2:00 4 10/28/04 16:00 5 1/18/06 16:00 2 10/26/06 0:00 1 1/09/08 6:00 Page 1 Flow Frequency Analysis - - Peaks - (CFS) 0.326 0.211 0.194 0.174 0.172 0.162 0.145 0.133 0.287 - Rank Return Period 1 100.00 2 25.00 3 10.00 4 5.00 5 3.00 6 2.00 7 1.30 8 1.10 50.00 Prob 0.99 0.96 0.90 0.80 0.66 0.50 0.23 0.09 0.98 Dsout.pks Flow Frequency Analysis Time Series File:dsout.tsf • Project Location:Sea -Tac 0 0 0 0 7 0 1 - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak (CFS) 0.865 2 2/09/01 18:00 0.215 0.368 0.240 0.226 0.355 0.442 2.53 1 Computed Peaks 0 8 1/05/02 16:00 4 3/06/03 18:00 6 8/26/04 2:00 7 10/28/04 17:00 5 1/18/06 20:00 3 11/24/06 4:00 1 1/09/08 9:00 Page 1 - - Peaks - - Rank Return Prob (CFS) Period 2.53 1 100.00 0.99 0.865 0.442 0.368 0.355 0.240 0.226 0.215 1.97 2 25.00 0.96 3 10.00 0.90 4 5.00 0.80 5 3.00 0.66 6 2.00 0.50 7 1.30 0.23 8 1.10 0.09 50.00 0.98 JAM. .x„ Retention /Detention Facility Type of Facility: Detention Vault Facility Length: 126.00 ft Facility Width: 45.00 ft Facility Area: 5670. sq. ft Effective Storage Depth: 13.25 ft Stage 0 Elevation: 49.00 ft Storage Volume: 75128. cu. ft Riser Head: 13.25 ft Riser Diameter: 18.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.25 0.151 2 8.32 1.76 0.177 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac -ft) (cfs) (cfs) 0.00 49.00 0. 0.000 0.000 0.00 0.01 49.01 57. 0.001 0.005 0.00 0.03 49.03 170. 0.004 0.007 0.00 0.04 49.04 227. 0.005 0.008 0.00 0.05 49.05 284. 0.007 0.010 0.00 0.07 49.07 397. 0.009 0.011 0.00 0.08 49.08 454. 0.010 0.012 0.00 0.09 49.09 510. 0.012 0.013 0.00 0.10 49.10 567. 0.013 0.014 0.00 0.33 49.33 1871. 0.043 0.024 0.00 0.55 49.55 3119. 0.072 0.032 0.00 0.78 49.78 4423. 0.102 0.037 0.00 1.00 50.00 5670. 0.130 0.042 0.00 1.23 50.23 6974. 0.160 0.047 0.00 1.45 50.45 8222. 0.189 0.051 0.00 1.68 50.68 9526. 0.219 0.055 0.00 1.90 50.90 10773. 0.247 0.058 0.00 2.13 51.13 12077. 0.277 0.062 0.00 2.35 51.35 13324. 0.306 0.065 0.00 2.57 51.57 14572. 0.335 0.068 0.00 2.80 51.80 15876. 0.364 0.071 0.00 3.02 52.02 17123. 0.393 0.074 0.00 3.25 52.25 18428. 0.423 0.076 0.00 3.47 52.47 19675. 0.452 0.079 0.00 3.70 52.70 20979. 0.482 0.081 0.00 3.92 52.92 22226. 0.510 0.084 0.00 4.15 53.15 23531. 0.540 0.086 0.00 4.37 53.37 24778. 0.569 0.089 0.00 4.60 53.60 26082. 0.599 0.091 0.00 4.82 53.82 27329. 0.627 0.093 0.00 5.04 54.04 28577. 0.656 0.095 0.00 5.27 54.27 29881. 0.686 0.097 0.00 " 5.49 54.49 31128. 0.715 0.099 0.00 5.72 54.72 32432. 0.745 0.101 0.00 5.94 54.94 33680. 0.773 0.103 0.00 6.17 55.17 34984. 0.803 0.105 0.00 6.39 55.39 36231. 0.832 0.107 0.00 6.62 55.62 37535. 0.862 0.109 0.00 6.84 55.84 38783. 0.890 0.111 0.00 7.07 56.07 40087. 0.920 0.113 0.00 7.29 56.29 41334. 0.949 0.114 0.00 7.52 56.52 42638. 0.979 0.116 0.00 7.74 56.74 43886. 1.007 0.118 0.00 7.96 56.96 45133. 1.036 0.120 0.00 8.19 57.19 46437. 1.066 0.121 0.00 8.32 57.32 47174. 1.083 0.122 0.00 8.34 57.34 47288. 1.086 0.123 0.00 8.36 57.36 47401. 1.088 0.125 0.00 8.38 57.38 47515. 1.091 0.128 0.00 8.39 57.39 47571. 1.092 0.133 0.00 8.41 57.41 47685. 1.095 0.139 0.00 8.43 57.43 47798. 1.097 0.146 0.00 8.45 57.45 47912. 1.100 0.153 0.00 8.47 57.47 48025. 1.103 0.155 0.00 8.69 57.69 49272. 1.131 0.176 0.00 8.92 57.92 50576. 1.161 0.191 0.00 9.14 58.14 51824. 1.190 0.204 0.00 9.36 58.36 53071. 1.218 0.216 0.00 9.59 58.59 54375. 1.248 0.226 0.00 9.81 58.81 55623. 1.277 0.235 0.00 10.04 59.04 56927. 1.307 0.244 0.00 10.26 59.26 58174. 1.335 0.253 0.00 10.49 59.49 59478. 1.365 0.261 0.00 10.71 59.71 60726. 1.394 0.269 0.00 10.94 59.94 62030. 1.424 0.276 0.00 11.16 60.16 63277. 1.453 0.283 0.00 11.39 60.39 64581. 1.483 0.290 0.00 11.61 60.61 65829. 1.511 0.297 0.00 11.84 60.84 67133. 1.541 0.303 0.00 12.06 61.06 68380. 1.570 0.310 0.00 12.28 61.28 69628. 1.598 0.316 0.00 12.51 61.51 70932. 1.628 0.322 0.00 12.73 61.73 72179. 1.657 0.328 0.00 12.96 61.96 73483. 1.687 0.334 0.00 13.18 62.18 74731. 1.716 0.339 0.00 13.25 62.25 75128. 1.725 0.341 0.00 13.35 62.35 75695. 1.738 0.805 0.00 13.45 62.45 76262. 1.751 1.650 0.00 13.55 62.55 76829. 1.764 2.750 0.00 13.65 62.65 77396. 1.777 4.050 0.00 13.75 62.75 77963. 1.790 5.520 0.00 13.85 62.85 78530. 1.803 6.950 0.00 13.95 62.95 79097. 1.816 7.480 0.00 14.05 63.05 79664. 1.829 7.970 0.00 14.15 63.15 80231. 1.842 8.440 0.00 14.25 63.25 80798. 1.855 8.870 0.00 14.35 63.35 81365. 1.868 9.290 0.00 14.45 63.45 81932. 1.881 9.690 0.00 14.55 63.55 82499. 1.894 10.070 0.00 14.65 14.75 14.85 14.95 15.05 15.15 Hyd Inflow Outflow 1 2.66 2 1.35 3 1.41 4 1.61 5 1.44 6 1.34 7 1.60 8 1.17 Hyd R /D. Facility Outflow 1 2.25 2 0.77 3 0.32 4 0.27 5 0.27 6 0.11 7 0.09 8 0.11 63.65 63.75 63.85 63.95 64.05 64.15 2.25 0.77 0.32 0.27 0.27 0.11 0.09 0.11 Tributary , Inflow 0.33 0.16 0.16 0.19 0.17 0.14 0.17 0.13 83066. 83633. 84200. 84767. 85334. 85901. - -- Annual Peak Flow Rates-- - Flow Rate Rank Time of Peak (CFS) 0.771 0.111 0.275 0.107 2 2/09/01 19:00 7 12/28/01 18:00 4 3/06/03 22:00 8 8/26/04 6:00 Peak Storage Stage Elev (Cu -Ft) (Ac -Ft) 13.50 62.50 76570. 1.758 13.34 62.34 12.54 61.54 10.90 59.90 10.62 59.62 6.37 55.37 4.40 53.40 6.84 55.84 Route Time Series through Facility Inflow Time Series File:devnorth.tsf Outflow Time Series File:Vaultout POC Time Series File:dsout 1.907 10.440 1.920 10.800 1.933 11.140 1.946 11.480 1.959 11.800 1.972 12.110 Reservoir POC Outflow Inflow Target Calc 75653. 71119. 61808. 60240. 36136. 24949. 38788. 2.51 0.85 0.44 0.37 0.35 0.24 0.23 0.22 0.00 0.00 0.00 0.00 0.00 0.00 1.737 1.633 1.419 1.383 0.830 0.573 0.890 Inflow /Outflow Analysis Peak Inflow Discharge: 2.66 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 2.25 CFS at 9:00 on Jan 9 in Year 8 Peak Reservoir Stage: 13.50 Ft Peak Reservoir Elev: 62.50 Ft Peak Reservoir Storage: 76570. Cu -Ft 1.758 Ac -Ft Add Time Series:bypass.tsf Peak Summed Discharge: 2.51 CFS at 9:00 on Jan 9 in Year 8 Point of Compliance File:dsout.tsf Flow Frequency Analysis Time Series File:vaultout.tsf Project Location:Sea -Tac Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) (ft) Period 2.25 13.50 1 100.00 0.990 0.771 13.34 2 25.00 0.960 0.323 12.54 3 10.00 0.900 0.275 10.90 4 5.00 0.800 0.122 6 1/05/05 16:00 0.266 5 1/18/06 23:00 0.323 3 11/24/06 8:00 2.25 1 1/09/08 9:00 Computed Peaks Flow Frequency Analysis Time Series File:dsout.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates-- - Flow Rate Rank Time of Peak (CFS) 0.849 0.215 0.368 0.240 0.226 0.355 0.442 2.51 Computed Peaks 2 2/09/01 19:00 8 1/05/02 16:00 4 3/06/03 18:00 6 8/26/04 2 :00 7 10/28/04 16:00 5 1/18/06 20:00 3 11/24/06 4:00 1 1/09/08 9:00 0.266 10.62 5 3.00 0.667 0.122 8.32 6 2.00 0.500 0.111 6.84 7 1.30 0.231 0.107 6.37 8 1.10 0.091 1.75 13.46 50.00 0.980 Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) 2.51 0.849 0.442 0.368 0.355 0.240 0.226 0.215 1.96 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 . 1. 1p�W..+. �d:. tl.... I.LC'h,r..�FL�.4•iia...� ...a.:,.i{. 4�: :, Z • • IY 2 QQ J U O 0 CO 0 J N W W W O H ON 0 I- W W � O . .. Z W 1 Z Vaultout.pks Flow Frequency Analysis Time Series File:vaultout.tsf • Project Location:Sea -Tac - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.771 2 2/09/01 19:00 2.25 13.50 1 100.00 0.99 0 0.111 0 0.275 0 0.107 0 0.122 7 0.266 0 0.323 1 2.25 1 Computed Peaks 0 7 12/28/01 18:00 0.771 13.34 2 25.00 0.96 4 3/06/03 22:00 0.323 12.54 3 10.00 0.90 8 8/26/04 6:00 0.275 10.90 4 5.00 0.80 6 1/05/05 16:00 0.266 10.62 5 3.00 0.66 5 1/18/06 23:00 0.122 8.32 6 2.00 0.50 3 11/24/06 8:00 0.111 6.84 7 1.30 0.23 1 1/09/08 9:00 0.107 6.37 8 1.10 0.09 1.75 13.46 50.00 0.98 Page 1 Recordso.exc KCRTS Program...File Directory: C: \KC_SWDM \KC_DATA\ •[C] CREATE a new Time Series ST 0.93 3.46 0.00 0.00 0.00 0.00 0.00 0.24 Presouth.tkf T 1.00000 T [C] CREATE a new Time Series ST 0.93 0.00 0.81 0.00 0.00 0.00 0.00 2.89 Devsouth.tsf T 1.00000 0.00 0.000000 Till Forest 0.00 0.000000 Till Pasture 0.00 0.000000 Till Grass 0.00 0.000000 Outwash Forest 0.00 0.000000 Outwash Pasture 0.00 0.000000 Outwash Grass 0.00 0.000000 Wetland 0.00 0.000000 Impervious 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies presouth.tsf Presouth.pks [P] Compute PEAKS and Flow Frequencies devsouth.tsf Devsouth.pks [R] RETURN to Previous Menu [F] Size a Retention /Detention FACILITY Manual Design Southpond.rdf 5 Route Time Series 0 Return to Main Menu Page 1 Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious Presouth.pks Flow Frequency Analysis Time Series File:presouth.tsf • Project Location:Sea -Tac - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak (CFS) 0.340 2 2/09/01 15:00 0.157 0 0.326 0 0 7 0 0.075 0.188 0.311 0.295 1 0.598 1 1/09/08 6:00 1 Computed Peaks 0 7 1/05/02 16:00 3 2/28/03 3:00 8 8/26/04 2:00 6 1/05/05 8:00 4 1/18/06 16:00 5 11/24/06 4:00 Page 1 - - Peaks - - Rank Return Prob (CFS) Period 0.598 1 100.00 0.99 0.340 2 25.00 0.96 0.326 3 10.00 0.90 0.311 4 5.00 0.80 0.295 5 3.00 0.66 0.188 6 2.00 0.50 0.157 7 1.30 0.23 0.075 8 1.10 0.09 0.512 50.00 0.98 .4 Devsouth.pks Flow Frequency Analysis Time Series File:devsouth.tsf • Project Location:Sea -Tac 0 0 0 0 - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak (CFS) 0.810 6 2/09/01 2:00 0.669 0.962 0.735 0 0.879 7 0.865 1.07 1.61 1 1 Computed Peaks 0 8 1/05/02 16:00 3 2/27/03 7:00 7 8/26/04 2:00 4 10/28/04 16:00 5 1/18/06 16:00 2 10/26/06 0:00 1 1/09/08 6:00 Page 1 - - Peaks - - Rank Return Prob (CFS) Period 1.61 1 100.00 0.99 1.07 2 25.00 0.96 0.962 3 10.00 0.90 0.879 4 5.00 0.80 0.865 5 3.00 0.66 0.810 6 2.00 0.50 0.735 7 1.30 0.23 0.669 8 1.10 0.09 1.43 50.00 0.98 - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.526 2 2/09/01 19:00 1.10 4.14 1 100.00 0.99 0 0.149 7 1/06/02 5:00 0.526 4.04 2 25.00 0.96 0 0.283 5 2/28/03 7:00 0.326 4.00 3 10.00 0.90 0 0.147 8 8/24/04 0:00 0.316 3.83 4 5.00 0.80 0 0.188 6 1/05/05 14:00 0.283 3.39 5 3.00 0.66 t 7 0.316 4 1/18/06 22:00 0.188 2.68 6 2.00 0.50 0 0.326 3 11/24/06 7:00 0.149 1.66 7 1.30 0.23 1 1.10 1 1/09/08 10:00 0.147 1.62 8 1.10 0.09 1 Computed Peaks 0.907 4.11 50.00 0.98 0 Rdout.pks Flow Frequency Analysis Time Series File:rdout.tsf • Project Location:Sea -Tac Page 1 Retention /Detention Facility Type of Facility: Detention Pond Side Slope: 3.00 H:1V Pond Bottom Length: 93.95 ft Pond Bottom Width: 46.98 ft Pond Bottom Area: 4413. sq. ft Top Area at 1 ft. FB: 9541. sq. ft 0.219 acres Effective Storage Depth: 4.00 ft Stage 0 Elevation: 58.00 ft Storage Volume: 25186. cu. ft 0.578 ac -ft . Riser Head: 4.00 ft Riser Diameter: 18.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 2.06 0.230 2 2.68 1.76 0.096 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac -ft) (cfs) (cfs) (sq. ft) 0.00 58.00 0. 0.000 0.000 0.00 4413. 0.02 58.02 88. 0.002 0.017 0.00 4430. 0.04 58.04 177. 0.004 0.024 0.00 4447. 0.06 58.06 266. 0.006 0.029 0.00 4464. 0.09 58.09 401. 0.009 0.034 0.00 4490. 0.11 58.11 491. 0.011 0.038 0.00 4507. 0.13 58.13 581. 0.013 0.041 0.00 4524. 0.15 58.15 672. 0.015 0.045 0.00 4541. 0.17 58.17 763. 0.018 0.048 0.00 4558. 0.19 58.19 854. 0.020 0.051 0.00 4575. 0.29 58.29 1316. 0.030 0.062 0.00 4662. 0.39 58.39 1786. 0.041 0.072 0.00 4749. 0.49 58.49 2266. 0.052 0.081 0.00 4836. 0.59 58.59 2754. 0.063 0.089 0.00 4925. 0.69 58.69 3251. 0.075 0.096 0.00 5014. 0.79 58.79 3756. 0.086 0.102 0.00 5104. 0.89 58.89 4271. 0.098 0.109 0.00 5194. 0.99 58.99 4795. 0.110 0.115 0.00 5286. 1.09 59.09 5328. 0.122 0.120 0.00 5378. 1.19 59.19 5871. 0.135 0.126 0.00 5471. 1.29 59.29 6423. 0.147 0.131 0.00 5564. 1.39 59.39 6984. 0.160 0.136 0.00 5658. 1.49 59.49 7554. 0.173 0.141 0.00 5753. 1.59 59.59 8134. 0.187 0.145 0.00 5849. 1.69 59.69 8724. 0.200 0.150 0.00 5945. 1.79 59.79 9323. 0.214 0.154 0.00 6042. 1.89 59.89 9933. 0.228 0.158 0.00 6140. 1.99 59.99 10551. 0.242 0.162 0.00 6239. 2.09 60.09 11180. 0.257 0.166 0.00 2.19 60.19 11819. 0.271 0.170 0.00 2.29 60.29 12468. 0.286 0.174 0.00 2.39 60.39 13127. 0.301 0.178 0.00 2.49 60.49 13796. 0.317 0.182 0.00 2.59 60.59 14475. 0.332 0.185 0.00 2.68 60.68 15095. 0.347 0.188 0.00 2.70 60.70 15234. 0.350 0.190 0.00 2.72 60.72 15374. 0.353 0.192 0.00 2.73 60.73 15444. 0.355 0.196 0.00 2.75 60.75 15584. 0.358 0.201 0.00 2.77 60.77 15724. 0.361 0.207 0.00 2.79 60.79 15865. 0.364 0.215 0.00 2.81 60.81 16006. 0.367 0.223 0.00 2.83 60.83 16148. 0.371 0.225 0.00 2.84 60.84 16219. 0.372 0.228 0.00 2.94 60.94 16935. 0.389 0.240 0.00 3.04 61.04 17661. 0.405 0.251 0.00 3.14 61.14 18398. 0.422 0.261 0.00 3.24 61.24 19146. 0.440 0.270 0.00 3.34 61.34 19904. 0.457 0.279 0.00 3.44 61.44 20673. 0.475 0.287 0.00 3.54 61.54 21454. 0.493 0.294 0.00 3.64 61.64 22245. 0.511 0.302 0.00 3.74 61.74 23047. 0.529 0.309 0.00 3.84 61.84 23861. 0.548 0.316 0.00 3.94 61.94 24686. 0.567 0.322 0.00 4.00 62.00 25186. 0.578 0.326 0.00 4.10 62.10 26029. 0.598 0.794 0.00 4.20 62.20 26883. 0.617 1.650 0.00 4.30 62.30 27749. 0.637 2.750 0.00 4.40 62.40 28626. 0.657 4.050 0.00 4.50 62.50 29515. 0.678 5.520 0.00 4.60 62.60 30416. 0.698 6.950 0.00 4.70 62.70 31328. 0.719 7.490 0.00 4.80 62.80 32252. 0.740 7.980 0.00 4.90 62.90 33188. 0.762 8.450 0.00 5.00 63.00 34136. 0.784 8.890 0.00 5.10 63.10 35096. 0.806 9.310 0.00 5.20 63.20 36069. 0.828 9.720 0.00 5.30 63.30 37053. 0.851 10.100 0.00 5.40 63.40 38050. 0.874 10.470 0.00 5.50 63.50 39059. 0.897 10.830 0.00 5.60 63.60 40081. 0.920 11.180 0.00 5.70 63.70 41115. 0.944 11.510 0.00 5.80 63.80 42161. 0.968 11.840 0.00 5.90 63.90 43220. 0.992 12.160 0.00 6.00 64.00 44292. 1.017 12.470 0.00 Hyd Inflow Outflow Target Calc 1 1.61 * * * * * ** 1.10 2 0.81 * * * * * ** 0.53 3 0.82 0.33 0.33 4 0.86 * * * * * ** 0.32 5 0.96 * * * * * ** 0.28 6 0.52 0.19 0.19 Peak Stage Elev 4.14 62.14 4.04 62.04 4.00 62.00 3.83 61.83 3.39 61.39 2.68 60.68 Storage (Cu -Ft) (Ac -Ft) 26334. 0.605 25545. 0.586 25173. 0.578 23808. 0.547 20324. 0.467 15088. 0.346 6338. 6438. 6538. 6640. 6742. 6845. 6938. 6959. 6980. 6990. 7011. 7032. 7053. 7074. 7095. 7105. 7210. 7317. 7423. 7531. 7639. 7748. 7858. 7968. 8079. 8191. 8304. 8372. 8485. 8600. 8715. 8831. 8947. 9065. 9183. 9301. 9421. 9541. 9662. 9784. 9906. 10029. 10153. 10277. 10403. 10529. 10655. 10783. use s :.gin ••, i 7 0.67 * * * * * ** 0.15 1.66 8 0.74 * * * * * ** 0.15 1.62 Route Time Series through Facility Inflow Time Series File:devsouth.tsf Outflow Time Series File:rdout Inflow /Outflow Analysis Peak Inflow Discharge: 1.60 CFS at Peak Outflow Discharge: 1.10 CFS at Peak Reservoir Stage: 4.14 Ft Peak Reservoir Elev: 62.14 Ft Peak Reservoir Storage: 26334. Cu -Ft 0.605 Ac -Ft Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates-- - Flow Rate Rank Time of Peak (CFS) 0.526 2 2/09/01 0.149 7 1/06/02 0.283 5 2/28/03 0.147 8 8/24/04 0.188 6 1/05/05 0.316 4 1/18/06 0.326 3 11/24/06 1.10 1 1/09/08 Computed Peaks 19:00 5:00 7:00 0:00 14:00 22:00 7:00 10:00 59.66 8570. 0.197 59.62 8329. 0.191 6:00 on Jan 9 in Year 8 10:00 on Jan 9 in Year 8 Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) (ft) Period 1.10 4.14 1 100.00 0.526 4.04 2 25.00 0.326 4.00 3 10.00 0.316 3.83 4 5.00 0.283 3.39 5 3.00 0.188 2.68 6 2.00 0.149 1.66 7 1.30 1.62 8 1.10 0.147 0.907 4.11 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 APPENDIX B - ON -SITE WATER QUALITY CALCULATIONS DAVID EVANS AND ASSOCIATES, INC. June 2003 N (:. d: \work \d \dasc0021•ins\r 030528 nnf tukw tir final,doc 55 NE 128th Street Widening Surface Water Technical Information Report Surface Area (sf) Ai (Impervious) 233046 Atg (Till Grass) 26136 Atf (Till Forest) 0 Ao (Outwash) 0 North Wet Pond Seattle INS Calculations for Water Quality Treatment (1998 KCSWDM Criteria) For 6- month, 24 -hr Design Event Design Calculations for Wet Vault Design Criteria: King County SWDM 6.4.2 Step1: Identify required wetpool volume factor (f) Basic Large Step 2: Determine rainfall (R) for the mean annual storm. From Figure 6.69, R= 3 4.5 0.471 inches or0'�9;.t�' feet Step 3: Calculate runoff from the mean annual storm (Vr) for the developed site. Volume of runoff from mean annual storm (Vr) = (0.9Ai + 0.25Atg + 0.10Atf + 0.01Ao) x (R /12) Step 4: Calculate Wetpool Volume Vb = f * Vr Vb (cf) = 3* 8471 = NM cf Step 5: Determine Wetpool Dimensions 7.01,x.. 7+;441eafyn bliartDV.V4 Vr (cf) = (0.9* 233046 +0.25* 26136 +0.10* 0 +0.01* 0 )* 0.039167 = 8471 Surface Area (sf) Ai (Impervious) 125888 Atg (Till Grass) 75794 Atf (Till Forest) 0 Ao (Outwash) 0 South Wet Pond Seattle INS Calculations for Water Quality Treatment (1998 KCSWDM Criteria) For 6- month, 24 -hr Design Event Design Calculations for Wet Vault Design Criteria: King County SWDM 6.4.2 Step1: Identify required wetpool volume factor (f) Basic Large From Figure 6.69, R= 3 4.5 Step 2: Determine rainfall (R) for the mean annual storm. 0.471 inches or c ° feet Step 3: Calculate runoff from the mean annual storm (Vr) for the developed site. Volume of runoff from mean annual storm (Vr) _ (0.9Ai + 0.25Atg + 0.10Atf + 0.01 Ao) x (R /12) Vr (cf) = (0.9* 125888 +0.25* 75794 +0.10* 0 +0.01* 0 )* 0.039167 = 5180 Step 4: Calculate Wetpool Volume Vb =f*Vr Vb(cf)= 3* 5180 = cf Step 5: Determine Wetpool Dimensions Z I I- W 6 JU U CO C w= Q u- W g J u. ¢ U � _ � W z = ZI- U U O N O I— W UJ H H O 111 H - � 0 z • • APPENDIX C - CONVEYANCE CALCULATIONS DAVID EVANS AND ASSOCIATES, INC. June 2003 I N ( . d:\work■d\dasc0021-inAr 03_0528 nnf tukw tir 58 NE 128th Street Widening Surface Water Technical Information Report ' • -••• • • " • ' File: D03 -0293 35mm Drawing #16 z _I. J 0' U0 U 0 W =� J F. N L: W 0. u_Q =• d Z� i- 0 Z F- 2 0 O - O I-'. W LU. I- LL. • U' O LLi Z. • = O ~ z Location 1�1 ink s=r Aberdeen and Hoquiam 5.10 0.488 6.22 0.488 7.06 d.487 8.17 0.487 9.02 0.487 9.86 Bellingham 4.29 0.549 5.59 0.555 6.59 0.559 7.90 0.562 8.89 0.563 9.88 Bremerton 3.79 0.480 4.84 0.487 5.63 0.490 6.68 0.494 7.47 0.496 8.26 Centralia and Chehalis3.63 0.506 4.85 0.518 5.76 0.524 7.00 0.530 7.92 0.533 8.86 Clarkston and Colfax 5.02 0.628 6.84 0.633 8.24 0.635 10.07 0.638 11.45 0.639 12.81 Colville 3.48 0.558 5.44 0.593 6.98 0.610 9.07 0.626 10.65 0.635 12.26 L ii 2.89 0.590 5.18 0.631 7.00 0.649 9.43 0.664 11.30 0.672 13.18 a Everett 3.69 0.556 5.20 0.570 6.31 0.575 7.83 0.582 8.96 0.585 10.07 M h Forks 4.19 0.410 5.12 0.412 5.84 0.413 6.76 0.414 7.47 0.415 8.18 p Hoffstadt Cr. (SR 504)3.96 0.448 5.21 0.462 6.16 0.469 7.44 0.476 8.41 0.480 9.38 )1 Hoodsport 4.47 0.428 5.44 0.428 6.17 0.427 7.15 0.428 7.88 0.428 8.62 Kelso and Longview 4.25 0.507 5.50 0.515 6.45 0.519 7.74 0.524 8.70 0.526 9.67 11 Leavenworth 3.04 0.530 4.12 0.542 5.62 0.575 7.94 0.594 9.75 0.606 11.08 o Moses Lake 2.61 0.583 5.05 0.634 6.99 0.655 9.58 0.671 11.61 0.681 13.63 M al Mt. Vernon 3.92 0.542 5.25 0.552 6.26 0.557 7.59 0.561 8.60 0.564 9.63 n N Naselle 4.57 0.432 5.67 0.441 6.14 0.432 7.47 0.443 8.05 0.440 8.91 y t Olympia 3.82 0.466 4.86 0.472 5.62 0.474 6.63 0.477 7.40 0.478 8.17 ou Omak 3.04 0.583 5.06 0.618 6.63 0.633 8.74 0.647 10.35 0.654 11.97 j Pasco and Kennewick 2.89 0.590 5.18 0.631 7.00 0.649 9.43 0.664 11.30 0.672 13.18 co Port Angeles 4.31 0.530 5.42 0.531 6.25 0.531 7.37 0.532 8.19 0.532 9.03 Poulsbo 3.83 0.506 4.98 0.513 5.85 0.516 7.00 0.519 7.86 0.521 8.74 C Queets 4.26 0.422 5.18 0.423 5.87 0.423 6.79 0.423 7.48 0.423 8.18 ▪ um.4 3.56 0.515 4.83 0.531 5.62 0.530 6.89 0.539 7.88 0.545 8.75 Sequim 3.50 0.551 5.01 0.569 6.16 0.577 7.69 0.585 8.88 0.590 10.04 Snoqualmie Pass 3.61 0.417 4.81 0.435 6.56 0.459 7.72 0.459 8.78 0.461 10.21 Spokane 3.47 0.556 5.43 0.591 6.98 0.609 9.09 0.626 10.68 0.635 12.33 Stevens Pass 4.73 0.462 6.09 0.470 8.19 0.500 8.53 0.484 10.61 0.499 12.45 Tacoma 3.57 0.516 4.78 0.527 5.70 0.533 6.93 0.539 7.86 0.542 8.79 Vancouver 2.92 0.477 4.05 0.496 4.92 0.506 6.06 0.515 6.95 0.520 7.82 Walla Walla 3.33 0.569 5.54 0.609 7.30 0.627 9.67 0.645 11.45 0.653 13.28 Wenatchee 3.15 0.535 4.88 0.566 6.19 0.579 7.94 0.592 9.32 0.600 10.68 Yakima 3.86 0.608 5.86 0.633 7.37 0.644 9.40 0.654 10.93 0.659 12.47 2 -Year MRI 5 -Year MRI 10 -Year MRI 25 -Year MRI 50 -Year MRI 100 -Year MRI m n m n m n m n m n m n 0.487 0.565 0.498 0.537 0.639 0.642 0.678 0.586 0.416 0.484 0.428 0.529 0.611 0.688 0.567 0.436 0.480 0.660 0.678 0.532 0.523 0.424 0.545 0.593 0.476 0.643 0.513 0.545 0.525 0.660 0.605 0.663 z I I- '~ W 6 J U 00 (0 o • LU J N LL W g a I � z = zI- W • W U O - O F- W I U LL W z U Q 0 z July 7, 2004 Ralph Hagler 12201 Tukwila International Boulevard, Fourth Floor Tukwila, WA 98168 RE: Permit Application No. D03 -293 12500 Tukwila Intrnational Boulevard Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Residential Code and /or the International Mechanical Code, every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one -time extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection or request and receive an extension prior to August 2, 2004, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Xc: Permit File No. 003 -293 Bob Benedicto, Building Official City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director • Call the City Of Tukwila Permit Center at (206) 431 -3670 to arrange for the next or final inspection. Stefania Spencer Permit Technician 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 - 3665 .....f�:1.L�sti2w:+:Ei �,; Kai• �•l:iti;.w;.�'-•y�,�oYi�k +.t;' 07/15/2004 15:28 4257460860 Subject: Dear Mr. Leng: Earth Consultants, inc. rrniccttnicil F.ngIncATS OrnklOsts N RrIVlrcxvnrnttd SclrrciLLtA t hnti'Inn :lktn Tc ting & If 1() : W3() ht5t:tinn C;cTr•h. July 15, 2004 E- 2579 -46 Sabey Corporation 12201 Tukwila International Boulevard, Fourth Floor Seattle, Washington 98168 -5121 Attention: Mr. David Leng In accordance with your request, Earth Consultants, Inc. (ECI) has prepared this letter summarizing our earthwork observation and testing for the completed modular block walls. Our observations and testing were performed on a full -time basis during the excavation, drainage installation, and construction of the wall. This letter summarizes our observations and testing for the completed Wall A (Permit No. D03 -293). ,Native Cut Excavation and Backfill Based on our observation, the native cut excavated for Wall A was competent, and consisted of dense to very dense silt and silty sand soils. Structural fill soils were placed between the back of the gravity wall and native cut excavation, and compacted with a sheepsfoot roller. Relative compaction of at least 90 percent was achived at the test locations. Modular Block and Keyway Final Letter Modular Block Walls Wall A (Permit No. �.�. INS Seattle District Office Tukwila, Washington The modular block consisted of Lock - Block, manufactured by Ultrablock, Inc. The keyway for the block was excavated sufficiently deep, per our geotechnical recommendations, and compacted with a vibratory hoe -pack. A minimum twelve (12) inch layer of crushed rock was placed above the compacted keyway surface, and subsequently compacted with a vibratory plate to complete the keyway construction. __RECEIVED 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746.0860 Toll Free (888) 739.6870 EARTH CONSULTANTS NOV 2 2 2004 . DE ART NT PAGE 02/03 l stablishex 1975 Other Locations Fife 07/15/2004 15:28 4257460860 Sabey Corporation July 15, 2004 Per our geotechnical recommendations, the base block was keyed -in a minimum of eighteen (18) inches, Based on our observations and testing, the keyway construction was completed in accordance with our geotechnical recommendations and the approved plans. Drainage A perforated drain pipe and free draining gravel zone was installed behind the wall. A rigid, perforated drain pipe was placed along the base of the wall. A minimum eighteen (18) inch wide drainage zone consisting of free draining gravel was as observations, in taped eind the lock- - block as the wall construction was advanced, Based on behind the wall was completed in accordance with our geotechnical recommendations, and the approved plans. Conclusions Based on our observations and testing, to the best of our knowledge, the modular block wall was completed in accordance with our geotechnical recommendations and the approved plans. We trust this final letter with our summary of the geotechnical earthwork observation and testing meets your current needs. If you have any questions, or if additional information is required, please call. Respectfully submitted, EARTH CONSULTANTS, INC. RAClrnwp • Raymond A. Coglas, P.E. Manager of Geotechnical Services EARTH CONSULTANTS Earth Consultants, Inc. • PAGE 03/03 E- 2579 -46 Page 2 .. w.......:.. �; 1.., s. r:::. e.: y..• cvw a.• w,:, t.: tw,,. rtw3x::.. �s.. utr, Cl cu., ,CL�er +,luti�•�iq'ax:;a ?'. � : ; ACTIVITY NUMBER: D03 - 293 DATE: 9 - - PROJECT NAME: DHS - SEATTLE DISTRICT OFFICE SITE ADDRESS: 12500 TUKWILA INTERNATIONAL BL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: O -23-03 Buil ing Division Public Works nn Pe. -t1- o DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Please Route Documents/routing s1 ip.doc 2.28.02 Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: PERMIT COQRDCOPYRO NG SLIP PLAN REVIEWiUTI APPROVALS OR CORRECTIONS: DUE DATE: 10-21 -03 Approved n Approved with Conditions Not Approved (attach comments) U Notation: REVIEWER'S INITIALS: REVIEWER'S INITIALS: DATE: Structural Structural Review Required 5 /0 Fire Prevention Incomplete n Q 4 acv:!rrensr.5 n OM /° -4723-65 Planning Division RI Permit Coordinator DUE DATE: 9 -23-03 Not Applicable No further Review Required DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 PW ❑ Staff Initials: EXPIRATION DATE 12 -31 -2003 DATE ISSUED 12/20/2002 LICENSE NUMBER 03 -242 FEE PAID $100.00 SALES TAX CODE No. 1729 e • &4-Gt-4Z, CITY CLERK DEPARTMENT OF LABOR AND INDUSTRIES F625.0520)0 (3/97) REGISTERED AS PROVIDED BY LAW AS CONST• .CONT GENERAL , EGIST # f FXP :'. DATE ,CCO1 ' SABE Y dT03 3KM b 1 /06/2005 EFFECTIVE DATE' - '05/14/1997 SABEY CONSTRUCTION 12201 TUKWI LA. :INT'L BLVD 4TH: FLOOR • SEATTLE WA 98168 -5121 281 -8700 Detach And Display Certifk.n City of Tukwila, Washington RUMNESS LOCENSE General Contractor TELEPHONE NATURE OF BUSINESS LICENSEE AGREES TO COMPLY WITH ALL THE REQUIREMENTS OF CITY ORDI- NANCES AND STATE LAWS APPLICABLE TO THE BUSINESS ACTIVITY LICENSED HEREUNDER. Sabey Construction, Inc. 12201 TUKWILA INTL BLVD 4 FLR TUKWILA WA 98168 -5121 This license is to be displayed conspicuously at the location of business and is not transferable or assignable. a�il�;fr Y:t+.:,nv,Fti�a� J i SPECIFICATIONS: MODULAR BLOCK AND MSE WALL CONSTRUCTION GENERAL A Work shall consist of furnishing and construction of a Modular Block and MSE Retaining Wall System in accordance with these specifications and in reasonably close conformity with the lines, grades and dimensions shown on the plans. B Work includes preparing foundation soil. furnishing and installing leveling pads, drainage fill and backfill to the lines and grades shown on the construction drawings Work includes furnishing and installing geogrid soil reinforcement of the type. size. location, and lengths designated on the construction drawings and MSE Wall Schedule SUBMITTALS A. Contractor shall submit a Manufacturers certification, prior to start of work, that the retaining wall system components meet the requirements of this specification and the structure design. Contractor shall submit a test report documenting strength of specific modular concrete unit and geogrid reinforcement connection. The maximum design tensile load of the geogrid shall be equal to the laboratory tested ultimate strength of geogrid / facing unit connection at a maximum normal force limited by the "Hinge Height" of the structure divided by a safety factor of 1.5. QUALITY ASSURANCE A. Contractor shall submit certification, prior to start of work, that the retaining wall system (modular concrete units and specific geogr d) has been successfully utlilized on similar projects, i.e., height, soil fill types, erection tolerances. etc. B. Contractor shall demonstrate prior experience on projects of similar size and magnitude where the specific retaining wall system has been constructed successfully. Contact names and telephone numbers shall be listed for each project. C Owner shall provide soil testing and quality assurance inspection on a full-time basis during earthwork and wall construction operations Owner's quality assurance program does not relieve the contractor of responsibility for wall performance DELIVERY, STORAGE AND HANDLING A. Contractor shall check all materials upon delivery to assure that the proper type, grade, color, and certification has been received. B. Contractor shall protect all materials from damage due to jobsite conditions and in accordance with manufacturers recommendations. Damaged materials shall not be incorporated into the work. PRODUCTS DEFINITIONS A. Modular Block: a concrete retaining wall element machine made from portland cement, water. and aggregates. B. Structural Geogrid: a structural element formed by a regular network of integrally connected tensile elements with apertures of sufficient size to allow interlocking with surrounding soil. rock, or earth and function primarily as reinforcement. C. Unit Drainage Fill: drainage aggregate which is placed immediately behind the modular concrete units. D. Reinforced Backfill: compacted soil which is placed within the reinforced soil volume as outlined on the plans. MODULAR RETAINING WALL UNITS A. Modular Block units shall conform to the following architectural requirements: face color: concrete gray - standard manufacturers color may be specified by the Owner. bond configuration: running with bonds nominally located at mrdpoint vertically adjacent units. in both straight and curved alignments. Modular Block materiais shall conform to the requirements of ASTM C1372- Standard Specifications for Segmental Retaining Wall Units. Modular Block units shall conform to the following structural and geometric requirements measured in accordance with appropriate references compressive strength = 3000 psi minimum absorpt or = 8% maximum (6% ;n northern states ' `or standard weight aggregates unit sae 25 (1-1) x5 0':W' x25 ,D minimum unit weight 4 320 Ibs / unit BASE LEVEUNG PAD MATERIAL A Matenal shaft consist of Drar,age Fill (I. Maus Crushed Rccc; and placed as stern or the cor•s:r. uc bon' draw+r.as DRAINAGE ALL A Unit '3+' ? f it ' sr a F xvIsist of Cs -lea►' rr ...s'Ned 'ocu Tee ,- ag t'* t o' o* . N gradat v tested r accordank.. vote= ASTM D-422 figtetaiiiin Percent PassrW ,nc+, ► OC 3/4 incr. 75-10C No 4 O - No 50 0 -5 i REINFORCED BACKFiLL A. Reinforced backfill shall be free of debris and have a moisture content that is at or near the optimum level. The maximum aggregate size shall be limited to 1 1/2 inches unless field tests have been performed to evaluate potential strength reductions to the geogrid design due to damage during construction. C Unsuitable soils for backfill (high plastic clays or organic soils) shalt not be used in the backfill or in the reinforced soil mass. D The fill material shall meet the following gradation: Sieve Size ,Percent Passing 1 1/2 inch 100 - 75 3/4 inch 100 - 75 No. 40 0 - 60 No. 200 0 - 35 Fill that does not meet the above gradation must be approved by the geotechnical engineer. GEOGRID SOIL REINFORCEMENT A. Geosynthetic reinforcement shall consist of geogrids manufactured specifically for soil reinforcement applications and shall be manufactured from high tenacity polyester yarn or high density polyethylene. Polyester geogrid shall be knitted from high tenacity polyester filament yam with a molecular weight exceeding 25,000 Meg/m and a carboxyl end group values less than 30. Polyester geogrid shall be coated with an impregnated PVC coating that resists peeling, cracking and stripping. B. Geogrid long term design strength shall be at least 4,700 lbs./ft for walls 15.0 feet or higher. For walls 12.5 feet or less, LTDS shall be at least 2,800 lbs./ft. The contractor shall provide manufacturers specifications to the geotechnical engineer for review and approval. C Manufacturing Quality Control The geogrid manufacturer shall have a manufacturing quality control program that includes QC testing by an independent laboratory. The QC testing shall include: Tensile Strength Testing Melt Flow Index (HDPE) Molecular Weight (Polyester) DRAINAGE PiPE A. The drainage pipe shall be rigid perforated PVC pipe manufactured in accordance with ASTM D -3034. EXECUTION EXCAVATION A. Contractor shall excavate to the lines and grades shown on the construction drawings. The geotechnical engineer shall observe the excavation and approve prior to placement of leveling material or fill soils. Proof roll foundation area as recommended by the geotechnical engineer to determine if remedial work is required. Over- excavation and replacement of unsuitable foundation soils and replacement with approved compacted fill will be compensated as agreed upon with the Owner. BASE LEVEUNG PAD A. Leveling pad material shall consist of Drainage Fill, and shall be placed as shown on the construction drawings, to a minimum thickness of 12 inches. B. Soil leveling pad materials shall be compacted to a minimum of 95% Modified Proctor density per ASTM D- 1557 -91. Leveling pad shall be prepared to insure full contact to the base surface of the concrete units. MODULAR -BLOCK UNIT INSTALLATION A. First course of Modular Blocks shall be placed on the leveling pad at the appropriate line and grade. Alignment and level shall be checked in all directions and insure that all units are in full contact with the base and property seated. Place the front units side -by- side. Do not leave gaps between adjacent units. Layout of corners and curves shall be in accordance with manufacturers recommendations. C Place and compact drainage fill behind Modular Block wail units. Place and compact reinforced backfill soil behind drainage fill. Follow wall erection and drainage fill closely with structural badkfill D Maximum stacked vertical height of Modular Block wall units. prior to unit drainage fill and backfill placement and compaction. shall not exceed two courses (5 feet) i STRUCTURAL GEOGRID INSTALLATION A The geog xi strength perpendicular to the wall alignment shall meet the strength specifications B Geogrid reinforcement shall be paced at the strengths lengths and elevations shown on the construaiort design drawings or as directed by the Engineer • v D Geogrid reinforcements shall be continous throughout their embedment lengths and placed side -by -side to provide 100% coverage at each level. Spliced connections between shorter pieces of geogrid or gaps between adjacent pieces of geogrid are not permitted. REINFORCED BACKFILL PLACEMENT A. Reinforced backfill shall be placed, spread, and compacted in such a manner that minimizes the development of slack in the geogrid and installation damage. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where hand compaction is used, or 10 inches where heavy compaction equipment such as rollers is used. Lift thickness shall be decreased to achieve the required density as required. C. Reinforced backfill shall be compacted to 90% of the maximum density as determined by ASTM D- 1557 -91. The moisture content of the backfill material prior to and during compaction shall be at or near the optimum moisture content. D. E. F The geogrid shall be laid horizontally on compacted backfill and attached to the Lock -Block modular wall units. Place the next course of modular concrete units over the geogrid. The geogrid shall be pulled taut, and anchored prior to backfill placement on the geogrid. Only lightweight hand - operated equipment shall be allowed within 3 feet from the modular concrete unit. Tracked construction equipment shall not be operated directly upon the geogrid reinforcement. A minimum fill thickness of 6 inches is required prior to operation of tracked vehicles over the geogrid. Tracked vehicle turning should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. Rubber tired equipment may pass over geogrid reinforcement at slow speeds, less than 10 MPH. Sudden braking and sharp turning shall be avoided. At the end of each day's operation, the Contractor shall slope the last lift of reinforced backfill away from the wall units to direct runoff away from wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. AS -BUILT CONSTRUCTION TOLERANCES A. Vertical alignment: +1.5" over any 10' distance B. Wall Batter. within 2 degrees of design batter C. Horizontal alignment: +1.5" over any 10' distance Corners, bends. curves +1 ft. to theoretical location D. Full contact between blocks shall be maintained. FIELD QUAUTY CONTROL A. The wall construction shall be observed by the geotechnical engineer on a full time basis. Testing of the compacted backfill shall be performed by the geotechnical engineer. B. As a minimum. quality assurance shall include foundation soil inspection, soil and backfill testing, verification of design parameters, and observation of construction for general compliance with design drawings and specifications. Lock - Block Wall Height (ft.) 5.0 7.5 10.0 I 15.0 17.5 2'0.0 12.5 22.5 25.0 27.5 NOTE: For tiered walls consider the overall effective height of the tiered wall system when determining required geogrid length from the reinforcement schedule. MODULAR BLOCK - MSE WALL : REINFORCEMENT SCHEDULE Geogrid Length (ft.) 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 22.0 Geogrid Layer Spacing (Ft.) (Measured From Bottom of Wall) 2.5 I 2.5 2.5 2.5 I 5.0 17.5 5.0 5.0 7.5 110.0 - 110 12.5 - - 2.5 j 5.0 7.5 2.5 150 175 110.0 125 15.0 I- ,2.5 1 50 17.5 10.0 1 2.5 15.0 17.5 - 2.5 X50 7.5 ! 15_C 1 7.5 20.0 - E- 1 9 ; 10 2.5 5.0 17.5 j10.0 '25 15.0 17.5 20.0 22.5 25 15.0 I 7.5 !b0.0 12.5 15.0 175 200 22.5 250 F' F = c\T ( Z.' r off► CC Y • .p • sirs P03413 a) U1 c tv O 6 - /s Z c IS 5 O CD Z � o I- • c 0 Cc • 0 z 0 • 0 0 cc C Z.. •v I v sionse • 5.0' TOP VIE Weight = 4,320 bs. 5.0' SIDE VIEW Lod* -Bock At Comer NOT -TO -SCALE m Vertical waits can be locked at 90 degree coers Battered was at 9C deg; ee comers are constructed as follows Stack a vertical cower cower to fit; e comer AoNst toe of battered war' to Teet wort comers of vertica; stack t re c :oe out for :.uts.Oe corner 'neet :oe a: edge for node aocner For wa! s P' •+g Mar tler �r 7 5 - you Tay ;use a stack of tuft-sue. interlocked socks to roue a 5 x 5 vlert cal stook rather tar 2 - 2.5'x 2.5' stack "mitt single ref baodcs 2.46' 4.92' S.IDE_YW 4.92' IOP�C1EW 2.46' NOT - TO - SCALE 2.46' ERONT_ VIEW MODULAR BLOCK CORNER OPTIONS NOT - TO - SCALE 2H : 1V Slope 1 • i lil I. 14 ► '711 , . i 11111 •1 ..- �- +Y�+ -j "'+' Y'rT�-- r•- -�-t- -•-f..- .'r'-T_ rT� 3 � T : "i- f -. �.. ♦- +- ._y- �'t- '--r -. y--r -r�� r �- ..L� «+ �� a- .-r��: �� � � Fy n - • - t • �� t . .. -1- ��� .a-.. l f} T- r-+-?- 1 ♦ y - �� T � - t- « -:� ��rr -► * - t 1 T t , [ ± _t- r +- +- 4- r - ,j•- ;2" -� i t T T "` ��• +-+ --r-« "_ - t -� ��. -•.rt t� 1 o ~ .•_ :-. 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NOT - TO - SCALE NOT - TO - SCALE Reinforced Fill Zone Reinforced FRH Zone 4' Diameter r Raid PVC Drain Pipe, Gravity Flaw to Apprvrrd Discharge Post ze - MSE WALL SEC11ON Place Geocomposite Sheet Drain on face of temporary excavation. Minimum 30% coverage of excavation face. Use Miradrain 6000 or approved equivalent W'ap Washed Rock ;s+ fiber tab.= lisra0 140N or aPPowed 7.5' MODULAR BLOCK GRAVITY WALL Modular Block 2.5Hx2.5Wx5L (Typical) 111E-III= NOT - TO - SCALE Modular Block 2.5Hx2.5Wx5L (TYPicaI) Drainage Fill t" Minus Crushed Rock Structural Fill or Native Cut Structural Fill or Native Cut Drainage Fill 1" Minus Crushed Rock y ,- 1� . IMMO MM MISMIMMI 5.0' TOP VIE Weight = 4,320 bs. 5.0' SIDE VIEW Lod* -Bock At Comer NOT -TO -SCALE m Vertical waits can be locked at 90 degree coers Battered was at 9C deg; ee comers are constructed as follows Stack a vertical cower cower to fit; e comer AoNst toe of battered war' to Teet wort comers of vertica; stack t re c :oe out for :.uts.Oe corner 'neet :oe a: edge for node aocner For wa! s P' •+g Mar tler �r 7 5 - you Tay ;use a stack of tuft-sue. interlocked socks to roue a 5 x 5 vlert cal stook rather tar 2 - 2.5'x 2.5' stack "mitt single ref baodcs 2.46' 4.92' S.IDE_YW 4.92' IOP�C1EW 2.46' NOT - TO - SCALE 2.46' ERONT_ VIEW MODULAR BLOCK CORNER OPTIONS NOT - TO - SCALE 2H : 1V Slope 1 • i lil I. 14 ► '711 , . i 11111 •1 ..- �- +Y�+ -j "'+' Y'rT�-- r•- -�-t- -•-f..- .'r'-T_ rT� 3 � T : "i- f -. �.. ♦- +- ._y- �'t- '--r -. y--r -r�� r �- ..L� «+ �� a- .-r��: �� � � Fy n - • - t • �� t . .. -1- ��� .a-.. l f} T- r-+-?- 1 ♦ y - �� T � - t- « -:� ��rr -► * - t 1 T t , [ ± _t- r +- +- 4- r - ,j•- ;2" -� i t T T "` ��• +-+ --r-« "_ - t -� ��. -•.rt t� 1 o ~ .•_ :-. T r r = ' - s=� . s.Mr.... M..N�.N q ■��� .�_a. NN a.r�w - _"_rsi.a�fr N a.�.. .. .� . . .�. .INN.M.NM. .�. .. r .r.M ! � - .�.. .- -... ...MM. .� i M...-. if i..N _�s M .NM.....le•...•1 MYNs. - , M... N. _ T _N ____ _.�1. 1 �i + .MM. .NM 4-..--.- r 3 ,., . - N _ `r�Y Y <J:] - 1 - K;-- : !t�` '.- c: Wwl �loa.s �fm.a�v:isw. #�4:r -,2 r�O=.n �a Lif ;t .a►'in7Ri111 J'r• ..s �1•K"a Z.7"4d.Ya,e i'�. •. . :f' ...r 'l.J. rY:tw3:�r[;; E. �."{si tr, :+Im�:Y S•0,26 "4 Qt 4N MOO Mad., , t':i..�.••, � :. ba :aa. :s.¢. ►•n'. .T <_. •n ar'6w�:n e[ ,.: . s �: x- n .V __ .- is -,7 - - ,ft 1 172 ,, t, Modular Block 25'1x2.5'Wx5.0''L GEOGRID AND LOCK -BLOCK CONNECTION DETAIL NOTE: Geogrid is to be plaoed on level bacld ll and extended over the top and out to the face of the Lock -Block Unite. Place next row of Block, pull geogrid taunt, stack as required and backfill. NOT - TO - SCALE NOT - TO - SCALE Reinforced Fill Zone Reinforced FRH Zone 4' Diameter r Raid PVC Drain Pipe, Gravity Flaw to Apprvrrd Discharge Post ze - MSE WALL SEC11ON Place Geocomposite Sheet Drain on face of temporary excavation. Minimum 30% coverage of excavation face. Use Miradrain 6000 or approved equivalent W'ap Washed Rock ;s+ fiber tab.= lisra0 140N or aPPowed 7.5' MODULAR BLOCK GRAVITY WALL Modular Block 2.5Hx2.5Wx5L (Typical) 111E-III= NOT - TO - SCALE Modular Block 2.5Hx2.5Wx5L (TYPicaI) Drainage Fill t" Minus Crushed Rock Structural Fill or Native Cut Structural Fill or Native Cut Drainage Fill 1" Minus Crushed Rock y ,- 1� 0 4 . 1 Fig 6. . oF .�...._ - - O1:s1c ;N• rm1 64M/01 • ►+ern • P \CAGOPACi AGASCOO11' Ot iwi 11FFTS DATE . :'o() , DRAWN:_ PMF �KO4I CT:. fiA'X,Q02 I �.. CIIECkI D: _ FILE NAM REVISION~ OOMPIIIM APPD. -" DAVID EVANS ANDASSOCIATES /NC' 1820 W. Marine View Drive, Suite 200 Everett Washington 98201 Phone: 425.259.4099 NORTH BASIN MAP FOR DEPARTMENT OF HOMELAND SECURITY SEATTLE DISTRICT OFFICE TUKWILA, WASHINGTON CO 1 1:0 0 Q 0 O z O 2 m m 0 --1 m m (i) m n z co Z v 0 Z 0 - n m --1 n z Z • 416 rn v • • • 1 4 .4 1 } 1 eIfs, alS /29 /0; i MY% \CAGOPR1 ADAV°3071 %,111 \'S mit \ flq ofth tiv e _ FIB 6a SCALE. .. r,,. f�! RJ ATP .. ,l' JNF, 700 J r.�..... PROJr,(7 ()A Cr 06":1 C • nu NAT._ Argil, NM= __ 1 ♦ • : or ....� 7 �._._. T 1FFTS DE it;N i)hAWN: PPM' r w�� ('I IFr'KEr) f r i A M ••■•••■••a.ms 1iEVISi( APPD. DAVID EVANS AND ASSOCIATES INC. 1620 W. Marine View Drive, Suite 200 Everett Washington 98201 Phone: 425.259.4099 NORTH BASIN CONVEYANCE MAP FOR DEPARTMENT OF HOMELAND SECURITY SEATTLE DISTRICT OFFICE TUKWILA, WASHINGTON 0 -4 O z 0 T 2 m m 0 - n z m in m m n 0 z CO Z v D 0 -1 0 z 0 -1 T m n z a v r r Z W Z • • r File: D03 -0293 35mm Drawing #1 -10 Drwn. GLS Date Jan. 2003 Proj. No. 2579 -44 Checked MGM Date 1/24/03 Plate 2 CD C 720 I 170 B -101 7(7(1 770 80 B -202 I r 1B -102 Proposed INS Bwilding 26 I B -5 — — B -203 1 1B-12 ; : 8 -204 1 130. ' T PT07Ii I , , I I TPti '8 1 I I � ITP -2 ■ I TPL, .� TP -211 60 -210j 134-1 1TP -204 1. o 1. ?0 I 110 100 1 1 `p 70 I / I I / I I I — 1 B -101 1 8102 B -8 7() I (`)i7 I TP -2 i1 // I ,[L 1 I 1 _ �I 203 I / Q 1 TP -202 I r I I r ; , I I 90 80 70 Existing Warehouse Building / I 1 r ' 1 I -7 1 S. 76TH s rREET Approximate Scale 0 50 100 200ft. 00 60 LEGEND B-201-1— Approximate Location of ECI Boring, Proj. No. E- 2579 -44, Jan. 2003 TP -201 — — Approximate Location of ECI Test Pit, Proj. No. E- 2579 -44, July 2002 B-101--Approximate Location of ECI Boring, Proj. No. E- 2579 -31, Jan. 2001 B -4 — I — Approximate Location of ECI Boring, Proj. No. E- 2579 -31, June & July 2000 B -101 — — Approximate Location of ECI Boring, Proj. No. E- 2579 -13, Aug. 1988 :I. Subject Site Proposed Building Wetland Area Cross Section Line (See Plates 3 & 4) NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Earth Consultants, Inc. Geotechnical Engineering. Geology, Environmental Sciences Construction Tsting & ICBO / WABO Inspection Services Boring and Test Pit Location Plan INS Building Tukwila, Washington 1 1111111 1 1111111 1 1 1111111 1 ,111 1 Inch 1/16 L WE TCOTTr IIIII1III1llll3ll III 1 I IIIIlll • O I6 1 I 1 1 1' 1 lz 1 ""O 1I 1III.I1111 111111111 111111111 111111111 111IIII11 111111111 111111111 111II1111 I111II111 1111111II 111111111 1111II111 11III1111 I111I1111 1111111II Drwn. GLS Date Jan. 2003 Proj. No. 2579 -44 Checked RAC Date 1/27/03 ' Plate 3 40 50 B - 71 _ ' TP -1 40 r Bldg. 21 -03 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Bldg. 21 -05 60 60 ' 80 90 100 110 r Approximate Scale 0 75 150 300ft. B 207 - Approximate Location of ECI Boring, Proj. No. E- 2579 -44, Jan. 2003 B -1+ Approximate Location of ECI Boring, Proj. No. E- 2579 -31, May - July 2000 TP- 10H— Approximate Location of ECI Test Pit, Proj. No. E- 2579 -31, March 2001 TP -1 -1— Approximate Location of ECI Test Pit, Proj. No. E- 2579 -31, May 2000 LEGEND Approximate Study Area Existing Building Earth Consultants, Inc. Geotechnlcal Engineering. Geology. Environmental Sciences Construction 'Testing & ICBO / WABO Inspection Services Boring and Test Pit Location Plan INS Building - Proposed Parking Area Tukwila, Washington 1111111111111111 11121111111,111111111311,111111 1111 114111 .IIIII11111151111111111111116I Inch 1/16 2 �'� / 6 C � S at 916 bl6 £ ZI6 ` I ` OR 16 18 IL 19 19 I� IE IZ I L w�I II IIIIIIIII IIIIIIIII IIIIIIIII IIIIII111 111111111 IIIIIIIII IIIIIIIII 111111111 IIIIIIIII IIIIIIIII 111111111 III111111 IIIIIIIII II1111111 111111111 A 150— 120— H w w O 90— Q w -J w 60— 30-- Existing FILL Silty SAND / Sandy SILT Horizontal Scale 0 15 30 Vertical Scale 0 15 30 (Boring B-102 Offset 5' N.) (Boring B-4 Offset 35' S.) B -102 B -4 21 64 18 6 12 Seepage 9 8 33 14 16 19 _13 54 50/6" so _as Poorly Graded SAND Approximate Footprint of Proposed Building 9 10 19 ._ ssS7ty,SAND 80 SIL T - X 59 56 Poorly Graded •.: SAND with Silt Existing FILL —9 Inch 1/16 �f O U I B -201 13 10 6 16 71 74 Silty SAND with Gravel 40 33 35 38 43 11 '2 Poorly Graded SAND with Silt NOTE: The stratification lines shown on this cross section represent the approximate boundaries 60ft. between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring 60ft. locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. Proposed Finish Grade . P Existing Grade Existing FILL " 4 • NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 111111 11111111 � II111111lilllll l llilli 5l lllllll l 1111111 (Boring B-8 Offset 85' N.) B -8 Since 1872". g tI- £I6 ZI6 11 OII I6 I9 IL I9 I9 Ii I£ IZ I6 w �I II IIIIIIIIi IIIIIIiii iiiilliii 111111111 IIIIIIiii IIIIIIIII IIIIIIIII 111111111 IIIIIIIII iiillliii iiiiliiII IIIIIIiii IIIIIIIII IIIIIIIII IIiiliiii Proposed Fill 9 11 13 21 Existint►FILL 1 Proposed Finish Grade 7 21 Silty SAND —? Poorly Graded SAND with Silt Proposed Retaining Wall Critical Failure Plan FS = 1.8 (Post- Construction Case A' —150 —120 i= w u- — 90 o w J w — 60 —30 Earth Consultants, Inc. Geotechnical Engineering, Geology, Environmental Silences Construction lbsting & ICBO / WABO Inspection Services Cross Section A -A' INS Building Tukwila, Washington I Drwn. GLS Date Jan. 2003 Proj. No. 2579 -44 Checked MGM Date 1/23/03 Plate 4 O) O) B Critical Failure Plane . FS = 1.4 (Construction Case) 150— I 120— w U- O 90 — cr w J w 60— 30-- Existing ALL • 0 15 30 (Boring B-13 Offset 37' N.) B -13 - Silty SAND - - / - SILT/ CLAY 2 2 Horizontal Scale Vertical Scale 0 15 30 Proposed Finish Grade 76/10" — — 76/10" 46 46 — 73 Seepag� 47 Poorly Graded SAND with Slit (Boring 8.101 B -101 53f 18 ,: 19 Seepage p 66 30 , ) 45 N 24 Offset 30' N.) 29 - r 65/4" 70/L. Approximate Temporary . Slope Excavation Existing FILL Silty SAND Approximate Footprint of Proposed Building (Boring B•5 Offset 26' N.) (Boring 8 -206 Offset 20' S.) B -5 B -206 e. 6 3 3 2 6 3... Seepage 11 55• -- - 74 61 p Seepage 30 45 66 63 60 86/11" 92/11" 82 q Seepage 62 84/11" Existing Grade Existing FILL Poorly Graded SAND with Slit NOTE: The stratification lines shown on this cross section represent the approximate boundaries 60ft. between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the Individual boring 60ft. locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. Since 1872 SNP SAND B -203 ILL 1 C 0 I I 2 (Boring B -205 Offset 60' N.) U B -205 Existing Grade 4 6 Seepage 6i. 12— '7 10 Seepage 31 40 68 64 45 74/11" 92/11" 88/11" Existing FILL Proposed Finish Grade 17 34 .42— _--- - -�--- Silty 41 Poorly Graded 57 Seepage SAND 72 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Inch 1/16 9I1• VII, CR. ZI6 H OK I 16 19 IL 19 1 9 Ib IE IZ I6 w�l �� ���II���� 1 1 llllIl��l IIII�IiIi IIII�IIII IIII�IIII IIII�IIII IIII�IIII Illl�IIII IIII�Illl Ilil�llll IIII�IIII IIII�IIII 111111111 111111111 111111111 (Boring B -8 Offset 60' S.) B -8 9 14 13 9 1 1 13 21 Existing FILL Seepage q 2 21 SIIty 26 __ — — 1 tir Proposed FILL (Boring 5-9 Offset 60' B -9 22 Poorly Graded - ° -• - 29 SAND ,. Proposed Retaining Wall Proposed Water Quality Pond r Proposed Finish Grade SILT _ 1 .- Silty SAND Silty SAND B' —150 —1,20 w U- —90o w J w — 60 —30 Earth Consultants, Inc. Geotechnical Engineering, Geology, Environmental Sciences Construction 1sting & ICBO / WABO Inspection Services Cross Section B -B' INS Building Tukwila, Washington Drwn. GLS Checked MGM Date Jan. 2003 Date 1/24/03 Proj. No. 2579 -44 Plate 5 Drwn. GLS Date Jan. 2003 Proj. No. 2579 -44 Checked MGM Date 1/23/03 Plate 6 C 150— 120 60 30-- Existing FILL 7..,. 2_SILT Silty SAND w6Grave Silty SAND ____ SILT / CLAY ?__ Poorly Graded SAND with Silt 0 15 30 Vertical Scale 0 15 30 (Boring B -3 Offset 66' S.) (Boring B -12 Offset 43' N.) B -13 B -12 3 2 2 2 Horizontal Scale 31 13_�� . -� 70/10° • 76/10_ 7 epaoep 46 �Ir 30 46_ 73 p Seepage 47 t 51 ,. 1 6 2 Existing FILL 2 11SILT `� 1 SA ND `with) G 34 SILT I (Boring B -5 Offset 70' S.) B -5 6 3 7 7 6 Approximate Footprint of Proposed Building Existing FILL 6 _11 55_;-ILT? ------ _74 Silty SAND with Gravel Silty SAND Existing Grade NOTE: The stratification lines shown on this cross section represent the approximate boundaries 60ft. between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring 60ft. locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. (Boring B- B -20 Off set 10' S. Existing FILL I � I ' 1 Seepage 6 21 Existing Grade 7 7 Existing FILL 26 31 Poorly Graded 31 SAND with Silt Proposed Finish Grade 1 / 7 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Proposed FILL / -7.. Silty SAND Seepage .. (Boring B -9 Offset 30' 9 . T Proposed Retaining Wall - 9 ^ ___ _ 7 1 SILT _r >? 24 Silty SAND 9 ____? Poorly Graded SAND with Silt Proposed Proposed I Pond Finish Grade j Access I Road I C —150 —120 — 60 —30 w LL 90 o J w Earth Consultants, Inc. Geotechnlcal Engineering, Geology, Environmental Sciences Construction 1bsting & ICBO / WABO Inspection Services Cross Section C -C' INS Building Tukwila, Washington 1111111III111I . 111 11 111111111111111 Inch 1/16 NV 1 CO a 727 111111,1 1111111111 916 ti Cl 1 Z16 66 016 1 18 IL 1 1 I I£ IZ I w II IIIIIIIII °IIIIIIIII iiiiliiil IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII 111111111 IIiiliiii II1111111 IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII iililliii 150 -- 120— w u. z O 90— w J w 60— 30— Horizontal Scale 0 15 30 Vertical Scale 0 15 30 Proposed Finish Grade Existing FILL ? Seepage ; B -11 2 Existing Wail 73/10° r '~ • SILT Existing Grade 2 Existing FILL t Loose to Medium Dense -205 6 � � f y 6+ . 1 , est Pit TP 211 Offset 23' N.) as w /rh 11 TP -206 • 80 Silty SAND NOTE: The stratification lines shown on this cross section represent the approximate boundaries 60ft. between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface _. conditions encountered at the individual boring 60ft. locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. Proposed FILL Proposed Finish Grade 1 4 c P c r e o s p s osed Road Proposed FILL �_� (Test Pit TP -209 Offset 33' S.) Existing G rats _.,,Existing FILL Interbedded Silty SAND & Poorly Graded SAND Medium Dense '- -. _ .Existing FILL NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Interbedded Silty SAND & Poorly Graded SAND Medium Dense TP -201 Proposed Retaining Walls Critical Failure Plane FS =1.5 (Post- Construction CASE) Drwn. GLS ui z c L_ t d4 D' — 150 120 w u. —90 0 w .1 w — 60 — 30 Earth Consultants, Inc. Geotechnlcal Engineering, Geology, Environmental Sciences Construction Testing & IC130 / WABO Inspection Services Cross Section D -D' INS Building Tukwila, Washington Date Jan. 2003 Proj. No. 2579 -44 Checked MGM Date 1/24/03 • Plate 7 1 111111111111111 1 1 1111111111 IIII111111111111111 1 i1i1111 Inch 1/16 71 1111 __S _ c M 9 14 £ Z 4 0 I6 1 1 1 19 I 4i I £ I Z 11. W °1 11 111111111 1 111111111 111111111 111111111111111111 111111111 111111111 111111111111111111111111111 111111111 111111111 111111111111111111 E 150-- 120 — 60— 30— (Test Pit TP -209 Offset 30' N.) TP -209 Horizontal Scale 0 15 30 Vertical Scale 0 15 30 Proposed Finish Grade Poorly Graded SAND ' 31 Seepage with Silt 31+ U o o f Existing Grade a) up I (Boring B -205 Offset 20' W,) 2 I (Boring B -204 Offset 25' W.) B-205 U I B -204 6 6 7 Interbedded Poorly Graded ` 7 SAND with Silt - - and Silty SAND g Silty SAND ' 21 - - - - 26 8 38 17 34 42 - Poorly 67 Seepage 72 41 45 74/11" 92/11" 88/11" Existing FILL NOTE: The stratification lines shown on this cross section represent the approximate boundaries 60ft. between soil types. The actual transitions may be either more gradual or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring 60ft. locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. I Inch 1/16 1 ANtsTCOTT® Since Jti7a'" Graded SAND with Silt Approximate Footprint of Proposed Building m� TI i t C f I ) U) U) � 2 U B-2 03 ------ 4 40 58 54 : seepage o sirs SAND- T 31 Seepage 1111111111I 3 (Boring 8-206 Offset 65' E.) B -206 7 45 66 53 60 85/11" 92/11" 82 Seepage 62 84/11" m1i1I 111 4 Existing FILL M Poorly Graded SAND with Silt Existing Grade NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 'i'1'I' 1111111111'111 916 i�16 X16 211. 1.16 016 1 1 1 1 19 ( L 1 lE r 1 6 W�1 I III I IIII I lil l llll iiiiIiiii iiiiIiiiI Illlllill Iillliiii IIli iiii iiii iili iii iiii i ii hiiI iiii III IIIII IIIIIIIII 13 10 6 16 11 71 74 40 33 36 38 43 Proposed Finish Grade Existing FILL NOTE: Boring B -102 (1988) Approximate surface elevations at time of exploration was approximately 118'. Slope has since been cut to approximate elevation 90'. (Boring B -102 Offset 36' N.) B -102 (1988) Silty SAND with Gravel _ _ .... __ — 48 — Poorly Graded SAND 30 Silty SAND ------"r- 4 Poorly Graded SAND 43 63 Poorly Graded SAND with Silt E' —150 —120 W W U- -90 0 J W — 60 —30 Earth Consultants, Inc. Geotechnlcal Engineering Geology. Environmental Sciences Construction TMsting & ICBO / WABO Inspection Services Cross Section E -E' INS Building Tukwila, Washington Drwn. GLS Checked MGM Date 1/24/03 Plate 8 Date Jan. 2003 Proj. No. 2579 -44 0 15 120 90 30 0 F Horizontal Scale 0 15 30 Vertical Scale 30 Existing Grade Proposed / Silty SAND Parking Lot Very Dense 60ft. 60ft. TP -104 (Boring B -1 Offset 46' • '∎ B -1 .FILL :..,,. Seepa q Silty SAND 16 16 17 21 22 50/5" 82/10" Lean CLAY SILT s (Boring B -2 Offset 60' N.) B -2 84 69 Silty Inn 34 45 Lean 60 CLAY 47 23 26 31 22 32 SILT NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual; or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring and test pit locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. Proposed Building ._- _? Approximate Location of Proposed Detention Vault 1 1111111 111111 II1 1Ili1i1i11l IIIii i � i . � ,$IIII1IlIII1 Inch 1/16 • Proposed Pile Support / Existing Grade 9 t! £ Z 6 OI6 I IS I i9 I 5 I b I £ I Z I iii i I�iii iiiiliiii �1111���1 i���lt��� iiiili111 iiiiliiii 11iil1iii ii1iliiii fiiiliiii iiiiliiii iililiiii iiiiliili iilililii liiilliii liiiliiii F' NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 120 90 w 60 0 f-. w 30 0 Earth Consultants, Inc. Geotechnlcal Engineering, Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Cross Section F -F' INS Building : Garage Structure Tukwila, Washington Drwn. GLS Checked RAC Date Feb. 2003 Date 2/6/03 Prof. No. 2579 -44 Plate 9 120 90 w w IL z 0 60 w J w 30 0 G Horizontal Scale 0 15 30 Vertical Scale 0 15 30 Existing Grade Proposed Parking Lot 60ft. 60ft. Silty SAND TP -102 "�� � FILL Dense 2 SILT Silty SAND �-- --.. Seepage SILT (Boring B -208 Offset 30' N.) B -208 FIL 78 SILT 5.7 Silty SAND 100 SILT NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual; or more severe. They are based on our interpretation of the subsurface conditions encountered at the individual boring and test pit locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. "WEST COTT Since 1872" Proposed Building 0 Proposed Pile Support Existing Grade Fill or Structural Slab Support II Inch 1/16 91. t4 ER. Z6 1.11. 016 1 1 I 1 19 Iti (E IZ I6 161 IIIIIIIII IIIIIIIII IIIIIIIII iiiiliiii IIIIIIIII IIIIIIIII IIIIIIIIi G' NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 0 120 90 i= w IL 60 0 H w J w 30 Earth Consultants, Inc. Geotechnical Engineering, Geology, Environmental Sciences Construction Tasting & ICBO / WABO Inspection Services Cross Section G -G' INS Building : Garage Structure Tukwila, Washington Drwn. GLS Checked RAC Date Feb. 2003 Date 2/6/03 Proj. No. 2579 -44 Plate 10 Drwn. GLS Date Feb. 2003 Proj. No. 2579 -44 Checked RAC Date 2/6/03 Plate 11 15 120 90 w tL z Q 60 Q w J w 30 0 H Horizontal Scale 0 15 30 Vertical Scale 30 Existing Grade _ __ 60ft. 60ft. (Boring B•6 Offset 60' N.) B -6 Seepage� 20 29 43 CLAY 41 __ SILT Silty SAND Proposed Parking Lot 3 Silty 14 'Nr ■ 15 23 SILT Sil NOTE: The stratification lines shown on this cross section represent the approximate boundaries between soil types. The actual transitions may be either more gradual; or more severe. They are based on our interpretation (:)f the subsurface conditions encountered at the individual boring and test pit locations and our judgement and experience. ECI cannot be responsible for the interpretation of the data by others. Proposed Building - _ (Boring B•207 Offset 30' S.) SAND' ` ----- B-207 SILT Dense FILL 11 4 60 Proposed Pile / Support FILL Existing Grade 72 Silty SAND Fill or Structural 37 Slab Support TP -2 Silty SAND H' NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. IIIIIII 111 1111111 IIII1I I I1111111111IIII Inch 1/16 . NVESTCOTT . 9 b16 s;16 Z 6 °I6 1 1 I 1 19 Ib I illllill i r II IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIII I I IIIIIIIII 111111III 111111III IIIill111 lililllil 111111111 111111111 liiliiil 120 90 w U- 60 0 H w 1 w 30 0 Earth Consultants, Inc. Geotechnical Engineering Geology, Environmental Sciences Construction Testing & ICBO / WABO Inspection Services Cross Section H -H' INS Building : Garage Structure Tukwila, Washington File: D03 -0293 35mm Drawing #11 -12 BOEING FIELD/ KING COUNTY INTERNATIONAL AIRPORT PROJECT LOCATION Inch 1116 A ES1CO1 1 ® • • Since 1871'° I IIIIIII I IIIIII 1� 1111111 � ! 11I11 I! 11 '11 SEATTLE— TACOMA INTERNATIONAL AIRPORT III I I IIIIIII 6 8 j ( £I6 14 16 18 IL 1 9 Iti I£ I I Z ` w �I II IIII�III I IIII illl IIII IIII IIII IIIIIIIII IIII�IIII IIII I9 IIII I IIIIIIII I III � IIII I III � IIII illl IIII�IIII LEGEND IMMO DRAINAGE BASIN BOUNDARY TUKWILA CITY LIMITS 0 • fr go ' . 3 9 ;s2:k.0,;;* IMMIGRATION AND NATURALIZATION SERVICE Figure from Riverton Stormwater Quality Management Plan — 1997 File: D03 -0293 35mm Drawing — 0 — LC) — M — N = 0 n — U7 — O) — IMMIGRATION AND NATURALIZATION SERVICE Tukwila, Washington Downstream Analysis Map Figure 5 Figure from Riverton Stormwater Quality Management Plan — 1997 File: D03 -0293 35mm Drawing /t211WL f 222121 101/ ;5 ; I INOINIEnntl 0. am \ , \\ `� ` \ ` * r•: ••• WM m ... \\. `. , I m11l1 11 iii l►�.�. k. 1 j ies' (q..111 %111 :iiiIP iii 111 , 11 . 111171117 0 0 1 ` � \� .� �.�`� • �r` �`� r Z s. �• �:� --�;. ..i p-F- : � " hirrai 1.07 AC OFFSITE AREA 0.14AC IMPERVIOUS 0.93 AC TILL FOREST 3 �� .r 3 �� �..� 1.111.1 MINN MRS OM •I■1 NM = qtr rte .■ ip � .. ■r• .. NM MP r a r r - a l r r� rim - ��� r=te r � r ii •11•11 r_ (■ _ I - - -- II I= � i�w = = =—' mow w � ■ a■ Mir - I IMMO WWI n• nil w w .• e r a ww w� aw ■ = � == = . 1 = u b 2 � w w 1. i ■w w r.. ummord ��IM■■� ■.�■Ir.r.�■� �.� wr■ mw rrI=NM i�� ar■Mra�iwnrcJ 11•1•1•311 a �� ■ III ■r■r ■r■rlt�■■A■ JIN'��'�M'!�MI .�. �I �� �IM �L ��...� a■��■ ••• ��n TUKWILA INTERNATIONAL BLVD South Basin Area Tabulations R/W impervious Area (ac) R/W Pervious Area (ac) — Till Pasture R/W Impervious Area (ac) R/W Pervious Area (ac) — Till Grass 0.22 0.00 0 Offsitc Pervious Area (ac) — Till Forest 0.93 Offsite Pervious Area (ac) — Till Forest Inch 7/18 * Es j 3 1nce O 8 T ® 1 9 b l 6 1 1. 16 19 IL 19 19 It, I£ IZ I. 0191 Cl. . Z6 H IIIIi.IIIIIIiiiiliiii � iilliliiillililllilillllllillllllllllllllllllilllllllliillliii iiiiliiiiiiiiliiiiiiiiliiiiiiiiliiiiiiiiliiiiiiiiliiii dimmeninatim /11111■ /.:%1111111la■ dUPUP M••!!.n. r :: .r a: ... -. MINIM r r .r r� r in OM r_�r r�r� ire �r _.� -v nisi _.• - �. ■�� um= 171 • �_.__■■_ _ •_ ∎■_��■■�■i∎ ■...rte. ■�.■��■■�■ ••�■��■� ■.�■ "....: CC:ei�.��1im�. 1__.-.i_�1__1= = =c1__I m�w_�I �� i_ C_. � = v ■� MI MI MIMI Y�� �MI YMI � i� � m __i i�m ��� � ��.� 1 .. 1 ..... .1... .. . immomil Cwi� o C� i� " •. ::5 : +] EMBENSEMERMINGSNIMBE IIIDEMENNIMIS ■IMAC% WM OM WIC MU 1111111111111111 IIII11 Inch 1/16 3 4Ls ,1372'" 111111, 4 9 t7 E 3I6 ` o 16 19 IL 19 19 It, IE I Z I ` w9I II III,111111 IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII I IIIIIIII 111111111 IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII File: D03 -0293 35mm Drawing SABEY • INS BUILDINL, 52B103� - �- 1 DESIGN STORM v _ 10 YR 1 1 CB NUMBER 1 1 1 TIME ORCONCENtRATiON (MIN) I O i SUM SUM T PREV TIME IN 1 TOTAL I • ' O =CIA MANNINGS UP . O AR (ac) ! "C" ! "CA" ; A" "CA" POINT : PIPE I TIME (In/hr) (cfsj n. IE (ft) 05 0.15 0.90 0.14 0.15 0.14 -. ( • 10.00 2.49 034 N-12 118,90 111'.20 78 12 11. D7 b5 0.21 190 ' 0.19 i 121 0.19 1 - 100 2.49 047 N -12 - D4 0.01 0.90 0.01 037 0.33 10.00 0.05 ; 10.05 2.49 0.83 N•12 -- D4 1 D2 • • 1.80 N -12 B - 93 -... 1.00 N "17 _.._ B3 1.80 N-12 92 - - - -.. - - - -. - - - - - _- • B2 - 61 - 1.80 N-12• 81 OUTLET - 1.80 N412 • _.. --- --- .... -- 1.80 N-12 SOU - IWPONI OUTFA:E `- E5 E4 E4 E3 -= - _ - __..._:_._._._. 1 1.05 N -12 • - - - -- - - 1.05 N•12t E -3 _ - 1.05 N•12 48.58 E -3 E -1B - - 1 E -1B E -1A 1,05 N-12 4858 E - B E.1 i - _ _1 1 1.05 N -12 47:88 1 1.05 N-12 4702 T NOR rig VAULT OU FALL _ -75-0-1-1-..ET A1 11.11 B A10 -- __..._ - - i AlA _ -_. -_ ,_ 1 88 N•12 4800 48.00 9 MB __._ -j -_ 1 N-12 4800 - 2200' 513. 46.43 - Al I ■ Al A7 EXIST CB -- , -- -- -- f 1.88. N-12 2200<' '-20.00' ,23.' 8.70 -r- 1 1 1,88 N-12 :;' 2000 r 11:19 135' 3.53 18 i .: -_ F-1 - OUTLET 1 0.78 i 0.60 0.47. 0.78 0.47 -- OSW ! - T 10.00 2,49 , 3.03 14.12` 1620 18,07 28 �0 0 12 - - INTAKE ; EXIST CB I •r' . - - -- 3.42 RCP' 17,55 9,89 40 - 1171 . 161 - 12 _ EXIST EXIST CB CB EXIST CB - 0.86 _ 0.80 0.88 • 1.64 1.16 10.00 2.49 4.74 N-12 9.88 9.00 173 0.40 38 42.24 _ EXIST CB 1,09 0.80 0.87 - 2 - 73 ' 2.03 10.00 0,73 EXIST CB - MIST CB 1 10.73 2.40 6.73 N-12 9.00 8.10 226 0.40 30 . 42.30 0.49 0.90 1 0.44 3.22 ; 2.47 10.73 . 0.88 1 11.59 2.30 7.54 1 •1'.'; EXIST CB sEDPOND I 054 ; 0.90 i 0.49 ! 3.76 1 2.96 11.59 1 0.19 ; 11.78 2.28 8.60 N4121 X 7,88 t, 0% 30 - 13775 - 0,87 38 ' 52.89 -� I 3f1 8228 x -- - 7.53 N•1 938 8 8`il• : 116 - -- -- -...__ 7.53 N*19, 8:78, 8 :38: 7.53 - SEDPOND 1sT CB ! - EXIST CB EXIST CB i - _EXIST • C8 - _ OUTFACE F - 1- - ! OUTFALL 0.29 ; 0.90 1 0.26 • 0.29 1 0.26 1 SEATTLE ! I 1 ; MRI ; m n 'Bend Ang K T 2 : 3,5 0.51 0 0.02 -_ 5 I 4.63 0.531 ! 10 0.05 - 10 ' 5.82 0.53 ' 20 008 2.49 0.65 N-12. 18.20 PIPE 1 DSON n 1 CAP n ' CMP ; 0.028 . 0.024 _ N -12 : 0.013 0.011 25 6,89 - ' O 8 _ 30 0.21 _. _._.. PAC 0.013 _ 0.0.11 -. - - RCP 0.014 , 0.012 � -- ` " "-• 50 7. 0.54 - ' 40 0.33 - - -.. .. .._.._ DIP , 0.014 . 0.012 , , - � 100 , 8.75 1 0.545 45 0.4 ' -- - 1 ___ SB 0.47 Dasc0021_BVVP_03 0618.XLS i 10.00 249 0.25 N-12 2.36 1,24 N-12 2.33 , 2.71 N-12 - - °- - - - -- _ 60 0.64 - -.. 70 i 0.85 - - - -- - 80 ' 1.09 : 90.._.; - �.._..... 1.33 Sheetl DOWN LENGTH SLOPE PIPE Q FULLI V PULL, ' TIME IN ) ' PIPE - PIPE BARREL TN 1E (ft) (R)• ( %) 01A'(in) (cfs) 1 (fps) i O/O(f)I VEC(fps) PIPE (min) AREA(sf)' VEL (fps) .1 VEL HEAD (R) EL (ft) , I 22 14,29 0.030 f 8.84 0.31 039 1 12 072 13.85 1 0.101 8.78 3 2 81,00. 80;46', 55 1.00 12 3.57 80:45 • 84;40• 279 5.70 12 8.57 64240 4445• 154 1213 12 12.86 44.45. 33.50 81 _ 19-32 12 13.13 33.50. 23;70' 72 1381 12 • 13,18 16.78 0.137 23.70• 20.60 92 3.3 12 6.56 • 8,35 0,2 • 58,00 55.00. 30 10.00 15. 20.48 18,69 55 :00 48,58; 128 0.10 ` 15 14.62 11.91 48.90 21' 8.00 15 18.32 , 14.93 47.68 60 1.50 47.02' 440 46,90': a 2.00 0.50 18' 7.42 4.20 1.015 1.82 30 ` 52.27 10.65 0.144 N-12 7.$ 7'10' • 25 1.02 35 88.88 9.48 0.113 1 18.07 28 0.50 12 2.53 3.220,258 15 16 12,86 5.98 13,90 0.453 12.36 - ` 0.711 ! 6,46 0,311 I , 12.08 13.20 0.387 11.99 4.55 7,93 8.46 15' . 9,16 7.48 18 35.11 887 18` 71.77 40,81 18. 31.08 17,58 26.91 15.23 2.53 3.22 14,70 18.72 5.98 5,96 7.91 8.81 0.504 4,50 8.53 11.49 11.87 11.70 7.02 10.91 18.37 18.72 0.210 0,140 0.137 74 0.051 0,072 I 0.057 8.24 7.93 6.48 0.132 4.47 0.132 4,47 0.115 I 4.98 0.053 , 0,026 0.060 0.069 1.199 0.233 0.112 0,159 0,135 1 0.138 0.20 .r_ `d 0.79 - 3 - 0.25 1 1.77 T 4.32 0.07 1 137 _ ` - 4.85 - 0.20 1 0.79 2.29 0,0816 54 0. ! 0.79 _ 2.29 0.0816 0.22 . 0,79 2.29 0.0816 0.12 • 0,79 ? _ 22 29 0.0818 0.10 0,79 2.29 - - 0.0818 0.22 05 .._ 2.29 0.0818 8.95 0 - - 713 --- 7 4 0,88 - 6.99 0.30 , 1.23 , 0.88 0.0056 55,83 I 0.0238 48.58 1 0.04 _ I - 1"23 `_ 0.88 - 0 48.54 0.0039 48.54 0,22 1,23 0.88 - ' 0.0114 48. - 54 0.0112 48.55 - - ! 0.16 1.23 0,86 ! 0.0114 - 47:88 0.0082 47,88 0.02 1.23 , 0.86 _ 7 0.0114 47 :20 0.0011 47,20 4.01 0.11 • 0,79_ . - • 3.85 -- 0.2307 • 15.05 I 004 y 0 .79 . 4.35 I 0.2944 315 0.73 7.`03 ' -- 00 - 67 -- 0.0070 4.34 0,88 - _ - 0.98 - -- 0.0141 5.49 0.19 7.07 1.22 1.07 _ _ 0.0177 6,16 0,08 7.07 _ 0.0230 5,01 0.38 ' 1.77 : 4.28 I 0, 619 7,53 0,08 4,91 - 1 7 1.53 0,0365 6.26 0.07 7,07 • - 1.07 - _ 0,0176 • • 2.88 0.18 0.79 0.83 • Page 1 0.0029 0.0114 - 55.83 0.0114 48.64 0.0107 18:80 0.0062 I 12 :42 0.0062 12.39 0.0183 1237' 0.0057 1235 0.0035 1182' 0.4195 1199 0.0082 12.00 0.0023 11111 1 1 1 1 1 1 1 11 111111111 1 1 111 11 1 1 11111 1 111.111 1,. x 11.111 Inch 1/16 -- 1 1 1 1 FRICT ENTR ENTR EXIT OUTLET ( 1 ` G (R I () • el. (ft) CO - O . - • y1. • 112.24 0.0049 119,90 1 0.0014 ! 0,0029 . 119.90 0,5 , 0,0398 i 0.67 i 0,64 123118.54 0 0.00 0.0000 1 0.00 0.00 0.0000 12250 119:20,' 25 13.0 12 12.8 I 18.40 0.037 ' 8.03 0.05 0.79 080 0 0.0058 11224 0.0031 123.50 10028 ! 0.0058 1 123.51 0,5 0.0398 ' 1 1 . 1 __ 10.05 0.18 10.23 - 2.46 1.09 N -12 ' 98:38 89.20' 102 - $00 ! 019 ! 0.79 1.38 ,0173 _ 112.23 0,87 0.0000 173 48 90 0 23 0 00 0.00 1 0,0000 0 0297 80,00 0.0673 08.38 0,0149 I 0.0287 99.42 0.5 ( 0.0398 1 0.67 000.871004 . 0,8 4 99.0 14 0 Q 9 0 0119 000 0,00 0.0000 08 02 0.47 0.90 0.42 0.64 0.53 10.00 1 03 11.03 3.22 0.101 2.07 1.03 08 0.17 0.60 0.10 T 0.17 0.10 `10 `- '-`-" �p QS;00 94,38 128 - 11.31) - 12 2.53 ! 0,0016 95,09 0 0048 95.09 I 0,0008 0,0016 89:42 0.0268 11220 0,0088 00173 95.10 D2 D1 0.22 . 0.90 0.20 1 1.35 . 1.16 11.03 0.29 I 11.32 � ' 89 120 4.3 12 7.41 9.43 0.188 8.94 _ 0.29 I - CAT - 0. 0.79 1 0.5 f 0.0398 ! 0.67 1 0.68 - 58 -- 00388 90,00 0.1033 90.10 I 0.0194 0.0388 90.16 0.5 0.0388 0.67 0.73 89:20' 81,87 153 1786 12 15.10 19.22 0180 14.42 018 0.79 3.46 - 0..1854 63.74 _ 0.6293 64,37 00927 01854 I 84.84 0,5 0.0398 0.87 0.76 _ 0 .17 0 .90 0.15 btt D1 - _ . 0.17 0 1 - -` ' -- 10.00 2.49 0.38 N 12 ! _ 81.50 77.79 118 3.14 12 B 8.07 0060 4.51 0.44 - - _ - 75 0.00 i i - " - -------- .... __-•'- -- -- ^_... _. _. - . to -- - - 0.88 0,1331 0.3109 80.93 81:18 0.0995 81.26 e5.4 0.5048 65.65 45.09 0.2788 45.37 34.14 0.1468 34.29 24.39 0.1303 24,52 21.15 0.1685 1 21.32 12.24 12,00 12.00 18.61 0,0081 0.0122 81.82 0,5 ; 0.0398 0.87 ] - 0.0240 0.0481 I 81.00 0.5 1 0.0398 0,87 0.75 L -T 0,0159 1 0,0317 82.45 i 0.5 1 0.0398 + 0.87 0.1815 1 � 0,3230 _ 83,35 j 0.5 I 0.0398 I 0,87 I i 0.0331 0.1121 83.02 0.5 I 0.0398 0.67 0.80 0.0554 0.1108 603 ' 0,5 ; 00398 0.67 0,77 121.07 0.01 121,50 ' 0,0087 1 0.0177 1 23 120.55 - EMT 121,05 0.0131 1 0.0283 121.09 120.03 0.0463 120.52 0.0197 ! 0,0394 120,56 119;73 0.0515 - 119,99 0.0258 0,0516 ' 120,07 116.81 - 04342 119,54 0,0783 , 0.1566 . 119.77 114.81 0.3310 116,82 0,0910 0.1820 i 118,89 111:11 0.2602 114.34 1 0,1197 1 02394 114,70 0,0370 111.72 0.0312 117,38 0.0185 .i 0.0370 . 112.44 0.8 - 02, 398 0.0543 111,35 0.1013 ! 111.45 0.0272 - 0 43 � 111.53 0.5 • 0.0396 0.0714 _ - ' 111.11 0.1775 111.29 01035 0.0114 111.40 i 0.5 ' ' 0.0398 0.5871 109.04 0.8858 109,93 0,2936 j 0,5871 110,81 0,5 ; 0.0398 0.5818 101,31 2.0522 103.36) 0.2909 0.5818 •• 104.24 0.5 i 0,0398 0.7357 9995 1.7302 98,88 0,3879 0,7357 99.18 ! 0,5 ! 0.0398 0.8025 94.28 1.8201 95,88 0.4012 0,8025 97.08 I 0.0398 0.8452 88.99 2.0760 91,07 0.4726 0.9452 • 92.49 I 0,0398 1,0883 80.06 3.5427 83.61 0.5432 1,0883 .. 85.24 1 0.5 0.0398 - 0,52968 73.68 1.0071 1 74,69 0.2833 0.5266 75.48 ! 0.5 . 0.0398 0.2791 73.71 0.0722 73.78 0,1396 0.2791 74.20 ; 0.5 1 0,0398 L 0.2887 - 84.25. 0.6897 64.94 0,1449 1 0,2897 - 65.37 ; 15 0,0398 0.3647 8126 0,2453 63.51 0.1823 0,3647 t 84.05 1 0.5 . 0,0398 0.0408 0,0408 0.0408 0.0408 0.0408 0.0408 0,0057 0.0114 0.0057 0.0818 ' 81.38 0.0816 65.67 0,0818 45.49 0,0818 - 34.41 0,0816 I - 24,84 0.0816 21.44 0,0114 0.0057 0,0114 ' 48.56 0. 10.74 0.01 1 -` 1 o5 0.0132 4189 0.0020 48.89 0.0086 I 0.0172 48.71 18.73 0.08 1.77 ` 1.05 0,0172 ' 22,95 0.0125 22.98 ' 0.0086 . 0.0172 22.98 9,82 0.04 1,77 *-- 00172 20;09. 00051 20,99 moose 00172 T1 02 8.84 1 0.25 1.77 _ 1.05 -. 0.0172 12:42 0.0300 12.45 0,0088 I 0.0172 j +2 48 - I 1 0.5 0.0398 0.5 0.0398 0,5 0,0398 0,0057 ' 0.0114 48.5 10. 0.0398 0.87 I _ 0.0057 , 0.0114 4 - 1 - 0�� ! 0.0398 j 0.67 0.0057 j 0,0114 47.22 0.5 0.0398 1 0.87 0,1410 0.2819 ! 12.68 0,5 1 0.0398 1 0,0183 0.0385 1 2.05 0,6 ! 0,0398 0.0068 ! 0 " 12.03 0.5 0.0398 0,0053 1 0.0107 18.62 0.5 0.0398 ! 0.87 1 1 .._ _.. - II1II 'EW1CO1 1 " Since 18721" 11IL 1 5 1 6 111111I11 17 11111111 11111111 111111111 6 1 6 111111111 01. 111111111 I 111111111 I 111111111 1 ( 111111111 1 I 11111111 1 1 11111111 1 1 11111111 1 1 11111111 I1111111 W 11 T I 1111111 INLET! INLET COE INLET co EP INLET e O , () :co "0 0,5 1 0.0 0,5 1 0.0398 0.5 0,0398 0.5 0.0398 0,5 : 0,0398 0.5 0,0398 0,5 1 0,0398 1 0.87 0.87 0,87 ' 0,87 0.87 ,67 0.87 0.67 0,87 0.67 0.67 0,87 0.87 0.67 0,67 0,87 0,67 0.67 0.87 0,67 0.67 0.67 0.67 0.67 0,67 0,67 0.0398 0,67 0.67--j1 0.87 0.87 0.72 0.73 0.75 0.78 0.82 0.83 0.83 0.74 0.76 0.77 0.98 0.96 1.00 1.02 1.04 1.07 0,99 1,09 1.08 1.08 1 0.5 ; 0.0398 0,5 0,0398 0,5 • 0,0398 j - - - _ 55.85 0.5 0,0398 0,67 ! 080 - 4B5B 0,67 1 0,83 0.78 0.76 0,72 0.72 0.72 0.77 0,5 ' 0.0398 5 0.82 0.88 0,88 0.85 0.5 i 0.0398 0,87 0,95 H 49.95 00000 0' - ' 'ado 0,00 0.5 0,0398 0.67 0 68 - 49.88 0.0172 90 0.0229 100 0.00 os i 0.0399 o,67 "j 0,98 22.96 00172 0 - 0.0003 „MOO 0.00 0.5 0.0398 0.87 1 0.98 20.98 00172' 90 0.0229 090: 0.00 013 ! 01154 0.2307 .'8 0.5 1 0.039 0.67 086 - L 19.08 00000 0• - 30046 0 0.00 - 1 1 00 0,31 0_1472 • 0,2944 C 35 0,5 1 0.0398 , 0.67 1 ' � „1• _ 12.43 0.0035 0.0� 12 0 0.0398 0.87 12.41 0,0070 1 0.0141 12.43 0.5 0.0398 0.87 12.38 0.0088 1 0.0177 1240 0.5 ' 0.0360 0.67 12.35 0.0115 0.0230 1239 0.5 j 0,0398 0.87 i 079 1834 00000 0 0.0059 0.00 2,01 11.70 0.0172 0 0.0001 0.00 0.00 2.01 11.01 0,0070 0 0.0003 0.00 0.00 2.01 10.11 . 0,0141 0 0 - 0007 - 0.00 0.0o 2.00 9.68 0 0 0600 :000 0.00 1.10 10.43 -- 0,0600 D: moose '� p D0 moo 1.87 1 10 45 1,2519 90 004888 0.00 0.00 2.00 9. 35 00385 0 0.00 0,00 0.00 0,71 0.65 0.91 INLET APPR KENO ' BEND 03!01 JUNCTION JUNCTIOfJ HVT GRATE FREEBOARD (• COI - • L ( VEL HEAD «t). ANG1 (rt LOBS K LO58 (11) ELEV (ft) ELEV.(n) (ft) 95,88 00000 0 0.0000 0.00 0.00 ( 0.0000 ! 95.68 97:00 1,32 95,09 0;0 25 0.0031 000. 0,00 1 0.0000 95. 103:55 8.48 89.96 0.0297 45 0.0742 0.00 0.00 1 0.0000 ` 90.00 93120 3.20 1 - Bz.1e 0.0000 0 0.000 0.00 0.00 0,0000 62]1 88.65 _ _ 4.144 8131 0.0000 0 0.0002 0.60. 000 0,0000 : 81.62 83.10 1.48 83.88 _ 0; 4 3230 15 00024 0.00' 0.00 0.0000 ■ 80,68 84:45 3.77 82 -" opp00; o: ' s 6253 05 00481 > ` 90 0.4298 00006 _ ad ,1'.00..'s 0" 0.00 0.0000 6 moo 0,0000 1 82.45 85,30 2,85 4 '65.50' 21.78 62.85 0 00 0 0 ' 0 ' 0.0022 ? 0o 109.26 05 o 0,00 0,0000 1 83,02 84:85 1.83 81,E 0 11 2 1 0 0.0022 000 0.00 0.0000 1 62.42 64.10 1 0.0000 1 120.55 123.00 2.45 1.68 rr� •. I 121.22 0 000 0 0 0.0003 r0.00 0.00 0.0000 1 12153 12300 - 1 120.18 0 0174 0.051 8 0 .0543 054 0 00005 1:00 0.00 0,0000 1 121.07 .123.00 1.93 120.27 0 0.0 0,00 0.00 119,75 0 039 4 • 0 0.0010 060 0.00 0.0000 ! 120.03 123,00 2.97 119,38 0 0 - O 00 0.00 0.0000 1 119.73 123 00 _ 3.21 118.45 0 15 45 0.0128 0,00 0,00 0.0000 ( 118.81 118.40 1.59 114.17 Or i8 2 0t 45 0.0958 000 0.00 0.0000 ; 114.61 11450 1.89 -- 112.12 0.1x 0000 0 0.000 ,''..:'..70....... 0 N 0.00 0.0000 I 112.44 NA _ _ NA 111 110,.93 76 0.' 0 0.0011 0.00 0.00 0.0000 1 111.72 113,40 1.68 10. ,0038 0,00 0.00 0,0000 ; 111.35 114.60 3.25 110.02 0 471 e0: 0,3758 , 000 000 00000 111.11 115;76 4,64 871 80; 03724 :, 000:' 000 0.0000 109,04 11280 3,76 101 .60 O68a8 45 0.2943 ',q.0o 0.00 0.0000 101,31 103:80 _ 2.29 97. 0,7357 0 00160 0:00 000 00000 98.95 99 95. 04 05025 O 0.0189 0;00 0.00 0.0000 94,26 . 87:00 2.74 69 92 O 1462 0 0,0217 0 :00 0,00 0.0000 88,99 91::85 2.86 81.14 1. 0883 0 00105 000 000 000'00 80,08 03:40 3.34 7410. 05268 0 000 .0,00 000 0,0000 73,68 X78.50 282 73,87 0279t 45 - 01159 i 000 000 00 000 7311 . ;77.35 3,64 63.88 02897 90• 04850 : 000 ; 000 10000 84,25 -85.70 1.45 81.78 -11.001 81,21 ' 00816` 65.12 00818 45,17 0,0818 34.22 0:0818'. o ,. 0.001 - s 000: 100 0.0000 81.78 . 8200 0.22 45 0.0328 '."0002 0.00 0.0000 81.18 84:70 3,54 O 0,0016 0:00 0.00 0.0000 85.04 88:0 _ 3.38 0. - 67 - 3078 - ..: . 1,00: 0.00 0.0000 4509 48:46 3.38 15 0.0041 "':0.00; 0,00 0,0000 34.14 3750 3,36 24.47 10818 :15 0.0041 100 0.00 0.0000 24.38 27.70 3.31 58.80 b.0000 0'- 0.0002 Olio 0,00 55,83 00114 46. 0.0045 ej00 0.00 49,40 00000 0 0.0002 001. 0.00 49.44 0.0000 0.. 0002 000. 48.54 00114. 91 0.0151 0.00 47.87 " 11114 • 90. 0.0151 ; r 0.00? 18,91 10000 0 0.0002 0.00 0.00 0,0000 j 18,91 20.20 1,29 1 1 i 4--- I 'T - T- - f -' -; -__4_ 0,0000 0.0000 1 0.0000 0,0000 118.90 121.90 2.00 123.51 -125:50 1.99 11224 12590 X66 _ 99,42 11280 13.48 0,0000 58.80 84.75 5.95 0,0000 55,83 8214 8.31 0.0000 49,40 5200. 2.60 0,00 0,0000 49.44 52.00 2.58 _ 0.00 0.0000 48,54 52.00 3.48 0.00 0.0000 47.88 5E70 - 3.82 49.95 NA NA 48.89 58.00 7.31 22.95 . 3050 7.55 20.99 25:72 _ 4.73 00000 19.07 2010 1.13 0.00 1 0.0000 18.35 18.55 0.20 0.0000 12.42 17.75 - 5.33 0.0000 12.42 16.21 3.79 0,0000 12.39 18.36 3.97 0.0000 12.37 16.50 4.13 0,0000 f 12.87 NA NA 0,0000 i 11.82 18:00 8,18 0,0000 11.99 17.00 5.01